21 PINE ST.PDF11111111111111
12806
21 PINE ST
16
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTt
COVENANTS (RECORDED) FOR:_
CRITICAL AREAS:
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: C7
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: —
PERMITS (OTHER):
DETERMINATION: E] Conditional Waiver Ej Study Required E] Waiver
AA J1j
PLANNING DATA CHECKLIST DA.TED:—,g C2VIILI
SCALED PLOT PLAN DATED:
SEWER LID FEE S:
SHORT PLAT FILE: LOT:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S).#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
LID #:
I
BLOCK -
LATEMP\DS'l`s\Fonns\Street File Checkiist.doc
-OPLANNING DATA
New Commercial / Multi -Family Projects
FILE 11
Name: Poth+
Date: 442--0-07
Site Address: �7 Plan Check #-. BLD -
/ - t to
-Pool, F—pr�o1+4"Cpfr
Project Description: Avy� e-s. 4-,Z-
I P� 0-S S-oc_ / ki _W/ �4v'141 I I LA 'Ave fo pjnn_�
Use(s) Proposed-- 3ea- eL,60Ve, Allowed Use<ESP NO)
CUP File Number:
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES / to
Reduced Site Plan Provided: (�ONO)
Zoning: WF — I
Map Page: IE4
Comp Plan Designation:
Corner Lot: (YE o�_
Se<J0
Flag Lo . (YES 0) Gel
-/V 6de-r-/'P7-
AD6 File Number (date waived):
LotArea: ye"Ot. _S'q hit
C., C-Pri S I
Plans Match AD6 Approved: (YES NO)
-
Shoreline Required: (YE _6_0�+ a�
K_ �O) Q P2W
CritiCa!,&reas Deter�minatio W 4 will 114t
tO'Study Re( CIA [gbo pold V&-Wr-;!) veto
W.�e�r ;��4 e P�f
SEPA Determination: I '5"51K dt- em ows �r
Exempt
Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Required Setbacks t--V-4- 14KO-S. 014t!t�
Street: e
Side: oe
Side:
I o
Rear:
ActualSetbacks
Street:
Side. q�
Rear:
Lot Coverage/F i e-S. -tv
,ky'Kequired:
A I&bk; Z! �& e, d " I
Lot Coverage/FAR Provided:
, �' I
Lot Coverage/FAR Calculatiotro� :s,, i.e. eA4
s:
Building Height
Datum Point:
Datum Elevation:
Maximum Height
Actual Height:
Subdivision:
Lot Aggregation Required. -
Landscaping
Landscaping Matches ADB Approved: -h
Landscaping Bid Provided: (YE-S4-N46+
Plan Review By:
Drvve4
wts
I � I
40 PLANNING DATA STREET - F ==ILE
New Commercial / Multi -Family Projects
Commercial Parking Analysis
Business Name Type/Use Parking Tenant Required
Ratio Ar� Parking
z 0�
IV,
r4
Total Parking Required. -
Total Parking Provided.-
.: . ... Vulb-Famlly Parking Anal is I--,*,-
# Bedrooms per Dwelling Unit
Parking Ratio
A�Un i t s
Required
Parking
Studio
1.2/D.U.
I Bedroom
1.5/D.U.
2 Bedrooms
1 81 U.
3 + Bedrooms
2.0/D.U.
Total Parking Required. -
Total Parking Provided
Plan Review By: g"5;w &Oe�
TERRA ASSOCIATES, Inc.
Consultants in Geolechnical Engineering, Geology
and
Environmental Earth Sciences
RECEIVED
NOV 13 2007
BUILDING DEPT.
Mr. Ross Woods
Point Edwards, LLC
2801 Alaskan Way, Suite 107
Seattle, Washinglon 98121
Subject: Amenity Building No. 2 — Reinforced Rockeiies
Point Edwards Condominiums
Edmonds, Washington
October 29, 2007
Proj ec( No. T-4893
References: 1. Preliminary Geotechnical Report, Unocal Site, Project No. T-4893,
pr epared by Terra Associates, Inc., dated November 21, 2001
2. Letter, Amenity Building No. 2, Point Edwards Condominiums, Project No. T-4893,
prepared by Terra Associates, Inc., dated July 26, 2006
Dear Mr. Woods:
As requested, we have completed additional geotechnical engineering design and evaluation for the subject
project. This supplemental work consisted of designing mechanically stabilized earth (MSE) walls witli rockery
facings that will be constructed to support vertical grade transitions on the western margin of the proposed pool
deck at Amenity Building No. 2, and along the northern margin of the proposed fire lane, located north of die
Amenity Building.
A plan sheet titled Buildings 617 and Antenity Building Fine Grading and.&cavation Cross Sections prepared by
Triad Associates, dated April 20, 2007, indicates these MSE walls will have a maximum height of about 4 feet,
except near the norlhwestern corner of the fire lane, wWcb will have a maximum height of about 7.5 feet.
Approximately 50 feet of the MSE wall on the western side of the pool deck will be terraced. The maximum
heights of the upper and lower terraces will be about four and three feet, respectively. The plans indicate that the
lateral separation between the terraced walls will be about 2.5 to 3 feet. Finished grades above the walls are
generally horizontal. The MSE wall on (he northern side of the fire lane will potentially be surcharged by a fire
truck. Details for MSE walls with rockery facings are attached as Figures I and 2.
STREET FILE
12525 Willows Road, Suite 101, Kirkland, Washington 98034
Phone (425) 821-7777 - Fax (425) 8214334
Mr. Ross Woods
October 29, 2007
Rockeries are not intended to function as engineered structures that will resist lateral earth pressures as a
retaiiiing wall does. The primary function of a rockery is to cover the exposed excavated surface and reduce the
potential for erosion. Therefore, for fill heights greater than four feet, the structural fill immediately behind the
rockery facing should be reinforced with geosyntlictic reinforcement.
For fill heights of four feet and less, the reinforcement of the structural fill is generally not required. However,
we recormnend that the structural fill be overbuilt beyond the rockery face a miniinum distance of four feet, and
then cut back for construction of the rockery wall. If the fill cannot be overbuilt due to site constraints, or
structures or roadway/parking areas will surcharge (lie fill, the fill should be reinforced using a geogrid or
geotextile material.
We performed construction observation and testing duiing construction of the reinforced fill rockerics at the site.
Based on our observations and the results of our field testing, it is our opinion that t1te reinforced fills were
constructed in general accordance with our geotechnical recommendations described herein and on (lie attached
details. The results of in -place density testing associated with [lie reinforced rill construction are documented in
the attached daily field memos.
We trust the information presented is sufficient for your current needs. If you have any questions or require
additional information, please call.
Sincerely yours,
TERRA ASSOCIATES, ENC.
IV-2,94 7
JCS/TJ&mli.--
owl
Eric]: Fi gurc I — Terraced Rockery Deta i I
Figure 2 — Typical Rockery with Reinforced Fill
Reinforced Fill/Rockery Design Calculations
Daily Field Memos (3)
Project No. T-4893
Page No. ii
2
1 r—
LOCK GEOGRID INTO
CRUSHED ROCH
BEHIND ROCICERY
TMAX a
2.& MIN.
KEYWAY —
COMPACTED ELOPE DOWN
STRUCTURAL FILL —1\ TOWARD DRAIN
ROCKERY NOTES:
4
11 —
12,
PATIO I LAWN
CRUSHED ROCK FILTER
MATERIAL BETWEEN 2
AND 4 INCH SIZE WITH
LESS THAN 2% FINES
2'
Oki
------------------ =w ------------- ------
CRUSHED ROCK FILTER T
MATERIAL BETWEEN 2 2'
AND 4 INCH SIZE WITH
LESS THAN 2% FINES
-------------------------------------- ------
L-- 8- —1
4'MINIMUM DIAMETER DRAINPIPE
SURROUNDED BY WASHED I -INCH 2-
DRAINAGE AGGREGATE I
WMIN. GRAVEL
SEDDING
NOT TO SCALE
1) ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIDELINES.
2) ROCK USED MUST MEET THE REQUIREMENTS FOR
ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(l)
OF THE WSDOT STANDARDS SPECIFICATIONS (2006)
3) ALL CAP ROCKS MUST BE SECURED AND NOTABLE
TO BE DISLODGED BY HAND.
�'— COMPACTED
STRUCTURAL FILL
4"MINIMUM DIAMETER DRAINPIPE
SURROUNDED BY WASHED j-fNCH
DRAINAGE AGGREGATE
SYNTEEN SF 55
GEOGRID OR EQUAL
(TYP-)
COMPACTED
STRUCTURAL FILL
GENERAL NOTES
1. GEOGRID To CONSIST OF SYNTEEN SF 55 OR EQUAL
2. REFER TO rJVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATION&
3. GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALL
4. GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL.
S. GEOGRFD SHALL BE PULLED TIGHT BEHIND WALL STAKE END OF GEOGRID AS REQUIRED
TO MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL-
6. PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT Is
DAMAGED SHALL BE REPLACED WITH NEW GeOGRID AT CONTRACTORS EXPENSE.
T. ALL STRUCTURAL FILL TO BE COMPACTED TO E-5% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-6115,
STANDARD PROCTOR. LOOSE LIFT THICI(NESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTURAL FILL IN REINFORCED ZONE SHALL BE SELECT GRANULARMATERIAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAXIMUM OF 30 PERCENT PASSING THE NO. 200 SIEVE
(FINES CONTENT) BASED ON THE 3/4- GRAVEL FRACTION.
E, HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS,
FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS.
STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12
INICHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT.
COMPACTED FILL
FRUCTURAL
(SEE N011
SWALE FOR SURFACE DRAINAGE CONTROL
REINFORCING SCHEDULE
MIN,
PARKING LOT
WALL HEIGHT -H-
LAYER
NO.
REINFORCEMENT
SYNTEEN OR EQUIVALENT)
LENGTH L (FEET)
ELEV. (FEET)
12"
4 FEET
F 55
60
0.5
. ...................
2.5
......................
.............. GEOGRID REINFORCEMENT
(SEE REINFORCING
6 FEET
I
2
EF 55
SF 55
7.0
7.0
0.5
2.5
SqHFPMLF�)%%
3
SF 55
7.o
4.5
.. .. ...... ......... 1. -7-:..-. . - �. ..
........ ..
... ..... ... tv,
I
SF 55
8.0
0.5
6
"If
3' ............
8 FELT
2
3
SF 55
6.0
2.5
HEIGHT
(10' MAX.)
...... ..........
...... .............
+
4
SF 55
SF 55
6.0
6.0
4.5
6.5
........ ....
......... -
SF 55
.0
05
...........
.... .............
'CRUSHED ROCK TLTER%*.'.'.-...... . . . . . _
2
SF 55
:.a
2.'5
.%,MATERLAL� BETWEEN 2 ..... .... 2 -
..............................
10 FEET
3
SF 55
9.0
4.5
AND 4 INCH SIZE Wilil
i. .,
4
5
SF 55
SF 55
9.0
9.0
6.5
8.5
................... 0.!
.......... �+_
. .. .........
.................... .........
............ ... .
.. .. ........
1.5"
MIN
-A- IN.
GENERAL
NOTES
NATIVE FIRM UNDISTURBED SOILS -
OR COMPACTED STRU12 RAL
STRUCTURAL FILL TO , VERIFIED
BY GEOTECHNICAL ENGINEER
KEYWAY - - I '_
IIm
KEYWAY SHOULD BE SLOPED
DCTNN TOWARDS THE FACE
BEING PROTECTED I
4 IN. MIN. DIAMETER
DRAIN PIPE SURROUNDED BY
CLEAN WASHED 3/4" DRAIN
GRAVEL
NOT TO SCALE
ROCKERY NOTES:
1. ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIDELINES.
2. ROCK USED MUST MEET THE REOUREMENTS
FOR ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(1)
OF THE WSDGT STANDARDS SPECIFICATIONS (2004),
3. ALL CAP ROCKS MUST HE SECURE AND NOT ABLE
TO BE DISLODGED BY HAND.
1. REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.
2. REFER TO REINFORCING SCHEDULE FOR GEOGRID LPIGTHS AND ELEVATIONS.
3. GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALL
4. GEOGRID SHALL BE INSIALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL.
S. GEOGRID SHALL BE PUULED TIGHT BEHIND WALL STAKE END OF GEDGRID AS REQUIRED
TO MAINTAIN TENSION BEFORE COVERING WITH MMCTuRAL FILL
6. PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GECIGRID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEDGIRID AT CONTRACTORS EXPENSE.
7. ALL STRUCTURAL FILL TO BE COMPACTED TO 95Z OF SOILS MAXIMUM oRy DENSITY PER ASrM D-69g,
STANDARD PROCTOR. LOOSE LIFT THICKNESS PRIOR To COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTURAL FILL IN REINFORCED ZONE SHALL BE SELECT GRANULAR MATERIAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAXIMUM OF 3D PERCENT PASSING THE NO. 200 SIEVE
(FINES C041IENT) BASED ON THE 3/4- GRAVEL FRACTION.
S. HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS,
FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS.
STRUCTI]RAL FILL PLACED IN THIS ZONE SHALL HAW MAXIMUM LOOSE LIFT THICKNESS OF 12
INCHES AND S14ALL BE COMPACTED USING HM OPERATED COMPACTION EQUIPMENT
4. REINFORCING SCHEDULE IS APPLICABLE FOR 2:1 0M. SLOPE SURCHARGIE.
RE INF ORCED FILL/ROCICE RY DESIGN CALCULATIONS
MSEW -- Meclianically Stabilized Earth Walls Point Edwards Condominiums - Amenity 2
llr=u Wj.rLim: lbo A-9 23 15:AD:37 2007 GA1b;UK5U5AbLV11M0W4'n1gii j:dwd.Qd Awrnhy Hh1Sk1t6nrarm4 Ttvcka)'.Tnn-nL11EN
A ASHTO DESIGN MIETHOD
Point Edwards Condominiums - Amenity 2
PROJECT IDENTIFICATION
Title: Point Edwards Condominiums - Amenity 2
Proiect Number: T4893
Client: Point Edwards, LLC
Designer: JCS
Station Numbcr:
Description:
Termecd 3-ft rockeries witli geogrid reinforced 511, Amenity Bldg.
2
Company's information:
Name: Terra Associates, Inc.
Street: 12525 Willows Road, Suite 101
ICrkland, WA 98034
Telephone It: 425-821-7777
Fax ft: 425-821-4334
E-Mail: joim@tcrra-associates.com
Original file path and name: GAUSERSUSADLERk4000ftint EdwardsUnd Amenity Bldg\Re,....
Originai date and (line of creating this file: Thu Aug 23 13:25:30 2007
PROGRAM MODE!
ANALYSIS
of SUPERIMPOSED WALL
using GEOGRID as reinforcing material.
Mtn Edivanis Condominiums - Anicuity 2 Pace I or 'I
COI)Ydghl 0 1998-2004 ADAMA EnUinecring, Inc. ucen 04
MSEW — Mechanically Stabilized Eardi.Walls Point Edwards Condominiums - Amenity 2
Pro I Dalel'kv; 'Ma Aup 23 M-0:52 2001 u100040nini E&wd3eW Amrn�y DWSUicinruicra nccLv)%Tcruv4DP.V
it —
SOIL DATA
REINFORCED SOIL
Unit weipht. -v
125.0 lb/fl 3
Design value of internal anale of friction,
34.00
RETAINED SOIL
Unit weight, -Y
120.0 lb/ft
Desian value of internal angle of friction,
32.00
FOLTNDATiON SOIL (Considered is an equivalent
uniform soil)
Eciuivalent unit wei;tlit.
125.0 lb/R
Equivalent internal angle oF friction, oupi,..
35.00
Equivalent coliesion,
200.0 lb/ft
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFfICIENTS
Ka (internal stability) = 0.2827 (if batter is less dian 10', Ka is calculated fimm eq. 15. Otherwise, eq, 38 is utilized)
Incliiiation of hilernal slip plane. w= 62.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0,3073 (if batter is less than 10', Ka is calculaled &orii eq. 16. Otherwise, eq. 17 is utilized)
HEARING CAPACITV
Bearing capacity coefficients (calculated by MSEW): Nc = 27.30 N y= 14.00
SEISMICITY
Maximum ground acceleration coefficient, (x. = 0. 150
Kae (rt,> 0) = 0.4368 Kne (m= 0) = 0.3073 Al(oe=0.1295 (scecq.37inDE-MO82)
Seismic sail-geogrid fficiion coefficient, F* is 80.0% of its specified static value.
Point Edwnrd.s Condaininiuins - Amenity 2 Pigc2 or 4
Cnpyriglil 0 1998-2004 ADAMA Biginccritig, hic. Liceme iminba M-US-0534
MSEW -- Mcchnnically Stabilized Eardi Walls Point Edwards Condominiums - Amenity 2
,2t=it 13jit'Timr: nu Aul; 21 13:48:53 2DO7 G-.tUSEILSVSADLER,I(ICDi-o.Y,.t &J%*XJ3QI� Amrft4y 13WCUIcinramcd ILO.IM'Nan. r=LHEN
INPUT DATA: Geometry and Surcharge loads (of SUPERIMPOSED wall)
Design height, Hd 10.75 [fi) J Embedded depth is E = 2.50 fi, and heiAht above top of finished
botiom grade is H - 8.25 fi, where H I = 4.00 and H2 = 3.00
Batter, (1) 0.0 rdeAl
Backslope. B 0.0 [deg]
Backslope rise 0.0 [ft) Broken back equivalent angle, 1 0.00* (see Fig. 25 in DEMO 82)
Offset of upper segment rrom lower one, Offset = 5.0 ft, Blackslope2 = 14.0 deg. and Backslope rise, S2 = 2.0 fi.
UNIFORM SURCHARGE
Uniformly distiibuied dead load is 0.0 [lb/ft 1]
ANALVZED REINFORCEMENT LAYOUT:
2 r,
SCALE:
0 2 4 6[fl)
L-- 1 :3
Point Edwwds Condominiums - Anicnity 2 Puge 3 of 4
�Copytligh 0 . 1 1998-2004 ADAMA EnSincodng, Inc. Licciise numba M-US-0534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums - Amenity 2
Acmil Dale'l-var; Thu,iq 2113:40:33 2001 OUSMS-AADLERVOW-Poin]
ANALYSIS: CALCULATED FACTORS (Static conditimis)
Bearing capacity, Fs = 10.88. Meyerhof strm = 1085 )b/ft2.
rniinr1n1;nn fnf—r-- .164— P. = I ARC) ./i = n nA7) P.--h—;.. = A '71
GEOGRID
CONNECTION
Fs -overall Fs -overall Fs -overall
Geourid Pullout Direct Eccentricity
Product
0 Elevation LengthType
[pullout [connection fpcogrid
strength resistance sliding e1L
nanie
Ifil [fq I,
resisimice] break] strength]
FS Fs FS
1 2.00 8.00 1 N/A N/A N/A 6.374 9.935 1.622 -0.0117 Synteen SF..'SS
2 4.00 8.00 1 NIA N/A N/A 8.908 9.066 1.795 -0.089B Synteen SF.. G5
3 6.00 4.00 1 N/A NIA N/A 9.508 4.479 2.231 0.0692 Synteen SF..'55
ANALYSIS: CALCULATED FACTORS (Seismic conditious)
Bearinp, capacity. Fs = 7.73, Meyerbof stress = 1360 lb/112.
Foundation Interface: Direct.0 diriv. Fs = 1,549. Eccenlricity. e/L, = 0, 1399, Fs-gverlyrninn = 2.70
GEOGRID CONNECTION
Fs -overall Fs -overall Fs -overall Geogrid Pullout Direct Eccentriciry Product
# Elevation U-ngth Type fpulloul [connection WoMd streng1h resistance sliding e/L name
In] [R] n resistance) brea1c] strength] Fs Fs Fs
1 2.00 8.00 1 N/A NIA N/A 5.110 6.371 1.360
2 4.00 8.00 1 NIA N/A NIA 6.890 5.610 1.612
3 6.00 4.00 1 N/A N/A NIA 7.886 2.972 1.125
GLOBALICOMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0)
STATIC CONDITIONS: For the specified search grid, die calculated miriimum Fs is 1.814
(it corresponds to a critical circle at Xc = 0.00, Yc = 16.12 and R - 16.45 [fl] ).
SEISMIC CONDITIONS: For thQ=ecified scarch gdd. die calculated mininium Fs is 1.302
(it corresponds to a critical circle at Xc = -1.07, Yc = 17.19 and R = 17.74 [fl] ).
0.0047 SvnteenSF..'55'
-0.0778 SweenSF—s—c-
0. 1985 Synteen SF.. -5 s'
Point Edwards Condominiums - Anicnity 2 Pop 4 or 4
CopyrighL 0 1998-20G4 ADAMA Engiriccsiug, Inc. Licensenuinber M-US-0534
MSEVI — Mcclianically Stabilized Earth Walls Point Edwards Condominiums
P 1�1 Dllerirj�. Thu AUC 23 1 U:36:16 2W7 0;NU5EftSV5ADLEj[\4=ftibj rzduwLmL-iar1(DCLv)*At&*-LV& R FucTil-IMN
AASHTO DESIGN METHOD
Point Edwards Condominiums
PROJECT IDENMFICATION
Title:
Point Edwards Condominiums
Proiccl Nurnber:
T-4893
Client.
Point Edwards, LLC
Desianer:
ics
Station Number:
N/A
Description!
8-root high aeop-rid wran-face reinforced fill rockery; liorizonin) C.)
backslope, fire truck surclinrge
Company's information:
Name: Terra Associates, Inc.
Street: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telephone Ifl: 425-821-7777
Fax It: 425-621-4334
E-Mail: john@terra-mociates.com
Original rile path and name: G:\USERS\JSADLER\4000\Point Edwards\Reinf Rockery Analy,...,
Original date and titne of creating this Me: August 23, 2007
PROGRAM MODE:
ANALYSIS
of a SIMPLE STRUCTURE
using CEO= as reinforcing material.
ftilll Edwilrds Condoiiiiniunp; Pop I of 4
Copyright 0 1998-2004 ADAMA Enghteming, Inc. Licensc nuinher 61-US-0534
MSEW — Mechanically Stabilized Eard) Walls Point Edwards Condomirtiums
Nesm DifeTimr: Th- A-9 23 ID36: I b 1007 G:tUSER!i'JSADLL,'It%lUCf?Jloiif Ed�k=dmcir.r 11DCLOY AWr_iVJ1 n F-v TA. 1104
SOIL DATA
REW-ORCED SOIL
Unit weight. -v
125.0 Ib/fi
Design vaiucorinten)oliiiglcorfiiction, q)
34.00
RETAINED SOIL
Unil weighl. y
120.0 lb/R
Design value of internal angle of friction, q)
32.0 "
FOUNDATION SOIL (Considered as an equivalent
uniform soil)
Equivalent unit wcipht, -Y-,,i,.
125.0 lb/fi 3
Eciuix,alent inlernal angle of ffiction, 0,,j,
35.00
Equivalent cohesion, cq,h..
200.0 lb/ft 2
Water table does not offcci bearing capacity
LATERAL EARTIi PRESSURE CO.Er-FICIENTS
Xa (internal stability) = 0.2827 (if batter is less t1jan 10", Ku is calculated Iroin eq. 15. Odicnvise, eq. 38 is utilizcd)
Inclination orinternal slip plane. w= 62.00' (see Fig. 28 in DEMO 82).
Ka (external sinbility) = 0.3073 (if batler is less than 101, Ka is colculated from eq. 16. Othenvise, eq, 17 is utilized)
BEARING CAPACITV
Bearing capacity coefficients (calculated by MSEW): Nc = 46,12 N y= 4 8.03
SEISMICrTY
MaxbnumprotindoccelerBlioncoefficien4 (j� = 0.150
Koc ( m, > 0) = 0.4368 Kne (a-= 0) =03073 A Kne = 0. 1295 (see eq. 37 in DEMO 82)
Seismic soil-geogfid friction coefficient, F* is 80.0% of its specified sintic value,
Pokil Edwards Candonfluitilng Page 2 or 4
Copyrighl Ci 1998-2004 ADAMA Eugincering, lite. u5c nunitter M-US-0534
Lice
MSEW -- Meclianically Stabilized Earth Walls Point Edwards Condominiums
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INPUT DATA; Geome" and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, lid 9.50 [111 Embedded depdi is E = 1.50 fi, and beighi above top of finished
bottom grade is H = 8.00 fi
Batter. (j) 0.0 rdcpl
BacksloDe. 0.0 [deg]
Backslope rise 0.0 [fil Broken back equivalent angle, I = 0.00, (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/fi 21, and live food is 300.0 [lb/fi 2]
ANALYZED REINFORCEMENT LAVOUY:
SCALE:
0 2 4 6[fi]
Paint Ed%vnrds Condominiums poge 3 0; 4
Copyrighl C) 1998-200 ADAMA Engineering, Inc.
License number M-US-0534
MSEW -- MechanicaLy Stabilized Earth Walls Point Edwards Condominiums
�jlrcwm Dale'ti= Thu AuG 33 10:36:17 .10D7 G.AUSERSUSADLERWOMNUS; Edw=dWicinritoday AnDIJ-11313 0 rvrTd;.0rN
ANALVSIS.- CALCULATED FACTORS (Staft conditions)
Bearing capacirv. Fs = 15.36. Meyerhof stress = 1855 lb/fi2.
A:A.-- r- - n c-ij -n n i nli 1 7 -- ---- - A f%3
GEOGRID
CONNECTION
Fs -overall Fs -overall I's-overall
GeoMd Pullout Direct Eccenixicity
Product
rl Elevation Length Type
fpullout [connection Fgcogrid
strength resistance sliding e/L
narne
Ifil pil ""
resistance] break] strength)
rs Fs rs
1 2.00
8.00
1 N/A
NIA
N/A
2.141
5.091
2.342
0.0864
Symeen. SF.. 5 5
2 4.00
3.00
1 N/A
N/A
N/A
4.228
6.242
2.788
0.0549
Syrileen SF-
3 6.00
8.00
1 NIA
N/A
N/A
5.662
4.356
3,444
0.0296
Synicen SF.,
4 8.00
8.00
1 N/A
N/A
NIA
7.322
1.879
4.503
0.0104
Syn(een SF..1
ANALVSIS: CALCULATED FACTORS (Seismic conditions)
Bearina canacitv. Fs = 10.86, Moverhof stress = 22RR fhffl�
-oundation Twerffice: Direct qlidijip. F.q= 1.606.-Eceentricity, ell,= 0.2191. Fir-riveriuming = 2.28
GEOGRID CONNECTION
Fs-oVerall Fs -overall Fs -overall Gcop;rid Pullout Direct Eccentricity Product
F, Elevntion Lerip-111 Type [vullout fcannection Neoprid strengt1i resistance sliding e1L name
Ifil ffl] �" resistance] break) strength) Fs Fs Fs
1 2.00
8.00
1 N/A
N/A
N/A
1.827
3.474
1.537
0.1457
SynteenSF., 95;
2 4.00
8.00
1 N/A
NIA
N/A
3.283
3.878
1.914
0.0868
Synfeen SF.
3 6.00
8.00
1 N/A
NIA
NIA
4.303
2.649
2.534
0.0425
Synteen SF*
4 8.00
8.00
1 N/A
N/A
N/A
5.555
1.141
3.749
0.0127
Synteen SF'..'
GLOBAL/COMPOUND STABILITV ANALVS18 (Using Bishop method and ROB = 0.0)
STATIC CONDITIONS: For di . ed search grid- the calculated niinimum Fs is 2.097
(it corresponds to a critical circle at A = 0.00, Yc = 14.25 and R = 14.62 [ftj ),
SEISMIC CONDITIONS: For thupecified senrch smid. die calculated irtirdirturn Fs is 1.681
(it corresponds to a critical circle at Xc = -0.95, Yc = 17, 10 and R = 17.62 [ R] ).
Pnitif Fdwards Condominiums Pnge 4 or 4
Copyright 0 ADAMA Enginceffiig, hic.
Limise nuinbcr M-US-0534
IMSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums
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A A
AU SHTO DES1GN METHOD
Pom't Edwards Condominiums
PROJECT IDENTIFICATION
Title: Point Edwards Condominiums
Proiect Number: T-4893
Client: Point Edwards, LLC
Desianer. ICS
Station Number: N/A
Description:
6-root hiph p-cop-rid wran-racc reinforced fill rocl(ery; horizonial
backslope, fire truck- surclinrge
Companys information:
Name: Tcrra Associates, Inc.
Street: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telephone 425-821-7777
Fax #: 425-8214334
E-Mail: jo]Ln@terra-associates.com
OrWinal file path and name: G:\USERS\JSADLE-R\4000\Point Edwards\2nd Amenity Bldg\Re .....
Original date and lime of creating this file, August 23, 2007
PROGRAM MODE: ANALYSIS
Dffl SIMPLE STRUCTURE
using GEOGRID as reinforcing material,
Poini Edwards Conjonjinitims Pap I oF 4
Copyright 0 1990-2004 ADAMA Enghicering, hic. Licep5c nomber M-US-0534
MSEW -- Mechanically Stabilized Ent-th Wells Point Edwards Condominiums
i-,�i uwtr�nt: Thm Aug �J 10:57!3D 2007 M%USEMNSADLOIL100"gial CJKW1bL3uJ Anumily 11W;\Mnraiwd JtncLcW6 n F:cTik.Ur-H
SOIL DATA
REB\FrORCI:-D SOIL
Unit weiWit. -Y
125.0 lb/fl
Design value of internal angle of friciion,
34.00
RETAINED SOIL
Unit weiaht, -Y
120.0 lb/ft
Design value of internal angle of friction,
32.00
FOUNDATION SOIL (Considered as an equivalent uniforni soil)
Enuivnlenl unil Nveight, v—i,
125.0 lb/ft
Enuivalent internal anple of Ericlion,
35.00
Equivalent colicsion, c,,,;,,
200.0 lb/ft
Water table does not affect bearing capacity
LATERAL EARYH PRESSURE COEFFICIEN7S
Ka (internal slability) = 0.2827 (if batter is less than 10'. Kn is calculated from eq. 15. Oflienvise, eq. 38 is utilized)
Inclination of intemal slip plane. %ir= 62.00" (see FiR. 28 in DEMO 82).
Kn (external stability) = 0.3073 (if better is less than 10', Ka is calcula(ed from eq. 16. Odienvise, eq. 17 is utilized)
BEARING CAPACITV
Rearing capacity coefficients (calculated by MSEW): Ne — 46.12 N y= 48.03
SEISMICITV
Maximum around acceleral ion coclEcient, ri, = 0. 150
Kac ( rx. > 0) = 0.4368 Kne ((-4�= 01 = 0.3073 A Kae = 0. 1295 (see eq. 3 7 i it DE M 0 82)
Seismic soil-geogrid Eriction coefficient, F" is 80.0% of its specified static value,
Point Edwurwji Condoniiniuniq Pilge 2 or 4
COPY6ght 0 1998-2004 ADAMA Engincerhig, Inc.
. . . . . . . . . . . . . ....... Liccuse nuinbcr M-US-0534
MSEW -- Mezhanically Stabilized Eardi Walls Point Edwards Condominiums
I frum Wienotr. 11,u Aul: 21 M.57:50 2D07 G.1U5EjtSUSA1)Lr104000%PuUu Eduv&CM Amcdiy 1j!dg1ntinfvimd R*Acryo5 ft Fee TAMEN
.--: 11.1 1-11— — U-0 L-.t 1�-.
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, 140 7.50 [ill J Embedded dept-li is E = 1.50 fi, and height above top of finished
bottom grade is H = 6.00 fi
Batter. (1) 0.0 [dep-1
Backslope. 0.0 I'dez]
Buckslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Unifamily distributed dend land is 0.0 [lb/ft'l), and live load is 300.0 [lb/ft 2]
ANALYZED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6[fil
k -
Pohn Ecitywds Condaininiuiris Prip 3 or 4
Copyright 0 1998-2004 ADAMA EnginecdIlS, Ine. Liccu9c iwinbar M-US-0534
MSEW — Meclianically Sinbilized Earth Walls Point Edwards Condominiums
Fr=wt Datc'Time: Thu Aug 23 10:3710 NOT G-.1U5EPSJSA0LER%40W0nini C&-.0&CwJ Avica4y UW;UL&L�rccd Andr*46 0 rac Tit,UEN
ANALYSIS; CALCULATED FACTORS (Static conditions)
Bearin2 canacitv. Fs = 17.85. Meverhof stre-qs = 1491 IMP
oundolinn Injerf 1. .1129. F.R-o
yce: Direct slidinv. Fs = 2.561, Eccentricity, ejj vertgMing = 4,43
GEOGRID CONNECTION
Fs -overall Fs -overall Fs -overall Geopjid Pullout Direct Eccentricity Product
f,' Elevation Len2th Tvpe [Pullout rconnection fpcol-idd st7-ength resislance sliding c/L name
Ifil Ift] 11 resistance] brealc] strengdi] Fs Fs F-s
1 2.00 7.00 1 NIA N/A N/A 2.651 3.955 2.439 0.0717 Synieen SF.. 55
2 4.00 7.00 1 N/A N/A NIA 5.662 4.414 3.013 0.0386 Syn1ccnSF.. 1
3 6.00 7.00 1 N/A N/A N/A 7.322 1.912 3.940 0.0135 SynteenSF.. 41
ANALYSIS. CALCULATED FACTORS (Seismic conditions)
Bearinu canarity- Fs= 13.91 Me. vP.rhnf4.tTPcc= 1710 ]I,/f)2
oundolion Interface: Direct sliding, F,,; = 1.68J.-E.-ccentTicity. e/l,=—R-002. Fs -nverturninn 2.63
GEOGRID CONNECTION
rs-overall Fs -overall Fs -overall Geowid Pullout Direct Eccentricity Product
ill Elevation LenighType roullout fcorinection [geogrid strength resistance sliding C/L nanic
Ifil [ft] it resistance) break) strengfli] FS Fs Fs . I
1 2.00
7.00
1 N/A
N/A
N/A
2.273
2.713
1.674
2 4.00
7.00
1 N/A
N/A
N/A
4.384
2.734
2.217
3 6.00
7.00
1 N/A
NIA
N/A
5.656
1.182
3.280
GLOHAL/COMPOUND STABILrFY ANALYSIS (Using Bishop method and ROB = 0.0)
STATIC CONDITIONS: For die specificrisegrrh gricL die calculated miriinurn Fs is 2.255
(i(corresponds to 0 critical circle at Xc = -0,75, Yc = 12.00 and R = 12.66 [fl] ).
SEISMIC CONDITIONS: For the. s,pecified search Lqjd- die calculuted minimum Fs is 1.833
(it corresponds to a critical circle at Xe = -0.75, Yc = 12.00 and R = 12.66 [11] ).
0.1133 Synteen SF..
0.0555 Svnteen SF "
0.0 166 Synteen SF..
Pnint Edwards Condonli'lli'llins Pa8c 4 or 4
CDpyright 0 1998-2004 ADAMA Engfnecring, hic.
Limsc number M-US-0534
MSEW -- Mechnnicilly Stabilized Earth Walls Point Edwards Cond0jubtiums
I'mal Dawl'ittim Tlju Avg 23 11:06:3 .1001 MiUSERSUSADLEAMUDDAaint E&wiW-'udAm=iq' UldVIRcinraiced ltackMA4 ft I-acTILar.4
AASHTO DESIGN METHOD
Poffit Edwards Condominiums
PROJECT IDEkMFICA'nON
Title: Point E-dwards Condominiums
Proicel Number T-4893
Client: Point Edwards, LLC
Desipmer ics
Station Number: N/A
Description:
4-fooL high geogrid wrap -face reinrarced Fill rockcry; horizontal
backslope, fire truck surcharge
Company's information:
Name: Terra Associates, Inc.
Street: 12525 WiUows Rd.
Ste. 101
Kirkland, WA 98034
Telephone #: 425-921-7777
Fax M 425-8214334
E-Moil: jolin@terra-associntes.coni
Original file Dalb and name: GAUSERSUSADLERA000\Point Edwards\2nd Amenity Bldg\Re .....
Original date and time of creating this rile: August 23, 2007
PROGRAM MODE:
ANALYSIS
of a SIMPLE STRUCrURE
usbig GEOGRII) as reinforcing material.
Pnini Edivanh Condainiiiiuins Pop J or 4
Copyriglfl 0 19911-2004 ADAMA Engirmcring, Inc. Uccusc nurnbur M-US-0534
MSEW — Mechanically Stabilized Eardi Walls Point Edwards Condominiums
P,czcrd D=-rmc: 'nvi Avg 13 11:00:26 3007 n Fit IrLUEN
SOIL DATA
RErN'rORCED SOIL
Unit weiphl. -V
125.0 lb/fl
Design value orinternal angle of friction,
34.00
RETAINED SOIL
Unit weipht. -v
120.0 lb/h
Design value of internal angle of fi-iction,
32.00
FOU`NDATION SOIL (Considered as an equivalent
uniform soil)
Equivalent unit weight.
125.0 lb/ft
Equivalent internal anp-le of friction,
35.00
Equivalent coliesion, c,,ih-.
200.0 lb/ft
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.2827 (if butter is less than 10', Ka is calculated from eq. 15. Odierwise, eq. 38 is utilized)
Inclination Of internal SliD Plane. w= 62.00' (see Fip. 28 in DEMO 82).
Ka (external stability) = 0.3073 (if batter is less than 10*, Ka is calculated from eq. 16. Otliermise, eq. 17 is utilized)
BEARING CAPACUY
Bearing capacity coefficients (calculated by MSEW): Ne = 46.12 N y= 4 8.03
SEISMICffY
Maximum P-round acceleration coefficient, rx " = 0. 150
K ae (a-> 0) = 0.4368 Kae ((x� = 0) = 0,3073 & Kae = 0. 1295 (see eq. 37 in DEMO 82)
Seismic soil-geogrid Ericfion coefficirnt, Fl: is 80.0% of its speciFied static value.
Paing Edwarib; Coudotniidunis Pop 2 of 4
COPYright 0 199fl-20D4 ADAMA Enoitecring. hic. Ucciuc oumber M-US,0534
MSEW -- Mechanically Stabilized Eartli Walls Point Edwards Condominiums
lyt=11 DJIL7intr Tim Aug 23 1 IM26 2007 G-.W5rJLMAVLEK400041v1r.t Cdjudm--d A ft Be TiLDIN
INPUr DATA: Geometry iind Surcharge loads (of a SIMPLE STRIJCYURE)
Design height, Hd 5.50 [ft] Embedded depth is E = 1.50 f� and height above lop a f finished
Batter. (1) 0.0 rdeO bottom grade is H = 4.00 ft
Backslope. 8 0.0 rdeg]
Backslope rise 0.0 [fl] Broken back equivalent angle, I = 0.000 (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 1). and live load is 300.0 [lb/ft-]
ANALVED REINFORCEMENT LAYOUY-.
�4
....... ....
SCALE:
0 2 4 6 [ft]
Poini Edivnrds Condombdunis
COPY69111 q) 1998-204 ADAMA Engineering, Inc. Page 3 or 4
11censenw0cr M-US-0534
Z77- —w. _,__
MSEW -- Mechanically Stabilized Earth Wills Point Edwards Condominiums
�1 Dalz'rbam '"M Aug 2; 11 M-16 2037 A FucTILDEN
ANALVSIS: CALCULATED FACTORS (Static conditions)
Bearfita capacity. Fs = 21.69, Meyerhof siress = 1143 lb/fi2.
nji0mlion Inlerrace: Direct slidinv.-Fe, = 2.6)3. Fccentri ity-efi- = 0.0976. Fq-nverturninc! = 5
GEOGRID CONNECTION
I's-overall I's-overall Fs -overall (3eogrid Pullout Direcl Eccentricity Product
fif Elevation LengiliType rpunout rconneclion rgeoaTid strengai resistance sliding e/L name
4
rfl] Ifil It resisinnee] break-] strength] FS Fs Fs
1 2.00 6.00 N/A N/A N/A 3.480 2.748 2.533 0.0526 Synteen SF.. <�5'
2 4.00 6.00 1 N/A N/A N/A 7.322 1.944 3.377 0.0 134 Synteen SF.. -41
ANALYSIS: CALCULATED FACTORS (Seismic conditions)
Bearinp- capacitv. Fs = 18.58. Meyerhnf qt-re-q., = I 9,;R IhIA2
oundfilion Intaface, Direct Aiding.
Rq = 1.7C)!LF_cceniTjcity,
e/l,
.1543. Fs-nvertiirning = 3.24
GEOGRID
CONNECTION
I's-overall
Fs -overall Fs-ovemll
Geowid Pullout Direct Eccentricity
Product
# Elevation LenptilType
rPullout
fconnection rgeogrid
svengtli resistance sliding e/L
name
Ifil (n] il
resistance]
break-) strengfli )
Fs Fs FS
1 2.00 6.00 1 N/A
2 4.00 6.00 1 N/A
N/A N/A 2.995 1.892
N/A N/A 5.778 1,227
GLOBAL/COMPOUND STABILITY ANALVSIS (Using Bishop method and RON = 0.0)
STATIC CONDITIONS: For flic-specified se=hgrid, Ott: calculated minimum Fs is 2.632
(it corresponds to a critical circle at Xc = 0.00, Yc = 9.25 and R = 8.88 [fi] ).
SEISWC CONDITIONS: For diupecified search gdd the calculated minimum Fs is 2.118
(it corresponds to a criticni circle at Xc =-0.55, Yc = 10.45 aDd R= 11.13 [fij).
1,900 0.0755 Svnteen SF..
2.812 0.0226 Synteen SF..
Point Edwords Condominiums
Copyrip,ht 0 1998-2004 ADAMA Enginmring, Inc. Pope 4 of 4
License 1111inher M-US-053-1
TERRA ASSOCIATES, Inc.
Consullants in Geolechnical Engineering, Ceology
and
Environn-*ntal Earth Sciences
Daily Field Menio
Project No. 4893-1
Menio No.
Date 9-,21-07
Project: Point Edivards Subject: Amenities Building 11 (Rockerys)
Location: —Edmonds, WA Contractor: Longitude 122
Weather: Overcast
Present At Site: Jason, Kyle, Crew
A Terra Associates representative arrived on -site, as requested by the contractor, for earthwork testing 3nd
obseivation. Upon arrival contractor is constructing 5' fill rockery west of the amenities building IL Terra
Associates regresentative observed that mitractor is constructing fill rockerys as per plans. Ten -a Associates
reeresentative observed that contractor is placing wall fill in P lifis and compacting to a dense state with a boe pac
and a vibrating roller, Fill appears dense and unyielding to machinmy traffic. All density tests lakell, as indicated
below meet compaction requirements. A Term Associates mpresentative will retim) as needed to confinue
earthwork Icsting and obserN,ation.
***Depths are froin top of Finished rockery'
Field Density Test Data
Test
No.
rest Location
Depth
(ft.)
Soil
Type
Moisture
Content
(%)
Dry
Density
(Pcn
Relative
Compaction
(%)
Remarks
16
15'"N. of S. End of Fill rockery
-3
D
F14.6--
116.3
97
(Fill)
17
15' S. of N. End of Fill rockery
-3
D
14.7
116.1
97
(Fill)
Note: The above lest results represent soil compaclion at the specific locations and depths noted, and may not be represenlative of
compaction at other- locations or- depths.
By: -Dugan McCloskey Copies to:
TERRA ASSOCIATES, Inc. Daily Field Memo
Consultants in Geotechnical Engineering, Geology Project No. 4893-1
and Memo No.
Environrivntal Earth Sciences Date 9r24-07 -
Project: —Point Edwards Subject: Amenities Building if (Rock-erys)
Location: —Edmonds, WA Contractor: Longitude 122
Weather: Clear
Present At Site: —Jason, Kyle, Crevv
A Terra Associates representative arrived on -site, as requested bv the contractor, for earthwork testine and
observation. Upon arrival contractor is constructing 7' fill rockeiy west of the amenities building 11 and ncrth of 5'
rockery. Terra Associates rep. observed that contractor is constructing fill rockerys as per plans. Terra Associates
representative observed that contractor is placing wall fill in P lifts and compacting to a dense state with a hoe pac
and a vibrating roller. Terra Associates representative observed that fill consists of on -site silty sand. Fill appears
dense and iinyielding to machinery traffic. All density tests taken, as indicated below nicet compaction
requirements. A Terra Associates representative will return as needed to continue earthwork testing and
observation.
'** TOW = top of wall** -
"Depths are from top of finished rockery***
Field Density Test Data
Test
No.
18
Test Location
15'N. of S. End of 5' Fill rockery
Depth
(ft.)
Soil
Type
Moisture
Content
Dry
Density
(PCF)
Relative
Compaction
M
11cmarks
TOW
14.7
116.4
97
(Fill)
19
15' S. of N. End of 5' Fill rockery
TOW
D
14.3
117.1
98
(Fill)
20
Southern End of TFill rockery
-5
D
14.5
118.5
99
(Fill)
21
Middle of of TFill rockery
-5
D
15.7
117.2
98
(Fill)
Note: The above test results represent soil compaction at the specific locations and depths noted, and may not be representative of
compaction at other locations or depths.
By: Dugan McCloskey Copies to;
Daily Field Mcnio
TERRA ASSOCIATES, Inc.
Project No. 4893-1
Consuhanis in Geoiechnical Engineering, Geology
and Memo No.
Environmental Earth Sciences Date 9-26-07
Prqject: Point Edwards— Subject: Amenities Building 11 (Rockerys)
Location: _Edrnonds, WA Contractor: Longitude 122
Weather: -Clear Present At Site: . Jason, Kyle, Crew
A Terra Associates representative arrived on -site, as requested by the contractor, for earthwork testin2 and
observation. Upon arrival contractor is no placing any structural fill Today. While on -site Terra Associates
representative obtained density tests on Rockerys west of Amenities Building 11. All Density tests taken, as
indicated below, rneet compaction requirements. A Terra Associates representative will renirn as needed to
continue earthwork testing and observation.
*** TOW = top of wall***
*"Depths are fi-om top of finished rockery***
Field Density Test Data
Test
No.
Test Location
15' N. of S. End of 2' Fi I I rockery
Depili
(ft.)
Soil
Type
Moisture
Content
Dry
Density
(PCF)
Relative
Compaction
Remarks
TOW
D
14.2
116.4
97
23
15'S. of N. End of 2'Fill rockery
TOW
D
15.3
117.1
98
(Fill)
24
Soulhern End of 7' Fill rockery
TOW
D
14.7
116.2
97
(Fill)
25
Middle of of 7' Fill rockery
TOW
D
15.0
115.2
96
(Fill)
26
N. End of 7' fill Rockery
TOW
D
15.3
115.6
96
(Fill)
Note: The above test results mpresent soil compaction at the speciFic locations and deptlis noted, and may not be representative of
compaction at other locations or depths.
By: Ducran McCloskey Copies to:
TERRA ASSOCIATES, Inc.
Consultants in Geolechnical Engineering, Geology
and
Environinenia) Earth Sciences
.00
gp 08''
Project No. T-4893
January 14, 2006
C
Mir. Ross Woods
Point Edwards, LLC
2801 Alaska Way, Suite 107
Seattle. Washington 98121
Subject: Additional Response to City Review Comments
Amenity Building Nc. 2 Reinforced Rockeries
Point F-Awards Condominiums
Edmonds, Wash�ington
Reference: Letter, Response to Cily Review Comments, Amenity Building No. 2 Reinforced Rockeries,
Project No. T-4893, prepared by Terra Associates, Inc., dated December 11, 2007
Dear Mr. Woods:
Through a series of email communications from Mr. Jerry Barbera from the Codes Knowledge Company, a
consultant for the City of Edmonds, and from Ann Bullis from the City of Edmonds, it is our underslanding there
are still questions regardirig the design of die reinforced fill rockeries constructed for the subject project.
Specifically, these questions focus on tile live surcharge loading that was used in the design for the fire truck lane
on the north side of the Amenity Building. In our design, we had used a live loading equivalent to 300 pounds per
square foot (psf) to represent the SUrcharge loading imposed by the fire fighting vehicle. lt has since been brought
to our attention that the fire ' fighting vehicle that would be deployed to this area would be the ladder truck that has
a gross vehicle weight of 75,000 pounds. We were provided with a hand drawn sketch showing the dimensions of
the fire fighting vehicle-ty the City of Edmonds. With this gross vehicle weight carried over the axle and wheel
configurations, the 300 psf used in our design would adequately represent surcharge loading imposed by the
vehicle. However, the vehicle also can and will deploy four outriggers that are used to pick up the truck and
provide for stability. With the outriggers deployed, and given their proximity to the back of the wall, the loading
imposed overstresses the upper geocrid reinforcement. Given tile dimensions of tile fire fighting vehicle, and how
it would access this area, this overstressing only impacts the rockery currently constructed that parallels tile north
side of tile fire lane access.
STREET FILE
12525 Willows Road, Suite 101, Kirkland, Wishington 98034
Phone (425) 821-7777 - Fax (425) 821-4334 e terra@terra-associates.corn
Mr. Ross Woods
January 14, 2008
To mitigate this condifion, it will be necessary to dismantle a portion of this rockery and modify the upper geogrid
reinforcement to accommodate sLresses imposed under the outrigger loading. We have attached a plan view
showing that portion of [lie rockery, which will require reconstruction, and enhancement of the tipper reinforcing
g 'ds. 0
ri A design section showing the grid modifications is also included along %vith design calculations for
building official review.
Mr. Barbera also askcd us to comment again on the application of seismic forces in the design. He for -warded
information via email communication from the National Earthquake Hazards Reduction Program (NEHRP) 2003
commentary that recommends (hat [lie horizontal ground acceleration Kj, used in the analysis be set equivalent to
C,
the calculated damped short period acceleration (S,!,) divided by 2.5 and that the resultant dynamic dirust imposed
by this acceleration act at a height of .611 above the base of the wall.
As indicated in die referenced letter, seismic loading in the MSEIAI computer program is calculated in accordance
with procedures as outlined in Chapter 4 of the Federal Highway Adrr�nistration (FHWA) Design and
construction guidelines. In this procedure, for external stability calculations, the resultant in dynamic load is
applied at a height of .611 above the base of the wall. In our analysis, this resultant of dynamic load was
calculated using a horizontal ground acceleration of.15g. The damped short-term acceleration (S,],) for the site is
.8g. Dividitigtliisvklueby2.5i-esultsinahorizoiitalgrouiidacceleratioiiof.32g. Tile .15o value used ill our
analysis is based oil allowing for sonic displacement of the wall. Displacement between two and three inches was
used with the resulting KI, value determined using equation 37b found on Page 101 of the FHWA design manual.
A reduction of the KI, value allowing for sorne wall displacement is a standard of practice in the Puget Sound area
in design of Mechanically Stabilized Earth (MSE) walls.
We trus '�U&Aatit;ep)��etitcd is sufficient to ineet your current needs. Should you have any questions or
';'IfIjn5%-h-Lh '.lease call.
requi 1 121
_ _a
SineqJW--IY-OuIVb*
/- / /- d'e
Pring Id - — r-f-ul W - --I
iE)G2rlRE3
Encl: Plan View
Fioure I — Revised Fire Lane
Design Calculations
Project No- T-4893
Pa-e No. ii
=4
SEA
OF
74 PIPM
RIAA,
WI&L"
04Q&
rh
N6
ffAPACTEO STRUCTURAL FILL
SWALE FOR SURFAC--- DRAINAGE CONTROL SEE NOTE 7)
6" MIN,
]�E
12
EOGRID REINFORCEMENT
(SEE REINFORCING SCHEDULE)
-7-
-EIGH7 "H" 3' MIN,
(8 VAX.'
RT3-CK FILTER.
MATERIAL. 8FTWEEN 2 2
AND 4 INCH SIZE WTH
LESS THAN 2% �INES
5. (TYP.)
2'
/3
3 ;N. MIN.
M Nj
GRAVEL BEDD114G
DWAY N. 4 IN, MIN. DIAMETER
DRAIN PIPE SURROUNDED BY
NATIVE FIRM UNDISTURIDED SOIL '5 CLEAN WASHED 3/4- DRAIN
OR COMPAcrEL) STRUCTURAL KEYWAY SHOULD BE SLOPEDI GRAVEL
STRUCTURAL FILL 70 BE VERIFIED DOWN TCWARDS THE FACE
BY GEOTECHNICAL F.,NGINEER BEING PROTECTED
NOT TO SCALE
ROCKMY NOTES:
1. ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
PUCKERY CONTRACTORS (ARC) GUIDELINES.
2. ROCK USED MUST MEET THIF REQUIREMENTS
FO� ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(i)
OF THE WSOOT STANDARDS SPECIFICATIONS (2004).
3. ALL CAP ROCKS MUST BE SECURE AND NOT ABI F
TO BE DISLODGED By HAND. ,
REINFORCING SCHEDULE
. .
WALL HEIGHT "H'
. ...... . ... .
LAYER NO.
. ... . .....
REINFORCEMENT
(SYNTEEN OR EOUIVALENT)
.... . ..... .........
LENGTH L (FEET)
ELEV, (FEET)
I
SF 55
8�0
0.5
44 FEET
2
SF 90
10.0
2.0
.. .... .
I
. .... -- ...............
5F 55
7,0
0�5
6 FEEr
2
SF 55
7.0
2.5
3
SF 80
ID'O
4,0
. .
I
. . ............. ........ -.- .
SF 55
.....
8.0
0.5
2
SF 55
8.0
2.5
8 FEET
3
SF 55
8.0
4.5
4
SF so
12.0
6.0
GENERAL NOTES
1. REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS,
2. REFER TO RONFORCING, SCHEDULE rOR GEOGRID LENGTH' . AND ELEVATIONS.
3. GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALL.
4. GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACED STRUCTURAL FILL.
5. GEOGRID SHALL BE PULLED TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED
To MAINTAIN TENSION BEFORE COVERING WrTH STRUCTURAL FILL,
6. PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEOGRID AT CONTRACTORS EXPENSE.
7. ALL STRUCTURAL FILL TO BE COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTIM 0-698.
STANDARD PROCTOR. LOOSE LIFT THICKNESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES,
STRUCTURAL FILL IN REINFORCED ZONE SHALL BE SELECT GRANULAR MATERIAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAXIMUM OF 30 PERCENT PASSING THE NO, 200 SIEVE
(FINE$ CONTENT) MEO ON THE 3/4- GRAVEL FRACTION.
8, HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS,
FRONT-END LOADERS . ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS.
STRUCTURAL FILL PLACED IN THIS ZONE SHAU HAVE MAXIMUM LOOSE UF7 THICKNESS OF 12
INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT.
4. REINFORCING SCHEDULE IS APPLICABLE FOR 2:1 (H:V) SLOPE SURCHARGE.
MSEW -- Mechanically Stabilized Earth Walls Point Edwards Condominiums
Prnml Drdhnx: S,t 3*a Q 13:56.14 !ON G.'k_-ER1400R.4A93 P�tm Ed%,b,,bwA=—ky DWS W. 2,,R��royred Rockrrm R r— TO mised-DE
AASHTO DESIGN METHOD
Point Edwards Condominiums
PROJECT IDENTIFICATION
Title: Point Edwards Condominiums
Protect Number: T-4893
Client: Point Edwards, LLC
Desiener: Ted Scbepper
Station Number: N/A
Description:
Revised 4-foot bigh aeogrid wran-face reinforced fill
rockery; horizontal backslope, fire truck surcharge
Companys information:
Name: Terra Associates, Inc.
Street: 12525 Willows Rd.
Ste, 101
Kirkland, WA 98034
Telenhone ft: 425-821-7777
Fax 4: 425-821-4334
E-Mail: jolin(S)terra-associates.com
Original file path mid name: CiAUSFRS�JSADLER\4000\4893 Point Fdwards�,Arnenity Bldg N .....
Original date and time of creating this role: January 11, 2008
PROGRAM MODE:
A3NALY S I S
of a SIMPLE STRUCTURE
using GEOGRID as reinforcing material.
Poini Edwards Condomiuiums P11gC I of 4
Copyiight i> 199H-200 ADAMA Enginerring. Itic. License nuinber M-US-0534
MSEW -- Mechanically Stabilized Earth Walls Point Edwards Condominiums
rrCx= Dasel"— S.1 3- 12 1336:14 2006 6A--EK1400U.189) Paim Wwwdsukf=�")' EUg No. 2VACinfomcd Rmte" A Fac I rk f—i�DEN
t� ts—
SOIL DATA
RE-INFORCED SOIL
Unit weight. -v
125.0 lb/ft
Design value of internal angle of friction.,
36.0
RETAINED SOIL
Unit weight, -v
120.0 lb/ft
Design value of internal angle of friction,
34.00
FOUNDATION SOIL (Considered as an equivalent
uniform soil)
Equivalent unit weight.
125.0 lb/ft 3
Equivalent internal angle of friction,
36,00
Equivalent cohesion,
200.0 lb/ft '
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (intemal stability) = 0.2596 (if batter is less than 10'. Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slit) plane. w = 63.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.2827 (if batter is less than 10', Ka is calculated froin eq. 16. Otherwise, eq. 17 is utilized)
BEARING CAPACITV
Bearing capacity coefficients (calculated by MSEW): Ne = 50.59 N y= 56.31
SEISMICITV
Maximwn around acceleration coefficient, CE � = 0.150
Kae ( ct� > 0) = 0.3 596 Kne (a,,= 0) =0.2376 A Kae = 0. 1220 (see eq. 37 in DEMO 82)
Seismic soil-geogrid friction coefficient, F* is, 80.0% of its specified static value.
Point Edwards Condominiums Page 2 of 4
Copyright 0 1998-2004 AlDi"IA Engineering, Inc. License nurnbLT M-US-0534
MSEW — Meclianicallv Stabilized Earth Walls Point Edwards Condominiums
ftr3=1 wlcrr�; sa ka 1-7 IEW14 20M G ER'40)04343 MW B:dg No. 2�-Rcbfurrrd Roday'4 0 Fi� Trk miwd[JEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 5.50 [ft) Embedded depth is E = 1.50 fi, and heigbt above top of finished
bottom grade is H = 4.00 ft
Baner. 7.1 [degl
Backslope. B 0.0 [deg]
Backslope rise 0.0 [n) Broken back equivalent angle, I -- 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformlv distributed dead load is 0.0 [lb,rt,]
OTHER EXTERNAL LOAD(S)
I I ) Isolated Load. Pv-d'= 25000.0 and Pv-l'= 0.0 fib]. Lenp-th or footing. L 1.0 Ifil.
and width, b = 1.5 [ft]- Distance of center of footing from wall face, d 1 .0 Lft) Ca depth ol'0.0 (fl] below soil surface.
ANALYZED REINFORCEMENT LAYOUT:
-,q
SCALE:
0 2 4 6 [ ft]
Point Edwards Condoin'niums Page 3 of 4
CopyTightv.� 199S-2004 ADAMA En&cttring, Inc. Liccmenunihcr M-US-0534
MSEW -- Mechanically Stabilized Earth Walls Point Edhvards Condominiums
Nam- MmIllurx- S. Iv. 12 1 K56:M, 200 G.' MA000.4293 PosM Edww6uUmn�yDidi No. --ARcjafprrrdjtcck�.)1.4 R F"Tlklmiwa DEN
ANALYSIS: CALCULATED FACTORS (Static conditions)
Bearing capacitv. Fs = 2.97. Meverhof stress = 7790 lb/111.
FoundgtioLi Interface: Directs I i cling. Fs = 40,904, Eccentricity. e/L 0,1910,F-�nyertuming=57.94
GEOGRID CONNECTION
11's-overall Fs -overall I's-overal) Geogrid Pullout Direct Ecceutficity Product
# Elevation LengthType [pullout rconnection [geowid strength resistance sliding e/L name
rfti ft I resistancel breakl strengthl Fs Fs Fs
1 2.00 6.00 1 N/A N/A N/A 2.169 5.326 82.784 0,2363 Synteen SF..
2 3.50 10.00 2 N/A N/A N/A 2.047 1.673 252.970 0.3409 Syuleen ' SF80
ANALYSIS: CALCULATED FACTORS (Seisniic conditions) Bearing capacity. Fs � 2.87, Meverhof stress = 7970 lh/ft.
Foundation Interface: Direct sliding, Fs = 22,177. Eccentricity, e/L = 0.1979. F,--oyerturning = 25.34
GFOGRID CONNECTION
Fs -overall I's-overall Fs -overall Geogrid Pullout Direct Eccentricity Product
LenpthType [pullou( lconnecLion rpeojzrid strength resistance sliding CfL name
H resistance] break] strength) Fs Fs Fs
1 2.00 6.00 1 N/A N/A N/A 2.102 4.061 44,883 0.2382 Synteen SF-.
2 3.50 10.00 2 N/A N/A N/A �1.991 1.302 137.151 0.3411 Synicen SF80
Point Edwards Condominiums Page 4 of 4
Copyright 0 1998-2DUN ADAMA Enpi - neering, Inc. License nuniber M-US-0534
. ...... . ...
MSEW -- Mechanically Stabilized Earth Walls
AASHTO DESIGN METHOD
Point Edwards Condominiums
PROJECT IDENnFICATION
Title: Point Edwards Condominiums
Proiect Number: T-4893
Client: Point Edwards, LLC
Designer: Ted Schepper
Station Number: N/A
Description:
Revised 6-foot high geogrid -%vrap-face reinforced fill
rockery; horizontal bockslope, fire truck- surcharge
Companys information:
Narne: Terra Associates. Inc.
Street: 12525 Willows Rd.
Ste. 10 1
Kirkland, WA 98034
Telephone 4: 425-821-7777
Fax #: 425-821-4334
E-Mail: johnCyteff a-associates.com
Point Edwards Condominiums
�o. ZRcinr�-d Rd.)16 ft F— TA --bd 13rN
Original file path and name: GAUSERS�JSADLER\4000\4893 Point Edwards�Amcnity Bldg N-...
Original date and time of creating this file: January 11, 2008
PROGRAM MODE: -
ANALYSIS
of a SIMPLE STRUCTURE
using GEOGRJD as reinforcing material.
Point Edwards Condominimns page I of 4
Copyrighti) 1998-2004 ADAMA Engincenng. ble Licensenumbff M-LIS-0534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums
pmen 031LIVimr. Sal J= 12 13:53:01 MN raim Et.-2,dsAmmity M4 No: MenknEcd [1mktW6 Ik Fic"I'A r-iw&DEN
SOIL DATA
REINFORCED SOIL
Unit weiuht. -, 125.0 lb/ft
Design value of internal angle of friction, 36.00
RETAINED SOIL
Unit weight. -,, 120.0 lb/ft
Design value of internal angle of friction, 34.00
FOUNDATION' SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight. v _j, 125.0 lb/ft 3
Equivalent internal angle of friction, 36.00
Equiva)ent cohesion, c,,j,. 200�O lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0,2596 (if batter is less than 10'. Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
inclination of internal slip plane. w = 63.00* (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.2827 (if batter is less than 10', Ka is calculated from eq. 16. Otherwise, eq. 17 is utflized)
BEARING CAPACITV
Bearing capacity coefficients (calculated by MSEW): Ne = 50.59 N y--- 56.31
SEISMICIYV
Maximum ground acceleration coefficient, a . = 0. 150
Kne ( ct, > 0) = 0.3596 Kae (a� � 0) = 0.2376 A Kne — 0.1220 (see eq. 37 in DEMO 82)
Seismic soil-geogrid fridion coefficient, F* is 90.0% of its specified static value.
Poini Edwards Conduninviums Pagc 2 or 4
CopyFighl,C, 1998-2004 ADAMA Etiginecrin., hic. Licensenumber M-US-0534
MSEW -- Mechanically Stabilized Earth Walls Point Edwards Condominiums
P—w Wjv'rint; S.1 )- 12 13:55:02 2003 G:'—AFL11000.4993 F.i., Ed—L61AWAWUy Bldg ND. -�JkirJmrd Rcclaylb 11 ReTsk i-imd.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 7.50 [ft) Embedded deoth is E = 1.50 ind height above top of finished
bot-torry grade is H = 6.00 ft
Batter. a) 7.1 Cdcpl
Backslope, B 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 jib/fl
OTHER EXTERNAL LOAD(S)
[11] Isolated Load. Pv-d'= 25000.0 and Pv-l'= 0.0 fib]. LenptJioffoo1ine.L=l.0[ft1.
and width, b = 1.5 [ft]. Distance of center of footing frorn wall face, d = 1,0 [flj @ depth of 0.0 [ft] below soil surface.
ANALYZED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 Ift]
Poiiit Edwirds Condominiums Page 3 of 4
Copy -right 0 1999-2004 ADAMA Engincerii1g, [Ile. Licensenumber M-US-0534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums
N�l t3w&rtuw, Sr k. 12 1135;02 2WI GA —.FRV.0V1148M Poml Etw=h�A-4y Pkit No- -Mciafoicod RocktW6 il Fac Tyk rr%-6cdA3F4
ANALYSIS: CALCULATED FACTORS (Static condilions)
Bearim-, cavaciry. Fs -- 3.65, McYcThof stress = 7031 lb/W.
oundation Interface: Direct slidiny. Fs = 23,698, Eccentricity, cil. = 0, 1838. 17--overtuminp, = 29.89
GEOGRID I CONNECTION
4s-overall Fs-ovemll Fs -overall Geogrid Pullout Direct Eccentricity Product
.1 Elevation Length Type [I)ullout [connection [Reogrid stTengili resistance sliding e/L name
IN (fil it resistance] break) strengthl Fs I's Fs
1 2.00 7.00 1 N/A NIA N/A 2.317 7.306 36.017 0.2197 Synteen SF..
2 4.00 7.00 1 N/A N/A N/A 3.547 7.445 34.100 O�2630 Synteen SF..
3 5.50 10.00 2 N/A N/A NIA 2.418 1.338 252.970 0.3409 Synteen SF80
ANALVSIS: CALCULATED FACTORS (Seismic conditions)
Bearing capacity, Fs = 3.40. Meyerhof stress - 7359 lb/fiz.
Foundafion Interface: Direct sliding, Fs = 12,949, Eccentricily. eJil. -- 0. 1979. F.R-overfuming 13.07
GEOGRID CONNECTION
Fs -overall Fs -overall Fs-overali Geoprid Pullout Direct Eccentricity Product
fl Elevation LenpiliType foullout [connection rReoprid strength resistance sliding c/L name
resistance] break] strength] Fs Fs Fs
1 2.00 7.00 1 N/A N/A NIA 2.199 5.400 19,527 0.2255 Synteen SF..
2 4,00 7.00 1 N/A NIA NIA 3.310 -5.364 45.596 0.2646 Synkeen SF..
3 5.50 10.00 2 NiA N/A N/A 2.325 1.029 137.151 0.3411 Synteen SF80
Point Edwards Condon6niums Pag
,c 4 of 4
Copyright �D 1998-7004 ADAMA EngincLring. Inc- License number M-US-0534
MSEW -- Mechanically Stabilized Earth Walls Point Edwards Condominiums
P�m, Damll'—: Se h- �2 2008 G:%6...XR1J0WA993 Voto Ed-=ttv,'Um-.i:y BUC No. �%Rrinfvrccd Rcckylb 2 r—T,k -id nEN
AASHTO DESIGN METHOD
Point Edwards Condominiums
PROJECT IDEK"FICATION
Title: Point Edwards Condominiums
Proiect Number: T4893
Client: Po4it Edwards, LLC
Designer: Ted Scbepper
Station Number: N!A
Description:
Revised 8-foot high geogrid wrap -face reinforced fill
rockery; horizontal backslope, fire truck surcharge
Company's information:
Name: Term Associates, Inc.
Street: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telephone 425-821-7777
Fax 4: 425-82IA334
E-Mail: jolin@terra-associates.com
Original file path and name: GAUSERSVSADLER\4000�4893 Point Edwards'.daneDity Bldg N .....
Original date and time of creating this file: January 11, 2008
PROGRAM MODE: ANALYSIS
of a SIMPLE STRUCTURE
using GEOGRID as reinforcing material.
Point Edwards Cundominitims Poke I uf 4
Copyright t�' 1998-2004 ADANIA Engineering, Inc, License number NI-US-0534
MSEW -- Mechanically Stabilized Earth Walls Point Edwards Condominiums
P�.f WWII-- So I- I? 33:3� 22 70CS G-� .-EAQW04893 I'via Ed.wd%'A�muy Mg No� Nte,T.Fmed Rock,.)16 ft rr� Tit iWit&DEN
SOIL DATA
REINFORCED SOIL
Unit weight, -v
125.0 lb/ft
Design value of internal angle of friction,
36.00
RFTAINED SOIL
Unit weight. -y
120.0 lb/ft
Design value of internal angle of friction, ifi
34.00
FOUNDATION SOIL (Considered as an equivalent
uniform soil)
Equivalent unit wcij!ht.,y _j,
125.0 lb/ft 3
Equivalent internal angle of friction,
36.0 "
Equivalent cohesion, c,.i,-
200.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stabilit-0 = 0.2596 (if batter is less than 10*. Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w = 63.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.2827 (if batter is less titan 10', Ka is calculated from eq. 16. Othenvise, eq. )7 is utilized)
BEARING CAPACRY
Bearing capacity coefficients (calculated by MSEW.): Nc = 50.59 N y= 56.31
SEISMICITY
Maximum ground acceleration coefficient, ct � = 0.150
Kne (a�> 0) = 0.3596 Kae (a.= 0) = 0.2376 AKae=0.1220 (seeeq.37inDEN,1082)
Seisinic soil-geogrid friction coefficient, F* is 80.0% of its specified static value.
Poiiit Edwards Condoininitims Page 2 of 4
Copyright ;j 1998-2004 ADAMA Engineering. Inc. Limsenurnber M-US-0534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums
I'mcm Da.Tow Suf J- 12 13,i2�221 MM G:�—Eft"OWA93 Poioi CdwwJzV%=rwy BTdl; No. Z%Rvuktcvd Etockay6 RE— TFk imiscd DEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Bd 9.50 [Ft] Embedded depth is E � 1.50 fl, and height above top of finished
bottom grade tis H = 8.00 ft
Batter. w 7.1 rdep-1
Backslope, 6 0.0 f degl
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/fl']
OTHER EXTERNAL LOAD(S)
11 ] Isolated Load. Pv-d'= 25000.0 and Pv-l'= 0.0 [lbl. Lenpth of foolinp. L 1.0 MI.
and width, b = 1.5 [ft]. Distance of center of footing from wall face, d 1.0 [ft] @ depth of 0.0 [ft] below soil surface.
ANALVED REINFORCEMENT LAVOUT:
1, 4-
SCALE:
0 2 4 6[fi)
Point Edwanis Condominiums ['age 3 of 4
Cnpyrighl,D 1999-2DO4 ADAMA Enginceting. Inc. License numbry N14-US-0534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condoininiums
D.Wfi— SA )= 1? B'52'21 2IW35 G E-R"M�W3 Pia Ed—&Aammky MZ ?4�- 204��r..H Rml-,A6 fl t-isc Trk —i�d.BL-N
ANALYSIS: CALCULATED FACTORS (Static conditions)
Bearing capacity. Fs = 4.35. Meverhof stress — 6522 Wf12.
Foundation Interface: Direct slidinu. Fs = 16,039. Eccentricitv. e/L = 0-1761- Fs-overtuming. = IM
GEOGRID CONNECTION
Fs -overall Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity
Elevation Length Type rpuflout [connecfion Igeowid strength resistance sliding e/1'
ift] [ftj 4 resisonce) break] strengthj FS Fs Fs
1 2.00
8.00 1
N/A
N!A
N�A
2.256
9.464
20.996
0.2040
Sween SF..
2 4.00
8.00 1
NIA
N/A
N/A
3.629
10.930
36.854
0.2390
Svnteen SF..
3 6.00
8.00 1
NIA
N/A
NIA
3.741
6.940
85.416
0.2814
Svnteen SF..
4 7.50
12.00 2
N/A
NIA
N/A
2.779
1.207
257.574
0.3534
Synteen SF80
ANALYSIS: CALCULATED FACTORS (Seismic conditions)
Bearing capacity. Fs = 3,85. Meyerhof stress = 7022 lb/W.
Foundation Interface: Direct slidine. Fe = 9.696. Eccentricitv, efl- = 03 992. Fs-overturnina = 8.34
GEOGRID CONNECTION
Fs -overall Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product
f/ Elevation LengthTvpe rpullout [connection [Peogrid strength resistance sliding e/L natne
[ft] Ift] f/ resistance] break] strength] Fs Fs Fs
1 2.00
8.00 1
N/A
NIA
N/A
2.115
6.867
11.383
0.2160
Svnteen SF..
2 4-00
8.00 1
NIA
N/A
N/A
3.312
7.621
19.981
0.2440
Smeen SF..
3 6.00
8.00 1
N/A
N/A
N/A
3.442
4.826
46.309
0.2827
SNrnteen SF..
4 7.50
12.00 2
N/A
NIA
M&
2.625
0.912
139.648
0.3536
Synteen SF80
Point Edwards Condominiums Pagc 4 of 4
Copyriyhl 0 199S-2004 ADAMA Engineering, Inc. Licensenumbew M-LIS-0534
TERRA ASSOCIATES, inc.
Consultants in Geolechnical Engineering, Geology
and
Environrnental Earth Sciences
July 26, 2006
Project No. T4893
Mr. Ross Woods
Point Edwards, LLC
2801 Alaskan Way, Suite 107
Seattle, Washington 98121
Subject: Amenity Buildbig No. 2
Point Edwards Condominiums
Edmonds, Washington
References: 1. Preliminary Geotechnical Report, Unocal Site, Project No. T-4893,
prepared by Terra Associates, Inc., dated November 21, 2001
2. Geotechnical Consultation, Temporary Shoring — Buildings 6 and 7, Point Edwards
Condominiums, Project No. T4893, prepared by Terra Associates, Inc., dated June 7, 2006
Dear Mr. Woods:
As requested by Ms. Valerie Sargent of Weber + Thompson, we have reviewed the proposed location for the
second Amenity Building located near the southern margin of the site, inunediately east of Building 7. The
purpose of our review was to verify that the geotechnical recornmendations presented in our referenced reports
are applicable for the proposed Amenity Building construction and to provide additional recorrunenda(ions, as
necessary.
PROJE CT DESCRIPTION
Review of civil drawings by Triad Associates, dated June 1, 2006, indicates the Amenity Building will be two
stories with a daylight basement constructed at Elev. 130. This elevation is approximately 6 to 14 feet below
existing surface grades shown on the plan. We expect that the building will be wood -framed, with the lower
floor level cons"cted at grade. R E Co E I V E
AUG 2 bi 2007
12525 Willows Koad, �)uite 101, Kirkland, Washington 98034
STREET FILL Phone (425) 821-7777 a Fax (425) 821-4334
Mr. Ross Woods
July 26, 2006
SU13SURFACE CONDITIONS
Sails
Our previous site explorations indicate that soils in the area of the proposed Amenity Building generally consist
of about three to eight feet of fill overlying native, medium dense to dense.silty sand to sand with silt, and dense
to very dense sandy silt. We anticipate that these native soils will be exposed throughout much of the building
excavation.
Groundwater
We observed light to moderate groundwater seepage in Test Pits T?-103 and TP-104 at depths approximately 10
to 12 feet below [lie ground surface. The seepage appeared to be perclied and emerged ftom sandy zones within
the native silty sand. We expect the southern and eastern sides of the building excavation will encounter the
perched groundwater.
DISCUSSION
Based on our review, it is our opinion that the geotechnical recommendations presented in our referenced reports
are applicable to the proposed Amenity Building. The following discussion addresses additional geotechnical
issues not specifically covered in the previous reports.
Foundations
As discussed, the soils observed at the proposed foundation elevations generally consist of several feet of fill
overlaying medium dense to dense native soil. The existing fill soils are not suitable for support of bWlding
foundations as they are typically loose and contain varying amounts of organic material and debris. Foundations
supported by the underlying medium dense to dense native soils or by structural fill that is placed over competent
native soils can be dimensioned for a net allowable bearing capacity of 3,000 pounds per square foot (psf). All
structural fill should be placed and compacted as recommended in our referenced geotechnical report.
Slab -on -Grade Floors
The recommendations for slab -on -grade floor construction presented in our referenced report should be amended
as follows:
b-nmediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of
clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will
reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting
of the floor slab.
Project No. T-4893
Page No. 2
Mr. Ross Woods
July 26, 2006
The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor
transmission, Where moisture by vapor transmission is undesirable, such as covered floor areas, a common
practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a
layer of clean sand or fine gravel to protect it from damage during constmchon, and aid in uniform curing of the
concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to
pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water
supply for moisture seeping through the slab with potential for adverse impacts to floor coverings. Therefore, in
our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction
occurs during the wet winter months and the layer cannot be effectively drained.
Other methods are available for preventing or reducing water vapor transmission through the slab. We
recommend consulting a building envelope specialist or contractor for additional assistance regarding this issue.
Drainage
As discussed, we observed light to moderate groundwater seepage near the lower floor elevation of the building.
The need for drainage measures in addition to those recommended in our referenced geotechnical report should
be based on conditions observed in the field during construction.
Limitations
This report is the property of Terra Associates, Inc. and was prepared in accordance with generally accepted
geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is intended for
specific application to the Point Edwards Condominiums project and the exclusive use of Point Edwards, LLC
and its authorized representatives.
The recommendations presented in this review are based on data obtained from on -site test pits. Variations in
soil conditions can occur, the nature and extent or which may not become evident until construction. If variations
appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this review,
prior to proceeding with construction.
We trust the information presented is sufficient for your current needs. If you have any questions or require
additional information, please call.,
Sincerely yours,
TE- RRA ASSOCLATES, INC.
Jessica M. Charlton, E.I.T.
Staff Engineer
Project No. T4893
Page No. 3
Mr. Ross Woods
July 26, 2006
6n
'him NIOLLI,
cc: Ms. Valerie Sargent, Weber-�-T psen--
Eric]: Figure I — Exploration Location Plan
Figure 2 — Unified Soil Classification System
Figures 3 through 4 —Test Pit Logs
Project No. T-4993
Page No. 4
BL
G
c� C\l 6 N A- - i /I
Ay -1021 -103
_J_TP
ELM ")�11111-MAILWALWALMAL"JILIMiLs-lLm
mmmmw'mmw a winm*m Nunn 4 ones, -jL"/t",jLM W_M
— — — — — — - - - - =0 -- — — — — — — — — ---
NOTE: LEGEND:
THIS SITE PLAN S SCHEMATIC. ALL LOCATIONS AND IWTP-101 APPROXIMATE LOCATION OF TEST PIT
DIMENSIONS AR: APPROXIMATE IT IS INTENDED FOR
REFERENCE ONLY AND SHOULD NOT BE USED FOR
DESIGN OR CONSTRUCTION PURPOSES.
0 20 40
REFERENCE:
SITE PLAN PROVIDED BY TRIAD ASSOCIATES JUNE 12 . 2006 APPROXIMATE SCALE IN FEET
MAJOR DIVISIONS
LETTER
SYMBOL
TYPICAL DESCRIPTION
Clean
GW
Well -graded gravels, gravel -sand mixtures, little or no
GRAVELS Gravels
fines.
GP
Poorly -graded gravels, gravel -sand mixtures, litUe or
U)
EP (less than
More than 5% fines)
no fines.
U)
50% of coarse
fraction is
GM
Silty gravels, gravel -sand -silt mixtures, non -plastic
0
%U Gravels
<V > larger than No,
0 with fines
fines.
4 sieve
GC
Clayey gravels, gravel -sand-clay mixtures, plastic fines.
(D
C%J
Clean
S W
Well -graded sands, gravelly sands, little or no fines.
0
SANDS
Sands
SP
Poorly -graded sands or gravelly sands, little or no
W Z
U) M
(less than
:S
More than
5% fines)
--- -
fines.
<
50% of coarse
0
C)
fraction is
SM
Silty sands, sand -silt mixtures, non -plastic fines.
0
smaller than
Sands
SIC
Clayey sands, sand -clay mixtures, plastic fines.
No. 4 sieve
with fines
ML
Inorganic silts, rock flour, clayey silts with slight
(1)
i
'.
SILTS AND CLAYS
plasticIty.
CL
Inorganic clays of low to medium plasticity, (lean clay).
00
0 -Z� Fj
C/3
E ci
Liquid limit is less than 50%
OL
Organic silts and organic clays of low plasticity.
0 -.Z.N
W 6- to
C1 C:
z
LO 12 (D
r E— �
M H
Inorganic silts, elastic.
M 1— .55
J_ (D
SILTS AND CLAYS
W
k.. E-
C H
Inorganic clays of high plasticity, fat clays.
z
OCO
Uquid limit is greater than 50%
0 H
Orpanic clays of high plasticity.
HIGHLY ORGANIC SOILS
PT
Peat.
DEFINITION OF TERMS AND SYMBOLS
Cl)
U)
W
Standard Penetration
Density Resistance in Blows/Foot
2" OUTSIDE DIAMETER SPLIT
T SPOON SAMPLER
—i
z
0
Very loose 0-4
2.4" INSIDE DIAMETER RING SAMPLER
W
Loose 4-10
OR SHELBY TUBE SAMPLER
W
Medium dense 10-30
7:
0
Dense 30-50
_Y WATER LEVEL (DATE)
0
Very dense >50
Tr TORVANE READINGS, tsf
Pp PENETROMETER READING, tst
Standard Penetration
W
Consistenc Resistance in Blows/Foot
DD DRY DENSITY pounds per cubic foot
>
U)
Very soft 0-2
LL LIQUID LIMIT, percent
W
Soft 2-4
0
Medium stiff 4-8
PI PLASTIC INDEX
stiff 8-16
Very stiff 16-32
N STANDARD PENETRATION, blows per foot
Hard >32
Terra
UNIFIED SOIL CLASSIFICATION SYSTEM
POINT EDWARDS CONDOMINIUMS
Associates, Inc.
AMENITY BUILDING NO. 2
Consultants in Geotechnical Engineering
EDMONDS, WASHINGTON
Proj.
No. T-4893
I Date JULY 2006
1 Figure 2
Geology and
t Environmental Earth Sciences
Logged by: DPL
Date: 5/19/06
Depth
(ft.)
0—
R
10
15
20
Test Pit No. TP-101
Approximate Elev. 120
Moisture
Soil Description Content
FILL: brown sandy silt with some gravel, organics, old roots, loose, moist.
10.7
FILL: brown silty sand, disturbed appearance, trace gravel, occasional
10.4
roots, loose to medium dense. moist.
25.7
Brown to grayish -brown silty SAND with gravel to sanyd SILT with gravel,
slightly mottled, medium dense to dense, moist. (SWIVIL)
20.4
12.7
Gray silty SAND , fine grained, medium dense to dense, moist. (SM)
19.5
26.2
-
Test pit terminated at 15 feet.
-
No groundwater seepage observed.
Logged by: DPL
Date: 5/19/06
Depth
(ft.)
0—
R
1C
15
20
Test Pit No. TP-102
Approximate Elev. 133
Moisture
Content
Soil Description (%)
-
-
FILL: dark brown to reddish -brown silty sand with gravel, organics,
small sticks, loose, moist.
17.7
12.5
-
Brown to gr-ayish-brown silty SAND, trace to few gravel below 6 feet, fine
14.3
-
grained, medium dense to dense, moist to wet below 12 feet. (SIVI)
119.4
16.0
Test pit terminated at 15 feet.
No groundwater seepage observed.
Terra
Associates, Inc.
Consultants In Geotechnical Engineering
Geology and
Environmental Earth Sciences
TEST PIT LOGS
POINT EDWARDS CONDOMINIUMS
AMENITY BUILDING NO. 2
EDMONDS, WASHINGTON
Proj. No. T-4893 I Date JULY. 2006 Figure 3
Lo' el by: DPL
Date� 5119/06
Depth
(ft.)
0—
!.I
10
15
20
Test Pit No. TP-103
Approximate Elev. 142
Moisture
Soil Description Content
-
FILL: crushed rock and gray clayey silt, loose, wet.
-
FILL: dark brown to gray silty sand, loose, wet.
-
Trace old topsoil layer at 4 feet,
Tan to brown silty SAND to sandy SILT, mottled, medium dense, moist.
16.2
(SM/ML)
Brown silly SAND, trace to few gravel below 10 feet, fine grained, medium
20.4
dense to dense, wet. (SM)
Gray to blue gray SAND with silt, fine grained, medium dense, wet.
23.5
(SP-SM)
20.5
Brown sandy SILT, dense to very dense, moist to wet. (ML)
35.5
Test pit terminated at 16 feet.
Light groundwater seepage observed between 10 and 12 feet.
Test Pit No. TP-104
Logged by: DPL Approximate Elev. 146
Date: 5/19/06
Depth Moisture
(ft.) Soil Description Content
0—
FILL crushed rock, recycled concrete, and gray to brown sandy silt,
loose, wet.
-
FILL; brown sandy silt with gravel, organics, small sticks, loose,
-
wet.
16.8
5-
-
FILL: gray sand, and crushed rock overlaying geolextile fabric, loose,
7.1
-
moist.
10—
Brown silly SAND with gravel, fine grained, medium dense. moist
18.4
to wet. (SIVI)
20.0
Test pit terminated at 14.5 feet.
Light to moderate groundwater seepage observed at 11 feet.
20
Terra TEST PIT LOGS
POINT EDWARDS CONDOMINIUMS
Associates, Inc. AMENITY BUILDING NO. 2
uonsultants in Geotechnical Engineering EDMONDS, WASHINGTON
Geology and
Envirunmenial Earffi Sciences Prol. No. T-4893 FDate JULY 20061 Figure 4
A.
A.
TERRA ASSOCIATES, Inc.
ConsiAliaws in Geotechnical Engincering, Geology
and
Envifonmenlat Eafth Sciences
Mr. Ross Woods
Point Fdwards, I,LC
2801 Alaskan Way, Suite 107
Seattle, Washington 98121
Subject: Amenity Building No. 2 — Reinforced RockCLiC.1;
Point Edwards CondoininitirDs
Edmonds, Washington
October 29, 2007
Prnjt�ct No. T-4893
RECEIVED
NOV 15 2007
BUILDING DEPT.
References: I Prcliminai3, Geo(ecluncal Report, Unocal Site, Project No. T-4893,
prrp-ared by Terra Associates, Inc., dated November 21, 2001
Letter, AmejiJty Building No. 2, Point Edwards Condominiums, Project No. T-4893,
prepared by Terra Associates, Inc., dated July 26, 2006
Dear Mr. Woods:
As requested, we have completed additional geotechnical engineering desi
I gn and evaluation for the subject
project. This supplemental work consisted of designing mechanically stabilized earth (MSE) walls with rockur-y
facings that will be constructed to support verlical grade iransi6ons on the wcs1cm margin of Ilie proposed pool
deck at Amenity Building No. 2, and along the rionhern margin of die proposed fire lane, located north of die
Amenity Buildilig.
A plan sheet titled fluildings 617 and Ametrin, Building Fine Grading antlErcavation 0-ass Vectiom prepared by
Triad Assmimes, dated April 20, 2007, indicates these MSE walls will have a maximum height of about 4 feet,
except near [lie northwestem corner of the fire lane, wh�ich will have a maximum height of about 7.5 feet.
Approximately 50 feet of the MSE wall on the weslem side of the pool deck will be terraced. The maximum
heights of (lie upper and lower terraces wi! I be about four ai ' id three feet, respeclively. The plans indicate that the
lateral separation between the temced walls will be about 2.5 to 3 feet, Finished grades above the walls are
generally horizontal- The MSE wall on the noi-thern side of the fire lane will potentially be surcharged by a fire
tnick. Details for MSE %valls with rockery facings are attached as Figures I and 2.
12525 Willows Road, Suite 101, Kirkland, VVashinglcin 98034
Plione (42.5) 821-7777 - Fax (425) 1321-4334
Mr. Ross Woods
October 29, 2007
Rockcries are not intended to function as cil-inecred struciures that will resist lateral carth pressures as a
0
retaining wall does. The primary function ofa rockery is to cover [lie exposed excavated surface and reduce file
0
potential for erosion. Therefore, for fill heights grealcr than four feet, tile structural fill iminediately behind the
rockery facing should be reinforced with geosyntlictic reinforcement.
For fill heights of four feci and less, the reinforcement of the structural fill is generally not required. However,
we recommend that the structural fill be overbuilt beyond (lie rockery face a minimuni distance of four feet, and
then cut back for construction of the rockery Nvall. If file fill cannot be overbuilt due to site cons(mint s, or
Structures or roadway;parking areas will surcharge tile fill, the fill should be reinforced using a geogrid or
C
geotexille material.
We performed cons(rucilon observation and testing dufing construction of the reinforced fill rockeries at tile site.
Based oil our observations and tile results of our field testing, it is our opinion that tile reinforced fills were
constructed in general accordance with our geoicclinical recommendations described herein and on tile attached
details. The results of in -place density testing associated with tile reinforced fill construction are documented in
the attached daily field inemos.
We trust the infomlation presented is sufficlent for your current needs. If you have any questions or require
additional informafion, please call.
Sincerely yours,
'17 ERRA ASSOCIA-rES, INC.
Yo,—, /iRoAkii,
"'/r'
P 'cc NA-
roject Nif Ix
Z
4-- 9-0
Principal
JCS/TJ&-=,Ix--
Encl: Figurc I - Terraccd Rockcry Delall
Figure 2 - Typical Rockery with Reinforced Fill
Reinforced Fill/Rockery Design Calculalions
Daily Field Memos (3)
Project No. T-4893
Page No. ii
REINFORCED FILL/ROCI(ERY DESIGN CALCULATIONS
MSEW -- Nlechanically Stabilized Earth Walls Point Edwards Condominiums - Amenity 2
h..0 1JjjeU= 1h, AIL 7) 13:43:1! 2CIT G�iUSEJLS-JSADW, t146tA4'.jjt Ww4ZdA.) UM�kltriofomd
AASHTO DESIGN" METHOD
Point Edwards Condominiums - Ai-nenity 2
PR(MECT IDENTIFICATION
Title:
Point Edwards Condoniiijiums - Amenity 2
Proiecl Number:
1-4893
Client:
Point Edwards, LLC
Dcsipner.-
JCS
Station Nwnhe�:
Description -
Terraced 341 rockeries %vitli gcogrid reinforced fill. Amenity Bldg.
2
Company's information:
Name: Terra Associates. Inc.
Street- 12525 Wiflo%vs Road, Suite 101
Kirkland, WA 98034
Telephone it: 425-921-7777
Fax fl: 425-8214334
E-Mail: jolin@lerra-associLiles.coni
Orip,inal file path aLnd name: GAUSERSUSADUR14000'Toint Edward0nd Amenity
Original dale anti lime of creating this file: Tliu Aug 23 13:25:30 2007
PROGRAM MODE-
AN,kLYSIS
ofSUPERIMPOSED WALL
using GEOGRID n reiiiforcing material.
IPoint C-dowank Conde iiiiii] itivs - AnivnlY 2 P"g, I of 'I
Copyright t, 1998-2004 ADAMA Eoginreiinr. Inc. Licunsc nunibc
. ..... _"'_ '"'_'' _" —i",
IMSEW — Mechanically Stabilized Earth Walls Point Edwards Coudominiums - Amenity 2
TNuc4 mwi—c: n4 ALC. 7) 3 1.41:5: :OD7 GA;SE;(SJ!;A1ILr!31t=^W PIic)kT--,d DEN
SOIL DATA
REINFORCED SOIL
Unit weiplit. V
125.0 Ib/ft
Design value ofinternal angle of friction,
34.00
RETAINED SOIL
Uni(weiplil. -V
120.0 lb/ft
Design value of intemal an-gle of ffiction,
32.00
FOLINDATION SOIL (Consideredas an equivalent
unifonn soil)
Equivalent unit weiglu.
125.0 lb/11 3
Equivalem internal angle of ffiction.
35.00
Equivalent coliesion. cc,,,;,.
200.0 lb/ft
Water (able does not affect bearing capacity
LATERAL EATITIN PRESSURE COEFf ICIENTS
Ka (intcrtial stability) = 0.2827 (if batter is less than 10', Ka is calculated from eq. 1.5. Othenvise, eq. 38 is utilized)
Incli.nation of internal slip plane. III= 62.00' (see Fig. 28 In DEN40 82).
Ka (external sinbilky) = 0.3073 .(if batter is less than 101, Ka is calcultiled front eq. 16. Othenvise, eq. 17 is utilized)
BEARING CAPACrIT
Bearing capacity coefficients (calculated by MSEW): Ne = 27.30 NY= 14.00
SEISMICITV
Maximuni ground acceleration cocfficient, (x . = 0. 150
Kae (rx,> 0) = 0.4368 Kneftf—=O) =0.3073 A Kee = 0. 1295 (scc eq. 37 in DEMO 32)
Seismic soil-geogrid friction coefficicifl, F� is 80.0% of its specified static value.
Point I:d%vnrd-% Condominiums - Amcnily 2 Page 2 or 4
Cnpyriglil 0 1998-2004 AD/UMA Esigincuring, hic. License iminbu M-US-0534
.VSE%Nl -- 14m-inuicafiv S-.-Aiilizcd Ear"'i WaKs Paint E-dwnrds Cundomijiiitius - Anirmizy 2
INPLT DATA: CtfDMelry and Surcharge toads (mf SUPERIUPOSFD wall)
Oc-sign heir.'ir. lid 10.75 [111 1 [:-,mhcddcd eepill is C- - 2.50 fi. im.d heipht r.-bove lop ol-finished
bwtom r.mde is F — 8-2� fl. where III - 4.00ruld K2 -- 3.00
Baurr, m 0.0 ,dr-jo
Bat;kslu,x. 1 0.0 degi
BaL!-,SIUDC —MC 0-0 2rukun back rquivole-it anyle, I - C-On' (see F:g. 15 io DEMO 82)
Offiie' UND eT scUintnt From tower onc, Offi;et � 5.0 ft, Blacksluj=2 = 1:1.n evg. aisd Buckslope. rise. S^ fi.
P
UN I F 0 R V S 1: R C 14 A RG E
Urifumily dis!fibured dri!d lout is 0-0 VhPil
ANALV2EJD HEINFORCEMENIF LAVOUT-
I
SMILF:
0 2 4 6 [!1]
=-- - -j
Puin- Edisards CV:LJVMin:--'11TS - AMCF14Y 1 Pig- 3 ur -1
Capylighl C 1998 2OD4 ADAMA Eng--me.idg., In:. Licvuc i%mhc: M-US-0534
MSEW — Mechanically Stabilized Eardi Walls Point Fdwards Condominiums - Amenity 2
ANALYSIS: CALCULATED FACTORS (Static cotidificuis)
Bearinj,, cavacitv, Fs = 10.89. ruleyethof stiess � 1085 lb/fi-.
oundni inn I nwface: Direct slidinp. F-,= 2,09. Fccentricitv. e/i,=0.0472. Fs-overoirninit = 4.73
GEOGRID CONNECTION I
F-s-overtill rs-overdil Fs -overall Geo�,-rid Pullout Direct Eccentricity Product
-8 Elevation 1-crioliType fpullout [connection feeop-rid %irength resistance sliding CIL name
Ifil ift) ft resistance] break] strengdi) Fs FS Fs
1 2.00 8.00 1 NIA N/A NIA 6-374 9.935 1.622 -0.0117 SvnfeestSF..'S5
2 4.00 8.00 1 N/A NfA N/A 8.908 9.066 1.795 -0.0898 SynteenSF..c.5
3 6.00 4,00 1 N/A N/A NIA 9.508 4.479 2.231 0.0692 SynleenSF..,�;f;
ANALYSIS: CALCULAnD FACTORS (Seismic. conditions)
Bcarinp, capacity. I's = 7.73. Meyerhof stress = 1360 lb/V
Pmandnj;nn 1nprrnr,.- n.,—, �va;—. Fzc � i -�do In = n itast =,),7n
GEOGRID
CONNECTION
Fs -overall Fs-averall Fs-overalt
Gcoorid Pullow Direct Eccentricity
I
Produci
I
# Elevation LLnpdi Type
fpulloul 1conneclion fgcomid
suengili resistance sliding c/L
name
fill C ft I I"
rusistancel break] strengdil
F� Fs Fs
1 2.00 8.00 1 N/A N/A N/A 5.110 6.3711 1.360 0.0047 Svnfeen SF.- z�� 5
2 4.00 8.00 1 N/A N/A NIA 6.890 5.610 1.612 -0.0778 Svn1ecnSF.,--�5
3 6.00 4.00 1 N/A NIA N/A 7.886 2.972 1.125 0.1985 SyntccnSF..-5-v
GLOBALICOMPOUND STABIMY ANALYSIS (Using Bishop melland asid ROR = 0.0)
STATIC CONDITIONS: For fliq Specified search gdd, die calculated ininimurn Fs is 1.814
(it corresponds to a critical circle at Xc = 0.00, Yc = 16.12 and R = 16.45 (R) ).
SEISMIC CONDITIONS: For thupecified search grid. die calculated inininiurn Fs is 1,302
(it corresponds to a critical circle at Xc = - 1.07, Yc = 17.19 and R = 17.74 [ft) ).
Poim Fdwanis Cwdoiniii;uins - Agmcnify 2 Page 4 Uf 4
CoPyright 0 199fl-21004 ADAMA (InUinecTing. hic. Licamc ijumbu M-US-0534
MSr-\&' — Mechanically Stabilized Earth Walls Point Edwards Condominiums
71r.AuV21 MS6:66_07
AASHTO DESIGN METHOD
Pom't Edwards Condominiums
PROJECT IDBMIFICATION
Title:
Point Edwards Condominiums
Proiect Number:
TA893
Client:
Point Edwards, LLC
Desiancr:
JCS
Station Number:
NIA
Descriplioti:
9-foot hi0i peouid wrao-face reinforccd fill rockery; liorizonlal
backslope. fire truck sumfinrge
Coinpanys informalion:
Name: Terra Associates. Inc.
Street: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telcpbone ffr: 425-821-7777
Fax ik 425-82IA334
E-Mail: jolin@lerra-associntes.coin
01:L_
OriOnall file nath und name. G:\USERS\JSADLER\4000\po1nt Edwards\RcinrRo,-kcry tknal) ......
Original date and linie of creating this tile: August 23, 2007
P11OGFL4M MODE:
ANALYSIS
of a SIMPLE STRUCTURE
using GEOGRfD as reinforcing inaterini.
PairA U-tv.Wi Co3dutuiniusiv; pagi: I fc 'I
Copyriplit 0 1998-2004 ADAMA Ermincuinv. hx. timne nulnhcr M-US-0534
MSEW — Mechanically Stabilized Eardi Walls Point Edwards Condominiums
_!vnj TV,.. Ag !11034:16 M07 r-;,USElt:ilSA(ILLit%4COl-PoinI n Fie Ta.91 01
SOIL DATA
RERsIrORCEDSOIL
Unit weight, y
125.0 lb/fl
Desip
,n value of internal migle of friction,
34.00
RETA114M SO] L
Unit weighl. -Y
120.0 lb/fi
Desipn value of internal angle of Friction,
32.00
FOU'NDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit %vci%!h1.'y—,i'
125.0 lb/ft
Equivalent internal anale of ftiction,
35.00
Equivalent coliesion, c.,,.*,.
200.0 lb/ft
Water table does not affcci bearing cnpac ity
LATERAL EARTH PRESSURE CDEf-FICIENTS
Ka (internal stability) = 0.2827 (if butter is less than 10*. Ku is calculated ironi eq. IS. Odicnvise, eq. 38 is utilizcd)
Inclination of internal slip plane. ui= 62.00' (see Fig. 28 in DEN40 82).
Ka (ex1cmal stability) = 0.3073 (if batter is less than 10', Ka is calculated horn eq. 16. Odienvise, eq. 17 is utilized)
REARING CAPACITY
Bcaring capacity coefficients (calculated by TVISEW): Nc = 46.12 N T= 48.03
SEISMICITY
Mnxbnump-rotindaccelernfioncoefficicni, rz. = OA50
Kee ( m > 0) = 0.4368 Kac (M= 0) = 0.3073 AKac=0.1295 (seeeq. 37 In DEMO 82)
Seismic soil-geogrid friction coefficient, F" is 80.0Ve of its specified stilic value.
Pc�w Edivenh- Condaminiums Png� 2 or 4
Capyjight 0 i9l)8-2004 ADANIA Ei%giaccring. Mr. Lictitse number M-US-053-1
MSEW Mcclia "iCatty S13biliZed Earth Walk Point Edwards Condominiums
n $0 t, I-. Ix" ck=CTv W U—�4-:IwW R=Lm 4 6"'mt-un
mpur DATA: Goomelry and Surcharge loads (of a SEMPLE SVIIIJUVRE)
De-ii,p) firtichi. .1id 9,50 Itil Embedded depth is E - 1.50 A. --nd heighit ibovc top of finis!icd
boliont grade is H - 8.00 fi I
Baller. os ..0.0 ldcgl
BacksloDc. 0.0 ldc;,,]
Backslope rise 0.0 Ift] Brolcen baciz equivalent angle, I - 0.001, (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
*Uniform!y distributed dead load is 0.0 [Wi'l. nod live load is 3C0.0 Ilb/fi -'I
ANALYZED HEINFORCEMLNT IAVOtfr:
S CAU:
0 2 4 6tfij
I -- --
pt�rn Edwz'nil c4nn4am;n;wm Pagc I O� 4
CnIs"ON () 1998-21WI ADANIA Etiginctlin', t=, 134
Ijcax-,c nmbrr M-US-05
MSEW -- Mechanically Stabilized Earth Walls Point Ed%vards Condotuit�ums
03!.,J�ft; T1'0,N.jx 23 10-36:17= Ed-idW164 il�dm,%"Ipi2l 9 f-,c T,t..Br-,14
ANALYSIS: CALCULATED FACT0119 (Static conditions)
Bearinv capacirv. Fs = 15.36. Nleyerhof stress = 1855 lb/fi2.
Founrintinn Inigr[Ince: Direct -I idini!. Fs = 2.52.1. Eccentricity, efl.. = 0. 124 1, FK-ovemirninp = 4.03
GEOGRID CONNECTION
I Fs-ovcrall Fs -overall Fs -overall GeoMd Pullout Direct Eccentricity Product
1 11 Elevation LengfliT-ype fvulloul fcortnection Igeogrid strength resistance sliding e/L natne
IN 11511 jr, resistance) break] strength) Fs rs FS I
1 2.00
8.00
1 NIA
N/A
N/A
2.141
5.091
2.342
0.0864
Syntecu SF..
2 4.00
3.00
1 N/A
N/A
NIA
4.228
6.242
2.788
0.0549
SVnicen SF.
3 6.00
8.00
1 NIA
N/A
NIA
5,662
4.3�6
3.444
0.0296
Svniecn SF -.1
4 8.00
8.00
1 N/A
N/A
NIA
7.322
1.879
4.503
0.0104
Symeen SF..
ANALYSIS: CALCULATED FACTORS (Seismic conditions)
Bearing capacirv. Fs = 10.86. IvIcyci-lidstrcss = 2288 JWW.
I.A;.. 17� = t rnr, P .... it = A ) tot = ) )R
GEOGRID
CONNECTION
, Fs -overall Fs -overall Fs -overall
Geogrid Pullout Direct Eccentricity
Product
ff Elevation LengtltT%,pe
[pullout [couneclion [geoprid
strength resislanct; sliding e/L
Dome
f n) [n] I"
resistauccl break] strength]
rs Fs Fs
1 2.00
8.00
1 N/A
N/A
NIA
1.827
3.474
1.537
0.1457
SyntecnSF.. 95
2 4.00
8.00
1 N/A
NIA
NIA
3.283
3.878
1.914
0.0868
Syntecn SF
3 6.00
8.00
1 N/A
N/A
N/A
4.303
2.649
2.534
0.0425
Synteen SF�:
I
4 8.00
8.00
1 NIA
N/A
N/A
5.555
1.141
3.749
0.0 127
Synteen SF. -
GLOBAL/COMPOUND STABILITY ANALYSIS (Using Hishop rualhod and ROR = 0.0)
STATIC CONDITIONS: For prid- the calculated minirnurn Fs is 2.097
(it corresponds to a critical circle a[ Xc � 0.00, Yc = 14.25 and R = 14.62 In] ).
SEISWC CONDITIONS: Foi the, spe ified scurch glid. the calculated rainimum Fs is ).681
(it corresponds to a critical circle at Xc = -0.95, Yc = 17, 10 and R = 17.62 [fij ).
Point Edwards Condaininiums Page 4 of 4
Copyright 4) 19911-2004 ADAMA Engificefing. Inc. Licaise number M-US-0534
MSEW — Mechanically Stabilized F-011h Walls Poini Edwards Condourdnimns
r—f UWwTu— TI=A.� !1 10.3-.10?WT R, I ik-jltN
A ASHTO DESIGN METHOD
Point Edwards Condominiums
PROJECY IDENY11FICA'"ON
Title: Pobil Edwards Condominiwns
Proiect Number: T4893
Client: Polm Ed%v.t;ds, LLC
Designer: )CS
Station Number: NIA
Descriptlell:
6-foot h1vh peoprid wrari-face reinforced fill TOCI(ery-, h0fiZ011101
backslopc, fire truch- surchuge
CampauVs information:
Name: Terra Associates. Inc.
Street: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telephone'"': 425-821-7777
Fax V: 425-821-4334
E-,Mail; jolul@lcrTa-associaics.coni
Original file pitilt and name; GAUSERS1JSADL[-R\4000\Pojni EdwardsUnd Ameril(y Bldg\Re.....
Original date and time of creating this file- Aupw 23, 2007
PROGRAM MODF— ANALYSIS
of a SfMPLE STRUCTURE
using GEOGRIDas reinforcing material.
............
Poise 61wards Candminiiinis 17.7ge I of 4
CapYritfilt V 1998-2004 ADAMA Engi=ring. Inc. LiccosenitinbcT WUS4534
MSEW — Mechanically Stabilized Earth Walls Point Edwards Condominiums
I'mml Dzc'Tk-.: npt&C ZI WPM 107 It FCT,L--VCt;
SOIL DATA
REINFORCED SOIL
Unit weichl. -v
125.0 lb/fi
Design value of intemal angle of ffiction,
34.00
RETAINED SOIL
UrLit Weirbi. v
120.0 lb/fl
Design value of intemnl angle of firiction,
32.00
FOUNDATION SOIL (Coitsidered as an equivalent uniforni soil)
Enuivalent unit weipjit. V_,;,
125.0 lb/ft
Equivalent internal anale of fi-iction,
35.00
Equivalent colicsion, c,,�,.
200.0 lb/fl
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENUS
Ka (internal sinbilitv) = 0.2827 (if baticr is less than 100. Ka is calculated rioin cq. 15. Oflienvise, eq. 39 is utilized)
Inclination of intemal slit) plane. w= 62.000 (see Fie. 28 in DEMO 82).
Ku (external stability) = 0.3073 (if butter is less than 100. Ka is calculated from eq. 16. Odienvise, eq. 17 is utilized)
BEARING CAPACITV
BeDring capacity coefficients (calculated by MSE\V): Nc = 46.12 N y= 48.03
SEISMICITV
Max inium pround acceleration coefficient. ri., = 0. 150
Kflc ( rj- > 0) = 0.4368 Knc ((-t,= 0) = 0.3073 AI(ae=0.1295 (seeeq.37itiDEM082)
Seismic soil-geogrid firiction coefficient, F-1- is 80.0% of its specified static value.
Point EdwurJs Condominiums Page 2 or 4
Copyright 0 1998-2004 ADAMA Diginwring, hic, Urcuse sauinbrr Id-US-0534
.... . . . .... ...... . ...... . . . —
VISEW -- Muufiunic-atly Stabilized iia-.di Wails Poirai Edward-; Cuirda.miniums
INPUF DATA- Geometry and Surcharge loads (4 a SIMPLE STRUCTUIL)
Dc.iign itcigh% ild 7-5f) Ift) Enibe;ldcd dcoth is F - 1.50 fi, and haghl above 10p Ltf f1f6S!1CJ
botinn) i;:ildc is 11 = 6-OU ft
]3j)t(.,r. it) 0.0 Idep]
130ASlove. 11 D'O NLEJ
Backslupc risc 0.0 [1;] Broker back cquiw lec' wigle. I - 0-00' (set r-ig. 25 r)E.\4<) 82)
UNIFORM SURCHARGE
AIVALYLL-1) UIXFOR"F%T LAVOUI:
SCALE:
a 2 4 6:fil
F-- - — — 0
Prim E:At6z-us Cundenk;niusin 7.1cc- 3 ti., 4
LOPY"i6h: C :959-2LXI- Ar)AY.A fisr.oirfrut Licer1sc tiui-+cr M-US-015313
. .. -1 - �*--,.,-,i,—..-. , . -
I
MSEW - Mechanically Stabilized Earth Walls Point Edwards Condominiunts;
llr�, am'liar TNuA�.?3 IGA7:30j'931 Gj%60Wj5;WLL:K%j0GQJ'�-iu E.6-AACwl Ap='-jr 0L1.1JtLJwaJ 5t-dCq,6 3 rat Tit. DON
ANALYSIS: CALCULATED FACTORS (StatiC Conditions)
Bearing capacity. Fs = 17.85, Mcycrhof stress = 1493 lb/fli.
A i %-In V- — A Xl
. ........... .... ....... ...
GEOGRID
CONNECTION
Fs-overu)l Fs -overall rs-overall
Geogrid Pullout Direct Eccenin'city
Product
I
R Elevation I-rawli Tvpe
fpullout [connection fiaeowid
strengt1i resistance sliding e/L
name
In] In] #
resistance) breuk] strengtlij
rs rs I's
1 1.00 7.00 1 N/A NIA NIA 2.651
2 4.00 7.00 1 N/A N/A NIA 5.662
3 6.00 7.00 1 N/A NIA N/A 7.322
3.955
2.439
0.0717
Synteen Sl--..
4.414
3.013
0.0386
Synteen SF..
1.912
3.940
0.0135
Synteen SF.. 41
ANALYSIS: CALCULATED FACTORS (Sciamir. conditions)
Bearing capacity. Fs - 13.91. Meyerhof stress = 1739 lb/111.
9;� - I Aat .19 = n Wn') = 1 91
GEOGRID
CONNECTION
Fs -overall Fs -overall r-s-ovefall
Geourid Pullout Direct Eccentricity
Product
H Elevation Unigh Type
fimllout fconnection lacomid
sirength resistance sliding e/L
flairic
Ifil In] it
resistance] break) strength)
Fs Fs rs
1 2.00 7.00 1 N/A N/A N/A 2,273 2.713
2 4.00 7,00 1 N/.A N/A N/A 4.364 2.734
3 6.0 7.00 1 N/A N/A N/A 5.656 1,182
6LORAL/COMPOUND STABILITY ANALYSIS (Using Bishop molhod and ROB - 0.0)
STATIC CONDITIONS: For the-specified-w=JLS6L die calculated rifinfinum Fs is 2.255
(it corresponds to a critical circle at Xc = -0.75, Yc = 12.00 and R = 12.66 Ift] )-
SEISMIC CONDITIONS: For thc1pulfitd—vatEdLipail, die calculated minbutin) Fs is 1.833
(it corresponds to a criticul circle at Xc = -0.75, Yc = 12.00 and R = 12.66 (ft)
1.674 0.1133 Svulccn SF.. q!5.
2.217 0.0555 Syrileen SF..
3.280 0.0166 Synicen SF..
Paitit Edwards Caiidawiuimos Pngc 4 of 4
Copyiight -D 1998-7CG4 ADAMA EngillecHng. InC. Uccnsc nainber M-US-0534
46,
MSEW -- Mechanically Stabilized Eordi Walls Point Edwards Condoinbiiums
Fmm r3m.'T �v� TE. A.i !J I T.GL,�M NO Fat TiLWEN
AASHTO DESIGN ME THOD
Point Edwards Condominiums
PROJECT IDBMFICATION
Title: Point Edwards Condominiums
Pro'ect Number: T-4993
clim: Point Edwards, LLC
Desipiter: ics
Station Number: N/A
Description:
4-foot I�Oi P-eoprid wraii-Facc ruinforccd fill rockery; horizontal
backslope, fire truck surcharge
Company's informatiam
Name: Terra Associates, Inc.
Struct: 12525 Willows Rd.
Ste. 101
Kirkland, WA 98034
Telephone P: 425-921-7777
Fox N: 425-921-4334
E-Mail: john@Ierrn-associates.com
Original file PaIll and name: GAUSERSUSADLE-11\400ONPoint Fd%vardsUnd Ameoiry BldgTe .....
Original date and 11me of creating this file: Augitst 23, 2GO7
PROGRAM MODE: ANALYSIS
of a SIMPLE STRUCTURE
usi�ig GEOGRID as reinforcing jualerial.
P4i;nl Udwwds Cordimrs;iaunt: hgc I or 4
Copyright 0 1998-2004 ADANIA Engincuriog. Inc. Licam numbcr M-US-0534
MS"' — Mechanically Sinbilized Earth Walls Point Edwards Condominiums
13�7---: n..%.r �] I 1'0�:Zb 1001 G�USEMUSADLERUDDOTmi EJ-x%!1--'j'JAtPcr�:y 0L%'Wx1F.'C.J fladw.1 "t FJE 111-JIL-N
SOIL DATA
RER4rORCED SOIL
Unit %wiplit. -V
125.0 Ilifit
Design value of Intemal ongle of [Tiction,
34.00
RE-rAINED SOIL
Unit weip-lit. v
120.0 lb/ft
Design value of internal angh! of friction,
32-00
FOUNDA-riON SOIL (Considered as an equivalent
uniform soil)
Equivalent unit weiplit,
125.0 lb/tl
Equivalent internal anple of firiction,
35.00
Fquivalent cohesion, c,,,I,-.
200.0 lb/fi
Water table does not afrect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (imermal stability) = 0.2827 fiflititier is less djan 10'. Ka is calculated fTom eq. 15. Othenvise, eq. 38 is utilized)
Inclination of in1cmal slin plane. w= 62.00' (see Fie. 28 iii DEMO S2).
Ka (external stability) = 0.3073 (if baller is less than 100. Ka is calculated fi-ain eq. 16. Otherivise. eq, 17 is utilized)
BFARING CAPACITY
Bearing capacity cocfficients (calculaled by MSEW): Nc = 46.12 N -f --- 4 8.03
SEISMICITY
N1 a x i murn wound accelem lion cocffici ent, rx. = 0.150
Kae ( rx. > 0) = 0.4368 Kae ( 0) = 0.3073 A Kae — 0. 1295 (see eq. 37 in DEMO 82)
Scisinic soil-geogrid friction coefficient, F4: is 80,0% of its specified sialic value.
Point Edmirds Condominiums Pagr 1 of -t
Copyright 0 1998-2004 ADANIA Enrisiccring. hic. license numbcr 10-US-0534
IASEW I'viedtinically Stabilized Eardi W411s Point Edwards Condommunis
M AAx,*1 I I MON IW7 M*1 1A.01,34
INPUr DATA: Geometry and Surcharge loads (of a SIMPLE STRLCWRE)
Dtsign liciUht, Hd 5-54) (fl) Embcdded dr-p1h is E - 1.50 fi. and height abow lop of fillisl-ed
bottom gmdc is 1-1 - 4.00 1 1
133ttcf. (0 0.0 fdczl
Backslope. 0.0 Idleg]
Backslope risc 0,0 (1) Bmken back equivalent angle. I = 0,0011 (see Fir, 25 0 DEMO 82)
UNIFORM SURC14ARGE
a, live load is 300.0 [lb/ft
Unifwmlydistribuicd dead lond is 0.0 a. d I
ANALV-ZFJ) REINFORCEMENT LAYOUT;
S.CAM-
0 2 4
6
Poim Ed -at& Camfoma;unn F�pc 3 of 4
C01Y/rialn 0 199E-2004 A DAMA Ert-hV=d0E- Itit UccnwwAn*vr M-US-0534
MSEW -- Mechanically Stabilized E2rth Walls Point Edwards Condominiums
fim�l MVZUW. TWAUS 1; ICIW�6 M37 QNUSMJSADLEK14OMd�d�n tdw%WMA a rvc ]AMEN'
ANALYSIS: CALCULATED FACTORS (Static condilloits)
Beari�ip capacitv. Fs = 21.69. Meyerhof stress = 1143 lb/112.
F-onwiftlinn Inlerflace: Direct slidint,,.-Fq = 2.613. FccentTicitv, ell- � 0.0976. F--IpmermminL�-�--S- I
G E 0 G RD CONNECTION
Fs -overall Fs -overall Fs -overall Geocrid Pullout Direct Eccentjicily Product
11 Elevation LenathType [Pullout (connection Fp-coLnid suengdi resistance sliding e/L name
f ft) I fil 11$ 1 resistance] break) strengdil I-s Fs Fs I
1 2.00 6,00 1 N/A NIA N/A 3.480 2.748 2.533 0.0526 Svnteen SF..
2 4.00 6.00 1 N/A NIA N/A 7.322 1.944 3.377 0.0 134 SynteLa SF..
ANALYSIS; CALCULATED FACTORS (Seismic cotiditions)
Bearina capacity. I's = 18.58. Meyerhof strem = 1258 lb/W.
A I �Z,17 = I 'M
GEOGRID
CONNECTION
Fs -overall Fs -overall Fs-ovcrall
Geoefid Pullout Direct Eccentricity
Product
I
# Elevation Lctipfli Type
foullout [connecLion fgcomid
streng0i resistance sliding c/L
name
Ifil (fl] 11
re-sistancel break] strength)
Fs Fs Fs
1 2.00 6.00 1 N/A N/A N/A 2.995 1.892 1.900 0.0755 Svn(ccn SF.,
2 4.00 6.00 1 NIA N/A NIA 5.778 1.227 2.812 0.0226 Sy)ilccn SF..
GLOBAL/COMPOUND STABILITY ANALYSIS (Using 816[iop method and BOB = 0.0)
STATIC CONDITIONS: For the. specifiedsenrch grid, die calculatcd minirnurn Fs is 2.632
(it correspoods to a critical circle at Xc = 0.00, Yc = 8.25 and R = 8.88 [fl] ).
SEISMIC CONDITIONS: ror fliupaffied senrch gdd. the calculated iniiiirnurn Fs is 2.118
(it corresponds to a critical circicat Xe = -0.55, Yc = 10.45 and R = I I - 13 [flj ).
Poini FAwards Condominiums Page 4 of -1
Copyright 0 1998-2aO4 ADAMA Enginrc&g. hic. Ueniciminhcr M-US-053-1
Daily Field Mcnio
TERR.A A$SOCIATES, [nc.
'�. . I � , - :� — * . .1� Prqje�i No. 40-3-1
Consulmnis In Geow-chnical Ingil(wer4q. ce-ology 'Y . lenio No.
And - I
Env-ltonrneoial�6rll� ScienCes —9-ZL;-Ol -
Pr�.�Jgc(: Point Edward,% Subject: Amenities Building .11 (RockeW,),
LOntion: Edmonds, WA Contractor- —!,.onp
122
-WqOMqr; OVermst Present At Sitc, Jason, Kyle,Crew
A -Nrra Asw6ales. itcife kntaffvc arrive . d on,-sitc. as mouested bN,.dieconlractor, for eariliwork testing4nd
..Obseivatioll.!Upon anivaf-,�Olitracwris construahig Y:fill ;rockcry %vest:bf:the�aniciiiiiesbuildiug.11-. Terra
Anociates rep
rwntali*g�obscr%�o& fhdf coptractor is constructing rill rockerys as perplans- Term Associ
7
rtor��6taiivc.obser-4dd:th�t'c�ntr6ctor is plac4w, wA.17111 in I'lifts and compacting io a -dense state With a hoe,pac
wid a vibrdfing. mller� Fill hMwars dense-apq uqXiSiding to mLchinery traffic. A , If densily tcsts tA�--epas indkated
66low-nimt compa 'e!� i.A Territ Associates represpi . ilalive will return as needed to coniinue
—stiow- goirement.
6irtimork 1cst4w and observation.
'Depths am(mm top of fmi,-.hcxi rockeryg 61
1WI&Oensfty Test Dain
Tat
No.
16
Test Locnilon
15' N. of S. Eiid of Fid rockery
Depth
((t.)
.3
sail
Type
kltyis-turc
Coptcrit
Dry,
Density
(TIM
Relative
Comparfia n
1 97
Remarks.'
(1-iii)
116.3
17
15' S-. o,rN'- End, elf Fill toctey
D
143
116.1
97
(Fill)
Note:: The*aboyc t�t re�ylls r0rescrit sloil clotilpticlian of the specificioranons and depths noted, and may not ble represcri.lative of:
Compktioji Mod . vOr lont , ions��orcicptfis.
Copic'; to-
Project:
Z717=771
TERRA ASSOCIATES, Inc.
Constillants in Geoiecl%nical Engineering, Geology
and
Environnwnial Ewth Sciences
Point Edwards
Daily Field Memo
Project No. 4893-1
Memo No.
Date 9-24-07
Stibjecl: —Amenities Building If (Rockeiys)
Location: Edinonds, WA Contractor: Longitude 122
Wesither: Clear
Present At Site: Jason. Kvle, Crew
A Terra Associates re2resenlative arrived on -site, iis requested bv the contractor. for earthwork iesting and
observation. Upon arrival contractor is constructing 7' fill rockcry wesl of the amenities building If and nord) of 5'
rockery. Terra Associates rep. observed that contractor is consinicting fill rockcrys as per p)ans. Terra Associates
represcmativc observed that conh-aclor is placing wall fill in V lifis and compacting to a dense stale with a hoe pac
and a vibi-afing roller. Terra Associates representativc observed thal fill consisis ofon-sile sil!y sand. Fill appears
dense and unyielding to machinery traffic. All density Icsts taken. as inclicited below mcci compacuon
requirements. A Terra Associates reeresentative will return as needed to conlinue cal'thwork- testing and
observation.
" ' TOW = top of wall...
... Depths are from top of finished rockery* * 0
Field Density Test Datit
Test
No.
Test Location
1 S'N. of S. End of 5' Fill rockery
Depth
(ft.)
TOW
Soil
Type
D
Moisture
Content
14.7
Dry
Density
(PCF)
116.4
Rclalivc
Compaction
97
Rem3rh-s
(Fill)
18
19
15'S. of N. End of 5' Fill rockery
TOW
D
14.3
117.1
98
(Fill)
20
Soullieni End of 7 Fill rockery
-5
D
14.5
118-5
99
(Fill)
21
Middle of of -P F ill rovkery
.5
D
15.7
117.2
98
(Fill)
Note: The above test results represent soi) compactionai the specific locations and depihs noted. and may Plot be representative of
compaction at other locations or depths.
By: Dugan McCloskey Copies to:
Daily Field Memo
TERRA ASSOCIATES, Inc.
ants in Geolechnical Ingincering, Geology Project No. 4893-1
Consuh. and Menio No.
(fwironniental Earth Sciences Date 9-26-0
Project: Point Edwards Subject: Amenities Building 11 (Rockerys)
Location: -Edmonds, WA Contrnetor: Longitude 122
Weather: - 0ear Present At Site: Jason, Kyle. Crew
A Terra Associates represenlative arrived on -site, as requested by the contractor, for earthwork tesling and
observation. Upon an-ival contfactor is no, placingo any structural fill Today. While on -site Terva Associates
representative obtabied density tests on Rockerys west of Anienifies Building 11. All Density tests taken. as
indicated below, meet compaction requiretnents. A Terra Associates repr�sentative will return as needed to
conlinve earthwork testing and observatiom
11* TOW = tot) of mill'
***Deptlis are fi-om top of Finished rockery —
Field Density Test Data
Test
No.
Test Location
Depth
(ft.)
TOW
Soil
Type
Moisture
Content
Dry
Density
(PCF)
116.4
Relative
Compaction
97
Remarks
(Fil
22
�SN. of S, End of TFill rockery
D
142
23
15'S. ofN. End of 2'Fill rockery
-row
D
15.3
117.1
98
(Fill)
24
Southern End of 7'Fill rock-ery
TOW
D
14.7
116-2
97
(Fill)
25
Middle of of TFill rockery
TOW
D
15.0
115.2
96
(Fill)
26
N. End of 7' Fill Rockeiy
TOW
D
15.3
115.6
96
(Fill)
Note: The above test results rcprescol soil compaction at lbe specific locations aiid depths noted, and may not bc representative of
compaction at offier locations or depths.
By: Dugan McCloskey Copies to:
LOCK GEOGRID INTO
CRUSHED ROCK
BEHIND ROCUFRY 4
3'
2
2.5'MIN.
A I. t
I(EYWAY
I 12"MIN.
COMPACTED SLOPE DOWN
STRUCTURAL FILL TOWARD DRAIN
ROCKERY NOTES:
6
-1* MAX.
PATIO I LAWN
CRUSHED ROCIC FILTER
MATERIAL BETWEEN 2 COMPACTED
ANO 4 INCH SIZE WITH
LESS THAN 2% FINES STRUCTURAL FILL
4" MINIMUM DIAMETER DRAINPIPE
SURROUNaEo BY WASHED J-INCIA
DRAINAGE AGGREGATE
L =4' — I
_ , - - - - - - - - - - - - - - - - - - - - - - - - - -
1.6'MIN.
------------------ ----------------------------
�=; a. I — - J ii-4-
CRUSHED ROCH FILTER
MATERIAL BETWEEN 2 2'
AND 4 INCH SIZE %VITH
LESS TIAAN 2% FINES
------------------------------------------------
L__ Ir
4'14INiMUM DIAMETER aRAINPIPE
SURROUNDED BY WASHED J-INCH 2'
DRAINAGE AGGREGATE I
3" MIN. GRAVEL
EIEDDING
NOT TO SCALE
1) ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIDELINES.
2) ROCK USED MUST MEET THE REQUIREMENTS FOR
ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(l)
OF THE WSDOT STANDARDS SPECIFICATIONS (2006)
3) ALL CAP ROCKS MUST BE SECURED AND NOT ABLE
TO BE DISLODGED BY HAND.
SYNTEEN SF 55
GEOGRID OR EQUAL
(TYP-)
COMPACTED
STRUCTURAL FILL
GENERAL NOTES
1. GEOGRID TO CONSIST OF SYNTEEN SF 55 OR EQUAL.
2. REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.
1
3. GEOGRiD SHALL HE INSTALLED BEHIND WALL WfTHNLACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALL
4. GEOGIRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL.
S. GEOGRID SHALL BE PULLED TIGHT BEHIND WALL STARE END OF GEOGRID AS REQUIRED
TO MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL.
i
6. PROTECT GEOGRID FROM CONSTRUCTION D&VAGE PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEOGRID AT CONTRACTORS EXPENSE.
7. ALL STRUCTURAL FILL TO BE COMPACTED TO 05% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-698,
STANDARD PROCTOR. LOOSE UFT THICANESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTURAL FlLL IN REINFORCED ZONE SHALL 13E SELECT GRANULAR MATERLAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAXP�UM OF 30 PERCENT PASSING THE NO. 200 SIEVE
(FINES CONTENT) BASED ON THE 314- GRAVEL FRACTION,
0. HEAVY C014SMUCTION EQUIPMENT SUCH At I p vjmjAj0rlY DRUM ROLLERS, LOADED DUMP TRUCIVS,
FRONT-END LOADERS, ETC., SHALL NOT OPERATE VATHIN FIVE FEET OF BACK OF WALLS.
STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVEMAMMUM LOOSE LIFT TH;C',(NESS OF 12
INCHES AND SHALL BE COMPACTED USING HAND OPERATED CDMPACTION EQUIFIMENT.
SWALE FOR SURFACE DRAINAGE CONTROL
NATIVE FIRM UNDISTURBED SOILS -
OR COMPACTED STRUCTURAL
STRUCTURAL FILL TO BE VERIFIED
BY GEOTECHNICAL ENGINEER
COMPACTED STRUCTURAL FILL
(SEE NOTE 7)
PARKING LOT
............. GEOGRID REINFORCEMENT IN
SEE RFJNFORCING
............. . .......... ..............
... .. ..... ... .............
....... ..... ....... ..........
.......... ...........
............. 2' ...
..............
MIN..
....... ...........
R ................................... ............
.k .................................. ............
.................................. ............
..........
................
ROCK FILTER%%%'
MATERIAL. BETWEEN
... AND 4 INCH SIZE WITH .......... ...........
LESS THAN 2%
............ .................. ...........
.......... . Typ.) ...
........... 0.5'
.............. ........................
. ..................... .......
...........
........................... . ............
................. ............
:tl ... ..........................
............................... .
............................... ...........
G BEDDING 1.5'
KEYWAY J 12
I " M!
KEYWAY SHOULD BE SLOPED
DOWN TOWARDS THE FACE
BEING PROTECTED I
4 IN. MIN. DIAMETER
DRAIN PIPE SURROUNDED BY
CLEAN WASHED 3/4" DRAIN
GRAVEL
NOT TO SCALE
ROCKERY NOTES:
1. ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIOELINES.
2- ROCK USED MUST MEET THE REQUIREMENTS
FOR ROCK ouALI1TY SPECIFIED IN SECTIONS 97-13.7(1)
OF THE VISDOT STANDARDS SPECIFICATIONS (2004).
3. ALL CAP ROCKS MUST BE SECURE AND NOT ABLE
TO BE DISLODGED BY HAND.
10�
REINFORCING SCHEDULE
WALL HEIGHT `H'
LAYER NO.
REINFORCEMENT
(SYNTEEN OR EQUIVALENT)
LENGTH L (FEET)
ELEV. (FEET)
1
SF 55
6.0
0.5
4 FEET
2
SF 55
6.0
2.5
1
SF 55
7.0
0.5
6 FEET
2
SIT 55
7.0
2.5
3
SF 55
7.0
4.5
I
SF 55.
8.0
0.5
2
SF 55
8,0
2.5
8 FEET
3
S F 55
8.0
4.5
4
SF 55
8.0
6-5
1
SF 55
9.0
0.5
2
SF 55
9.0
2.5
10 FEET
3
SF 55
9.0
4.5
4
SF 55
9.0
6.5
5
SF 55
9.0
8.5
GENERALNOTES
I . REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.
2. REFER TO REINFORCING SCHEDULE FOR GEOGRID LENGTHS AND 0--EVATION5.
3. GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALL.
4. GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL.
5. GEOGRID SHALL BE PULLED TIGHT BEHIND WALL STAKE END OF GEOGRID AS REOUIRED
TO MAINTAIN TENSION BEFORE COVERING WITH S#WCTURAL FILL.
6. PROTECT GEOGRID FROM CONSTRUCTION DAMAGE I PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEGGRID AT CONTRACTORS EXPENSE.
7. ALL STRUCTURAL FILL TO BE COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM 0-698.
STANDARD PROCTOR. LOOSE LJFT THICKNESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTURAL FILL IN REINFORCED ZONE SHALL BE SELECT GRANULAR MATERIAL WITH A MAXIMUM
AGGREGATE,.SrZE OF 3 INCHES AND A MAXIMUM OF 30 PERCENT PASSING THE NO. 200 SIEVE
(FINES CONTENT) BASED ON THE 3/4�' GRAVEL F�RACTION.
B. HEAVY CONSTRUCTION EQUIPMENT SUCH AS ViBRkORY DRUM ROLLERS. LOADED DUMP TRUCI(S,
FRONT-END LOADERS, ETC.. 514ALL NOT OPERATE, WITHIN FIVE FEET OF BACK OF WALLS.
STRUCTURAL FILL PLACED IN THIS ZONE SHALL 1-iAVE MAXIMUM LOOSE LIFT THICKNESS OF 12
INCHES AND SHALL BE COMPACTED USING HAND'OPERATED COMPACTION EOUIPMENT.
4. REINFORCING SCHEOULE IS APPLICABLE FOR 2:1 (H-V) SLOPE SURCHARGE_
L
TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
Mr. Ross Woods
Point Edwards, LLC
2801 Alaskan Way, Suite 107
Seattle, Washington 98121
Subject: Buildings 6 and 7 Rockeries
Point Edwards C6ndon-dniums
Edmonds, Washington
JUN 2 8
T11%
2006
BY
June 13,2006
Project No. T4893
Reference: Grading Review, Buildings 6 and 7, Point Edwards Condominiums, Project No. T-4893,
prepared by Terra Associates, Inc., dated June 8, 2006
Dear Mr. Woods:
A plan sheet by Tiiad Associates titled Building 617 and Antenity Building Fine Grading and Excavation Cross
Sections dated June 1, 2006, indicates vertical breaks in grade in the yard area between Building 7 and the
Amenity Building will be faced with rockeries ranging in height between about 2 and 10 feet. Approximately 70
lineal feet of rockery will be constructed on and against fill consisfing of rigid, lightweight polystyrene foam. As
discussed in our referenced letter, rockeries built in accordance with Associated Rockery Contractors (ARC)
Standard Rockery Construction Guidelines may be constructed on and against the polystyrene foam material.
However, we recommend placing at least six inches of a crushed rock leveling course between the base rocks of
the rockery and the polystyrene foam subgrade. A typical rockery detail that is applicable for rockeries;
constructed against cuts into conripetent native soil or the rigid polystyrene foam is attached as Figure 1.
Approximatcly 140 lineal feet of rockery will be conshructed against conventional n-�neral soil fill. These
rockeries generally have a maximum height of about eight feet and will be surcharged by parking areas or a
sloping grade above the rockery.
A rockery is not intended to function as an engineered structure to resist lateral earth pressures as a retaining wall
does. The primary function of a rockery is to cover the exposed excavated surface and reduce the potential for
erosion. In order to use rockeries at these locations, we recommend that the fill immediately behind the facing be
reinforced with geosynthetic reinforcement. A recommended detail for a reinforced fill wall with a rockery facing
is attached as Figure 2. Wall design calculations are enclosed for building official review.
12525 Willows Road, Suite 101, Kirkland, Washington 98034
Phone (425) 821-7777 * Fax (425) 821-4334
MI''.111-
F/4'-Ftm-
Mr. Ross Woods
June 13, 2006
Grades below the rockeries range from relatively flat to a maximum inclination of about 2.5:1
(Horizontai:Verfical)- Where a sloping grade exists below the rockery, we recommend establishing the
embedment depth of the base rock by maintaining a minimum lateral separation of five feet between the outside
lower edge of the base rocks and the face of the adjacent slope grade. As shown on Figure 2, %ve reeommend a
minimum embedment depth of 1.5 feet.
We trust the information presented is sufficient for your current needs. If you have any questions or require
additional information, please call.
Sincerely yoLws,
TERRA ASSOCIATES, INC.
14r4i't
John C. SadJ
Project N14
X
Theodo' he r -
Principa 26742
Enci: Detail
Fi,ure, with Reinforced Fill
r�k�
num 7ed E (h (MSE) W211 Design Calculations
cc: Mr. Mark Reeves, Triad Associates
Project No. TA893
Page No. ii
:01
Maximum Slope: 2:1(H:V)
2
Swale for surface drainage control V-X/
K111112" compacted native soil
.61
A
A
A' Competent undisturbed
native soils
Crushed rock filter
material, between 2-
and 44nch size with
less than 2% fines.
in rnln�11' in. min.
gravel bedding
Firm undisturbed Keyway 1 12 in. I
soil to be verified I min. I V 4 in. minimum diameter
by Soils Engineer drain pipe surrounded by
I clean washed 314-Inch
Keyways ould be sloped gravel taken to approved
down towards the face point of discharge.
being protected
NOT TO SCALE
Notes:
1) RDckery construction shall be completed
In accordance with the Association of
Rockery Contractors gludellnes.
2) Rock used must meet the requirements
for rock quality specified in Section 9-13.7(l)
of WSDOT Standard Specifications (2004).
Terra CUT ROCKERY DETAIL
POINT EDWARDS CONDOMINIUMS
Associates, Inc. EDMONDS, WASHINGTON
WN Consultants In Geotechnical Engineering
Geokmy and 1,
Environmental Earth Sclences Proj. No. TA893 Date JUNE 2006 Figure I
�PACTED STRUCTURIL "IL
SE"E NOTE 7)
SWALE FOR SURFACE DRAINAGE CONTROL
6" M!N.
FARXING LOT
.2-
............. ..........
............ * .... .
REINF
4SEE REINrORCING SCMEQUt.E-)-.-.
. . .......... ...
. .......... . ......
.............. .. ............
6 3* MIN.*- ....... .
HEIGHT H
(10' MAX.)- V
... ..............
..............
RIJSHFD ROCX FILTER'.'.'' ................
*,'MATERIAL. BETWEEN 2,-.
AND 4 INCH SIZE YATH,-,-
=%'= ...... ........
. .. ...... .................... . '
........ ..... ...... .. ..... . 2",
.............
I. ............
MR. 3 IN MIN
iVAY 12 11 4 IN. MIN. DIAMETER
CRAIN PIPE SURROUNIDED By
NATIVE FIRM UNDISTURBED SOILS CLEAN WASHED 3/4" DFLAIN
OR COMPACTED STRUCTURAL KEYWAY SHOULD BE ILCIPEOJ GRAVEL
STRUCTURAL FILi TO BE VERIFICID DOWN TOWARDS THE FACE
BY CEOTECHNIC;L ENGINEER 8 ING PROTECTED
NOT TO SCALE
ROOKERY NOTES:
1. ROOKERY CONSTRUCTICN SwIALL BE COVPLEIED
!N ACCORDANCE WITH T14E ASSOCIATION OF
ROOKERY CONTRACTORS (ARC) GUIDELINES.
2. ROCK USED MUST MEET THE REQUIREMENTS
FOR ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(l)
OF THE WSDO'r STANDARDS SPECIF-CATIONS (;004).
3. ALL CAP ROCKS MUST BE SECURE AND NOT ABLE
TO BE O!SLOOGED By RAND
REINFORCING SCHEDULE
WALL HEIGHT 'H'
LAYER 80'
REINFORCEMENT
(SYNTEEN OR EGjrVALENI)
LENGTH L (FEET)
ELEV. (FEET)
4 FEET
I
SF 55
6.0
0.5
2
SF 55
6.0
2's
I
SF 55
7.0
0.5
6 FIE"
I
SI , 55
7.0
2.5
3
SF 55
7,0
4,5
I
SF 55
8.0
0.5
8 FEET
2
sr- 55
'o
2.5
3
SF 55
4.5
4
S F 55
8.0
6.5
SF 55
9.0
0.5
2
SF 55
8.0
2.5
10 FEET
a
SF 55
910
4.5
4
SF 55
9.0
6.5
i
SF 55
9.0
8.5
GENERAL NOTES
1. REFER TO CIVIL GRADING PLANS FOR WALL AUGNMENTS AND ELEVATIONS.
2. REFER TO REINFORCING SCHEDULE FOR GGEOGRID LENGTHS AND ELEVATIONS.
3. GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO VIALL,
A. CEGGRID SHALL BE !NSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL,
5. GGEOGRID SHALL BE PULLED -TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED
TO MAINTAIN TENSION BEFORE COVERING V.ITH STRUCTURAL FILL,
6. PROTECT GEOGRID FROM CONSTRUCTION DAAkGE PER MANUFACTURERS SPECIFiCA'DONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEOGR:D AT CONTRACTORS EXPENSE.
7, ALL STRUCTURAL FILL To BE COMPACTED TO 959 OF SOILS MAXIMUM DRY DENSIrry PER ASTM D-698.
STANDARD PROCTOR. LOOSE LIFT THICKNESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES,
STRUCTURAL FILL IN REINFORCED ZONE SHALL BE SELECT GRANULAR MATERIAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAXIMUM OF 30 PERCENT PASSING THE NO. 200 SIEVE
(FINES CONTENT) BASED ON THE 3/4- GRAVEL FRACTION.
9. HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS,
FRONT-LNO LOADERS. ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS,
STRUCTURAL FILL PLACED IN THIS ZONE SKkLL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12
114CHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EOUIPMENT.
4. REINFORCINC SC14EDULE IS APPLICABLE FOR 2:1 (H:V) SLOPE SURCHARGE.
4
-- - - - - - - - - - - - - ---
77,
- - ------------------- ----------
---------- -
.00,
_7_ ...... ... ......
.000, - - - - - - - - - -
'N.001 100,
z-------- NN
N., N
N,
'7N
"IN
------------------ 1-1
NN
NN
'000,
.000,
------------ ----------
BLDG NO. 5
N
R 114.50' N'
--------------- - - --------
L3 103.50'(LOBBY)
N "N
L2 92.5' (COUR7)
LDG NO. 5
-0o' R 118.50' BLDG NO. 5 L11P1 82.17' N, NN
R 116.50' IN,
L3 =50'(LOBBY) L3 105.50'(LOBS-Y) N
L2 96.5' (COUR7) L2 94.5' (COUR7)
L11PI 86.17'
L11P1 84.17' 90
'oo"�
BLDG 2
AVG. G DE 82.0'
MAX, HGT. 117.0
114% IN.
__102
j02 R 10Z0'
.00l
(LOBBY)I
'N'
L3 96.0
.1 looll
-e . - L2 85.0' (COUR7) N,
-- ------------ 1 74.66'
.001,
BLDG NO. 8 NN
.01 AVG. GRADE 122- Z Z_
MAX. HGE 157.7 "N
LDG NO. 6 R 153.0'
N
AVG.GRADE 121.5'
'o' 0-1 L3 142.0'(LOBB�9
100, MAX. HGT. 156.5' L2 131.0'(COUR7)
.1 .0o' R 143.0'(149.0'MAX.) Ll N
10, NN
loo, L3 132.83'(LOBBY) 1 111.66'
100, OUR7)
N
L2 121.50'(C
L11P1 110.67'
N IN,
N
%N. IN
BLDG NO. 4 N.
AVG.GRADE 106.5'
MAX. HGT. 141.5' IN
R 133.0'
el - (LOBBY)
0 122.0
BLDG NO.
N'o/ *`N N
L2 111.0'(COUR7) \"90"
L1 AVG. GRA�E
19, 100.W MAX. HGT . 114.
R 107.0 'l 11.0
L3 96.0' :)BI
DG NO. 7 L2 85.0' (COU
Z1000, L11P1 74.67'
AVG. GAADE 121.5'
MAX. HGT, 156.5'
R
143.0'(149.0-
MAX.)
L3 13183' (LOBBY) r :7
L2 121.50' (COUR77
L11P1 110.67' LDG NO. 9
�j %
AVG. GRADE 1417
MAX. HGT. 181. \1171
R 180.0'(181. BLDG N
L3 164.66' BLDG NO. 10 AVU. RADE 102.5'
IN
L2 153.66-1 UR7) R 187.99' HGT, 137.5'
160 L5 176.99' R 133.5'(137.5'MAX)
L 1 142.66' 'lea
P1 132.66' L4 165.66'(LOBBY, COUR7) PO(
W 154.33' (Pl)
W 122.5'
L2 111.5'(LOBBY, COUR7) 3
74.6
L2 143.17' (P2) J4 101.17'
Ll 132.84'
0111 N IN. % \\V 01
11 �/ NN PATIO 79.0
Nj
N IZN I N I
4 AMENITYBLDC
L2 92.0'
0
IN
\NN4
0
- - - - - - - - - - - - -- I - -------- - - - - - - - - --------- 1,
If
N, �' f
N, �'
S
NN
N,
71111"
%
10
Z -------------- \Lv
--- -- -----
Coo
INDICATES BUILDING
CURRENTLY SUBMITTED ela�4� lf:�q4
FOR PERMITTING
A'PH-10VED A,",; N0TF_D
BY Et -I! EERIN
Date:
515�9_ A-LS6 pr�50(
ITE FLAN jpe-T;M
SCALEd" - 60'-0" OVIL
PARKING SPACES REUD..IVA
PARKING SPACES PROPOSED-.
BARRIER FREE PARKING SPArES-,__L_._
APPRO"
,viRE.DUAIC
"A
City0f Edmonds Building Department
( D PLAN
OVEv*
"A
C
'd
1*4
co.q
E �C0 ,
g 3:
0 +
L6
8
425 Pontius Ave N
Suite 200
Seattle WA 98109
0 206 344 6700
f 206 749 5005
info@weberthompson.com
POINT
EDWARDS
AMENITY 2
CLIENT:
POINT EDWARDS LLC
ISSUE:
PERMIT SUBMITTAL 08-24-01,
ABP CORR #1 10-25-01,
APLANNING CORR #1 10-25-0-,
CONST. REVISION:
Arr
A-2-
Ac3
AC4_
ESUB
,j,,N 3 12008
At WILDING DEPARTMEW
e_'iTY OF EDMUNDS
Ari
Client Quality
Phase: Approval: Assurance,
Schematics
Design Dev.
Permit Doo.
Bid Doc.
Const. Doc.
ACCEPTANCE OF THE ELECTRONIC FILE
VERSION OF THIS DRAWING ACKNOWLEDGES
THE RECEIPT AND CONSENT TO THE TERMS OF
THE WEEER+THOMPSON PLLO ELECTRONIC
MEDIA RECEIPT AGREEMENT
DEVELOPMENT
SITE PLAN
DRAFTED BY: SB
PROJEOT MGR.: VLS
PRINCIPLE 1. C.: BW
SHEET NO.
PROJECT NO. 05-090
G:\Drawings\05-090 Pt. Edwards New Arranity\05090-Current DrawIngs\05-090_AMN_A1-0.dwg, 10/2WOO7 12:27:56 PM, v
BUILDING 7
AVG. GRADE 121.5
POOL
MAX HGT. 15685' ENCL08URE
R 143. 0 f (149. 01 FENC,E.
MAX.)
L3 132.83F (LOBBY) PLACE EXIT
LIGHT ING AND
L2 121.501 (COURT) SIGNAGE HERE
L11P1 110.67
L INE OF
FENCE
SURROUNDING
POOL
DECK
OVERLAP
5ETWEEN
IBLDG. '1
PI AND
GRADE
41-011
WALKWAY
FLAN
SCALE:NTS
;�4-
L INE OF
PARKING
GARAGE.
5ELOW
(T.O.5. 121.5')
77%nv""
rx t4tx
nzin t vq4
3
00
21- 000 00 0'�
00 00
SPA
1W
r
.V -
-XIT-J�
PLACE E
LIGHTING AND
PROPOSED AMENI . TY SIGNAGE HERE
BUILDING #2
AVG. GRADE 142.25
MAX. HGT. 156.0"'Ao-h4aP CONTINUOUS OUTDOOR
zone Comer Flag-Z POOL COOKING
-NC:LOSURE 4 GRILL SEE A2.2
Setback Actual, ROOF 155.5
Front 10 7affgide-3 MAIN LEVEL 142.0' FENCE FIRE EXTINGUISHER
Sides
Rear r
Odier f PARKING 140.1.
Icaftit 77
NOTEI.
1. FROVIDE PROPER EMERGENCY INDICATOR LIGHTS, SEE CIVIL FOR SEE
SIGNAGE AND HARDWARE AT ALL EXIT GATES FROM TOPS AND TOES LANDScApE
THE POOL DECK OF ROCKERIES FOR FOOT
2. POST OCCUPANCY MAXIMUM FOR THE FOOL DECK ON
5UILDING IN AN EASILY READA5LE. AND ACCE.5515LE ANDRETAINING PATHS
POSITION ON THE FOOL DECK YALL5
,a A =1== IKI le —I lolne-= -n \-40 1 M I -l-
TO THE COOKING GRILL IN A P061TION THAT 15
READILY ACCE5515LE TOALL USERS ON THE POOL
DECK.
INDICATES 5UILDING
CURRENTLY
SU5MITTED FOR.
PERMITTING
(Al
CJ-r9
VA-sF,
11
In
LIM Wit 11
LIE
EMERGE Y
VEHICLE
PARKIN�
ADA F�RKING,
SEE Al�.00
F�R ALL
$LOPES SEE
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x
. -\ \ I x
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SEE 4F �OR SLOPES
WATER
EASEMENT,
APPROX.,
LOCATION OF
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425 Pontius Ave N
Suite 200
Seattle WA 98109
0 208 344 6700
f 206 749 5005
info@weberthompson.com
REGISTERED
WASHINGTON
POINT
EDWARDS
AMENITY 2
CLIENT:
POINT EDWARDS LLC
Z
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A2 PLANNING CORR #1 10-25-0
ASP CORR #2 11-20-0
A EIR CORR #3 ol/04/0
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AT
A2
A3r-
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4
Az JAN 3 1 200A
"lUILDING DEPARTMENT
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Ari-
Client Quality
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Schematics
Design Dev.
Permit Doc.
Bid Doo.
onst. "oc.
AOOEPTANOE OF THE ELECTRONIO FILE
VERSION OF THIS DRAWING AOMOWLEDGES
THE RECEIPT AND CONSENT TO THE TERMS OF
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STATE LICENSED LANE) SURVEYOR AND DOCUMENTATION PROVIDED TO
THE CITY BUILDING DIVISION PRIOR TO PLACEMENT OF CONCRETE.
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MEAN LOW LOW WATER, UNTIL STREET MONUMENT ' 5/5ENCH MARKS ARE
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HEIGHT CHECKS FOR THE 5UILDINGS, HEIGHT (:�LA.CULATIONS MUST BE
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FRAMING APPROVAL FOR EACH BUILDING.
3. CIVIL INFORMATION UNDER SEPARATE COVER.
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ACCEPTANCE OF THE ELECTRONIC FILE
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THE RECEIPT AND CONSENT TO THE TERMS OF
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WEBER +THOM PSON
PLLO
425 Pontius Ave N
Suite 200
Seattle WA 98109
0 206 344 5700
f 206 749 5005
info@weberthompson.com
PROJECT.
--------------------------------------------------------
POINT
EDWARDS
AIMENITY
BLDG. #2
CLIENT -
POINT EDWARDS, L.L.C.
p", t
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2/26/07
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&BP CORRECTION #1
10/25/07
&B P CORRECTION #2
11/29/07
&FIRE CORRECTIONS
1/11/08
Client Quality
Phase: Approval: Assurance:
Schematics
Design Dev - ---------- - --- - -----------------
Permit Doc.
Bid Doc.
Oonst. Doc - ----------------- -----------------
ACCEPTANCE OF THE ELECTRONIC FILE
VERSION OF THIS DRAWING ACKNOWLEDGES
THE RECEIPT AND CONSENT TO THE TERMS OF
THE WEBER+7HOMPSON PLLO ELE07MIONIO
MEOLA RECEIFITAGREEMENT
PLAMINGPLAN
R E.- IS U B
JAN 3 12008
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M
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PROJECT NO. TFtA 2235 AMEN 2 8
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SCALE: 1/8"=l'—O"
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3/8" EXPANSION JOINT WITH JOINT CAP,
PREMOLDED JOINT FILLER & FLEXIBLE POLY. JOINT
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LAWN LAWN
L
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4
U
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REINFORCED WITH FIBERMESH.
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78
INUS CRUSHED ROCK COMPACTED 95%
MINUS CRUSHED ROCK COMPACTED 95%
SUBGRADE
111=111* H11" Hi SUBGRADE
SECT: CONCRETE BAND
SCALE: 3/4"=V-0"
PERIMETER 5AND:
SIZE: 18" WIDE
NON -SLIP FINISH
SAW -CUT CONTROL JOINT
BETWEEN POOL DECK
PANELS AND BANDS.
SAW -CUT SAME BIZE AS
CONTROL JOINT.
POOL DECK/ ENTRY PANEL:
SIZE: 3'x 5'
PATTERN: RUNNING 50NO AT
IBO DEG. ANGLE AS PER PLAN
STAINED PANEL BAND
STAINED NON -SLIP BAND
SIZE: 18" WIDE,
EXPANSION JOINT TO
SPLIT BAND, IN HALF,
150TH QIRECTICN5
CONCRETE COLOR,
PANEL: NATURAL
PANEL BAND: CHARCOAL
PERIMETER BAND: CHARCOAL
CONTROL . JOINT NOTES:
SAW -CUT (1/811 x 111/2"),
TOOLED EDGE 1111/2"
RADIUS EDGE.
A-
50fn
r— 150mi
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SECT: CONCRETE THICKENED EDGE
SCALE: 3"=V-0"
NOTE'.
REFERENCE CIVIL ENG. DW3's FOR SIDEWALK
DETAIL, WITHIN THE RIGHT OF WAYi USE CITY
OF EDMONDS SIDEWALK STANDARD DETAIL
14f / PATIO AI OP;= NOT TO ;=Yr_;=;=n
1% SLOPE, MUST DRAINAWAY FROM BUILDING 1/2" MEMBRANE EXPANSION JOINT
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SCALE: NTS
SECT: GEO BLOCK POUROUS PAVEMENT
SCALE: 3"=l'—O"
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((011X(O")
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CO C D 00%)
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THOMASRENGSTORF
AND ASSOCIATES
LAMSC"E ARCfflMCrUU
MENAMMG
UMANDESIGN
SUITE M2,911 WESTERN AVE, SEATTLE, WA 98104
PHONE: (2W) 882-7562 FAX (206) 6824721
STATE Of:
WASHINGTON
f;MGISTERED
" MOOC
A
TW43RAS
CERTIFICATF NO. 2SS
WEBER +THOM PSON
PLLC
425 Pontius Ave N
Suite 200
Seattle. WA 98109
4) 206 344 5700
f 206 749 5005
info@weberthompson.com
---------------------------- I ---- ---------------------
PROJECT-
POINT
EDWARDS
AMENITY
BLDG. #2
CUENT:
POINT EDWARDS, L.L.C.
ISSUE:
"I I
ERMIT SET:
6/26/6
&PERMIT SET
2J28/07
&PERMIT CORRECTION
5/04/07
&BUILDING PERMIT
8/31/07
&BP CORRECTION #1
1 OA26107
&BP CORRECTION #2
11/29/07
&FIRE CORRECTIONS
1/11/08
Client Quality
Phase: Approval: Assurance:
Schematics
Design Dev.
Permit Doc,
Bid Doc.
Const. Doc.
ACCIFFMANCE OF THE ELECTRONIC FILE
VERSION OF THIS DRAWING ACKNOWLEDGES
THE RECEIPT AND CONSENT TO THE TERMS OF
THE WESER+THOMPSON PLLO ELECTRONIO
MEDIA RECEIPT AGREEMENT
SITE DETAELS
RESUB
JAN 3 12008
BUILDING DEPARTMENT
CITY OF EDMONDS
SHEET NO.
0
0
L20001.
M, 0
2" 50. BOX ALUM. TOP RAIL
PRE-FA51RICATE PANEL
1/211 x 1/2" E30X ALUM.
PICKET5, PRE-FAE3RICATE
PICKET 5PACING: 2" o.c. MAX.
2" 50. BOX ALUM. E30TTOM
Oil RAIL PRE-FAE3RICATE.
MAXIMUM 5PACING BETWEEN
FIN15HEID GRADE 4 BOTTOM
RAIL OF PLAY AREA FENCE
NOT TO EXCEED 2'1.
4" 5Q. E30X ALUM. P05T
WITH CAP
P06T 5PACING: V o.c. OR
EVENLY 5PACED BA5ED
ON LAYOUT OF AREA,
P05T V-011 0.0. C;
L
OR EVENLY 5PACED I/
5ECTION5 BA5ED ON
2" MAX. LAYOUT OF AREA.
TYP.
CONCRETE FOOTING:
12" DIAM. x 24"
I" CHAMPERED EDGE
AT TOP OF FOOTING
RA15E TOP OF FOOTING
2" ABOVE FIN15HED E:1 I 1E1 11--1
GRADE. I
COMPACTED 5U5GRADE
(COMPACT 135%)
SECT: ORNAMENTAL METAL GATE AND FENCE
3CALE: 3/4" = 1'-0"
.4
A
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5 1
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SECT: CONCRETE OUTDOOR COOKING GRILL
SCALE: 3/4" = 1'-0"
NOTE&
POOL AREA FENCE COLOR TO BE BLACK.
PRE-FA5RICATEID PANEL5 WILL BE ACCEPTABLE UPON
REVIEW BY OWNER, ARCHITECT, LA05CAPE ARCHITECT.
2" 50. E30X ALUM. GATE FRAME
WITH PICKET5AND ME514
5ECURITY PANEL
ME5H PANEL TO BE FA5TENED
TO IN511DE OF PICKET
- PICKET5: 1/2" x 1/2" E30X
ALUM. W1 21, MAX, 5PAGING
HINGE5 (3) 5ELF-CL05ING
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P05T AND FRAME.
1. GRIND ALL A55EME3LY POINT5 5MOOTH
2. POWDER COAT ALL 5URFACE5
COLOR:BLACK
3. GATE CL05ING HARDWARE TO
BE 5ELF-CL05ING $ LOCKING
FIN15HED ECURITY PANEL NOTE&
GRADE 24" ME514 5ECURITY PANEL
MEA5URE FROM CENTER OF
KEYED LATCH.
HT. OF LATCH TO BE 36" (MIN.)-
54" (MAX.) MEA5URE FROM
2'-011 FIN15HEID GRAIDE ELEVATION
ME5H 5ECURITY PANEL
WELDED/ BRAZED TO IN51DE
OF PICKET5, IN 5HAPE AND
DIAMETER 6HOWN
BOTH GATE 4 FENCE PANEL
WILL RECEIVE ME5H PANEL.
ME6H 51ZE: 1/2" DIAMOND 50.
I-E&
�5, 5TEEL GRILL, ROCK 4 NATURAL GA5 IN5ERT
BE 05TAINED FROM FIREPLACE 5UPPLIER
E RETARDANT LOG5
INLE55 5TEEL GRILL
CH 11" 5Q, TO RECV GRILL, TYP.
DIA. RADIU5 EDGE TYP.-5TEEL TROWEL
'�H ALL EXP06ED 5URFACE5
4 RE5AR, HORIZONTAL AT 8" OC, MAINTAIN
;LEARANCE FROM ALL EDGE5 TYP.
11 OC
5 REBAR, VERTICAL AT I(o
IGRETE PAVING
IAN510N JOINT
GHTLINE GA5 5TU50UT
OTHER5- CONNECTION5 TO BE
ALLED BY LICEN5ED CONTRACTOR
-GRADE COMPACTED 95%
IINU5 CRU5HED ROCK, COMPACTED 135%, TYP
DECK51DE LATCH TO BE EQUIPPED WITH PANIC
HARDWARE
GATE DOOR TO MEET 200(o IBC 1000.1 EXIT
REQUIREMENT5 A5 TO WIDTH, 5WING, 511DE HINGE5, DOOR
OPERATION5, OPENING FORCE, ETC.
am
Ell
1211 DIA.
CONCRETE
�= 2411
FOOTING
Ell
I F
COMPACTED 5UBGRADE
(COMPACT95%)
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EXTERIOR GATE KNOB
AND LATCH PLATE.
BOARD OF HEALTH
APPROVE[) LATCH 4
KNOB HARDWARE
36" MIN. HT.-
54" MAX. HT.
FIN15HED
GRADE
THOMAS RENGSTORF
AND ASSOCIATES
LANDSCAPE ARCEMCrUM
SrM PLANNING
URBAN DIESIGN
n"
&A�
THOMAS V. RENGM;
CERTIFICATE NO. 295
P=
425 Pontius Ave N
Suite 200
Seattle WA 98109
0 206 344 5700
f 206 749 5005
info@weberthompson.com
PROJECT:
POINT
EDWARDS
AMENITY
BLDG. #2
CLIENT:
POINT EDWARDS, L.L.C.
pa�t
ISSUE:
APERMIT SET: 6/26/6
A2 PERMIT SET 2/26/07
Z�PERMIT CORRECTION 5/04/07
A4 BUILDING PERMIT 8/31/07
Z��BP CORRECTION #1 10/25/07
A6
A,
Client Quality
Phase: Approval: Assurance:
Schematics
Design Dev.
Permit Doc.
Bid Doc.
i Const. Doc.
ACCEPTANCE OF THE ELECTRONIC FILE
VERSION OF THIS DRAWING ACKNOWLEDGES
THE RECEIPT AND CONSENT TO THE TERMS OF
THE WEBER+THOMPSON PLLC ELECTRONIC
MEDIA RECEIPT AGREEMENT
SITE DETAILS
RESUB
JAN 3 12008
BUILDING DEPARTMENT
OF EDMONDS
CITY
SHEET NO.
00"
L20 0 0 J%�
PLAN: CONCRETE STAIRS W
SCALE: 3/4" = 1 1-0-"
SECT: CONCRETE W
SCALE: 3/4"- = 1'-0"
1) 1 0
A'L
()U
P05T TYP.
HANDRAIL TYP. /30/A 'fll�v
CONCRETE 5TEP5 TYP.
4/2" FELT EXPAN51ON JOINT 6" POTH. APPLY
TO ALL AREA5 THAT KLL BE IN CONTACT HITH
CONCRETE. APPLY TO BOULDER5 PRIOR To
IN5TALLATION OF CONCRETE.
BOULDER5 TYP.
BOULDERS, TYP
BOULDERS, TYP
FIN.
5AWCUT (3)Y4"X)14" INDICATOR
5TRI05 SPACED I" O-C, 2" OFFSET
=ROM BULL NOSE, CONTINUOUS
4LOZ ENTIRE TREAD.
V4" 00. 6TAINLE65 STEEL HANDRAIL
-3 MAN BOULDERS TYP.
�O. 3 N05ING BAR
10. 5 RE13AR AT 16" OC VERTICAL
X !�` STEEL BAR, LINE POSTS UP
509RE JOINTS,
E>IFAN51ON JOINT W1 FLEXIBLE
AULK-AFFLY MA60N SAND WHEN
=T' 1YP`
GRADE
4 PEBAR SPACED 811 OC HOR
%TAIN 2" CLEAR FROM ALL
)GE6 TYP,
)6T EMBEDMENT, SEE 42A/L3.02
11 MINUS CRUSHED ROCK
)MPACTEI) 95%, TYP
=A r-
--'w - 1:z L-L-fir-ALir-L) 55%
SECT: CONCRETE STAIRS WITH/WITHOUT BOULDERS
SCALE: 3/4"--�i �75 �
PLANTING 601L
PLACEASOF BOULDER BELOW GRADE
41GH CASCADE GRANITE, OR APPROVED EQUAL
4VAILABLE FROM MARENAKO5, TO BE HAND
' )ELECTED BY LANDSCAPE ARCH, COORDINATE
:INAL PLACEMENT WITH LANDSCAPE ARCHITECT.
N6TALL PRIOR TO INSTALLATION OF CONCRETE.
�11 FELT EXPAN61ON JOINT (o" WIDTH. APPLY TO
4LL AREAS THAT WILL BE IN CONTACT WITH
�ONCRETE. APPLY TO BOULDERS PRIOR TO
N5TALLATION OF CONCRETE
;ONCRETE PATIO TYP,
i" MINUS CRUSHED ROCK, COMPACTED 95%
TYP.
E30ULDER 5CHEPULE
4 1'-2 ONE HHOLE 5
TkqO MAN kqHOLE 13
H2 31-4 - STHkRoEr-E MAN NHOLE 5
25% OF ALL BOULDER5 To BE M055EI2
ALL BOULDER5 To BE HAND 5ELEGTED
AND FINAL P051TION APPROVED By
LAN050APE ARCHITECT
BO LDER SCHEDULE
SUALE: 3/4"=V-0"
425 POntius Ave N
Suite 200
Seattle WA 98 1 og
206 344 5700
f 206 749 5005
info@weberthompson.com
PROJECT:
POINT
EDWARDS
AMENITY
fil
BLDG. #2
LANDSCAPE ARCMUCTURE
SrrE PLANNING
URBAN DESIGN
SUITE 202, 911 WESTERN AVE., SEATTLE, WA 98104
PHONE: (206) 682-7562 FAX: (206) 682-4721
C-q-)
THOMAS V. RENGS
CERTIPICATE NO. 210
CLIENT:
POINT EDWARDS, L.L.C.
I
point -t2r�
ISSUE:
APERMIT SET:
6/26/6
Z�PERMIT SET
2/26/07
&PERMIT CORRECTION
5/04/07
&EIUILDING
PERMIT
8/31/07
Ar, E3P CORRECTION #1
10/25/07
Client Quality
Phlase:- A A surance:
_Rproyal s
3chematics
Design Dev.
lermit Doc.
3id Doc.
)onst, Doc.
CCEPTANCE OF ELECTRONIC FILE
OF THIS �4E
ERSION AWIN ACKNOWLEDGES
'E
E =R ANr)=NSEpLTLT0' THE TERMS OF
H ON 0
IEDIA RECEIrrr AGREEMENT ELECTRONIC
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MAR 2 0 2008
BUILDING DEPARTMENT
CITY OF EDMONDS
____
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GUSTAV a OSMWACK, PLS
PROJE(;T MANAGER
PROJECT SURWOR
MARK A. REEIoM PE
PROJECT ENGMEER
PROJECT LANDSCAPE EC-H[TECT
F1RST SUBIOTTAL DATE: 7128103
SCAM: HOW.: I `=30' VISr.: NIA
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O"T"EET FILE
SECTION 26, TOWNSHIP 27N., RANGE 3E., W.M.
TRLAD
ASSOCIATES
"PUGET
LEGEND 12112 115th Ave. NE
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Kirkland, WA 98034-6923
EXIS 77NG FEATURES PROPOSED STORM DRAINAGE, SANITARY SEWR AND WER
---PUGET D
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SHEET INDEX PROJECT MANAGER
N07E.- YOU MUST CALL
SITE INFORMATION SUR VE YOR YS NO TES 1 C 0 VER SHEET 1-800-424-5555 NOT PROJECT SURVEYOR
DEVELOPER: POINT EDWARDS, LLC LANDSCAPE ARCHITECT: THOMAS RENGSTORF'& ASSOCIATES HORIZ. DATUM: NAD 83191 2-3 PHASING PLANS LESS THAN 48 HOURS MARK A. REE'lJo= PE
PIER 70 - 2801 ALASKAN WAY, SUITE 107 9 11 WESTERN AVENUE, SUITE 444 WASHINGTON STATE PLANE
SEATTLE, WA 98121 SEATTLE, WA 98104 COORDINATE SYSTEM (NORTH ZONE) 4-5 GRADING AND TESC PLAN BEFORE BEGINNING PROJECT ENGMER
(206) 374-0414 (206) 682-7562 4A BUILDING 5 INTERIM TESC PLAN EXCAVA77ON WHERE ANY PROJECT IIANDSCAPE ARCBITECT
CONTACT: ROSS WOODS CONTACT. THOMAS RENGSTORF VERT. DA TUM, MLLW` - CITY OF EDMONDS 4B BUILDING 5 FINE GRADING AND EXCAVATION CROSS SECTIONS UNDERGROUND U 77LI 77ES FIRST SUBMITTAL DATE: 7128103
ARCHITECT: WEBER + THOMPSON ARCHITECTS S TRUC TURA L ENGINEER: DC1 ENGINEERS 4C BUILDING 8 INTERIM TESC PLAN MAY BE L OCA 7ED.
BENCHMARK: TIDAL BENCHMARK N.7 (1956) RESET FAILURE TO DO SO COULD SCAU: Homz.:i'�-ioo' vxRT.:NIA
425 PONTIUS AVENUE N., SUITE 200 2821 NORTHUP WAY, SUITE 200 STANDARD DISC, STAMPED ON.7 RESET 4D BUILDING 8 FINE GRADING AND EXCAVATION CROSS SECTIONS
SEATTLE, WA 98109 BELLEVUE, WA 98004 1956", SET IN TOP OF CONCRETE WALL UEAN BEARING
(2061 344-5700 (425) 827-2238 APPROXIMA TEL Y 3.5 FEET HIGH, SUR- 4E BUILDING 617 & AMENITY INTERIM TESC PLAN SUBSTAN77AL REPAIR
CONTACT: VALERIE SARGENT CONTACT: JEFF D. BRINK, PE ROUNDING A FLOWER BED AT NORTHWEST N 7 F AZN CROSS SECTIONS
B I COS 7S, (UP TO THREE
CORNER OF GREA T NOR THERN RA X WA Y
GEO TECHNICAL ENGINEER: TERRA A SSOCIA TES, INC. C1 VIL ENGINEER: TRIAD ASSOCIATES STATION. ELEV z 15.95 FEET ABOVE S 77MES 7HE COS T OF
12525 W9LLOW9 ROAD 0101 12112 115TH AVENUE NE MEAN LOWER LOW WATER. fGt� DN REPAIRS TO THE SERVICE). WA
KIRKLAND, WA 98034 KIRKLAND, WA 98034 4H BUILDING 9 FINE GRADING AND EXCAVATION CROSS SECTIONS
(425) 821-7777 (425) 821-8448 NOTE: TO CONVERT PROJECT VERTICAL DATUM TO
CONTACT: JOHN SADLER CONTACT. MARK REEVES, PE NGVD (1929) SUBTRACT 6.03 FEET FROM 41 BUILDING 10 INTERIM TESC PLAN
Q)
NOTED EL EVA TIONS. 4J BUILDING 10 FINE GRADING AND EXCAVATION CROSS SECTIONS CAU77ON
LOCA77ON OF EXIS77NG U77LI77ES
6 GRADING, TESC AND UTILITY NOTES
CONTOUR INTERVAL: 2 FEET 7 TESC DETAILS SHOWN IS APPROXIMA7E AND IST
MAY NOT BE ACCURA 7E OR ALL 10 Al,
8 GRADING, ROCKERY AND SITE DETAILS
INCLUSIVE. IT IS 7HE
9 ROAD AND UTILITY DETAILS
CONMACTOR'S RESPONSIBILITY EXPIRES: 4/26/09 C4
10 SIGHT DISTANCE PLAN
TO FIELD VERIFY LOCA77ON OF 00
t-;-- 11 CURB AND ALIGNMENT PLAN U77LI77ES PRIOR TO PROCEEDING
12 COMPOSITE UTILITY PLAN
WTH CONS7RUC770N.
STAMP NOT VALM
"E4 D 13-16 ROAD AND STORM DRAINAGE PLAN M�� G p
APP1Z'.0FV VOOL WkOtt
N UMSS SIGMM AND DATO fe
DE 17-21 ROAD AND STORM DRAINAGE PROFILE 9VKRTI� APPROVED: 09
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-25 SANITARY SEWER AND WATER PLAN
22
JOB NO.
26-30 SANITARY SEWER AND WATER PROFILE
076- 0 2 7
l;A
G1 LOCK AND LOAD RETAINING WALL DETAILS aTY OF EDMONDS SHM NO.
Q SZ1 STRUCTURAL SITE DETAILS B 2 9 21i 'I"OF30 g-
SL 1-3 STREET LIGHT PLAN (C) 2008 7 MAD ASSOCIA S
:)UiLDINCA DEPAR I MEN_�
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,7,.TV COF 7-.,DMV)mns STREET FILE
SECTION 26, TOWNSHIP 27N., RANGE 3E., W.M.
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WATER MAIN EA SEMEN T LINE PRIOR
TO 774E LA YOU T AND
CONS7RUC770N OF THE RETAINING
WALLS SO 774EY DO NOT
ENCROACH INTO 7HE EASEMENT.
ALL WA7ET VALVES SHALL BE
PRO7EC7ED AND EXPOSED AT ALL
TIMES.
EXISTING FIRE HYDRANT
TO BE REMOVED 20' WA 7ER
EA �E
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CLEARING LIMIT
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EXISTING 12" WATER MAIN rl 4;?
MAINTAIN J' OF COVER I v
OVER PIPE A T ALL TIMES
20' WA 7ER ASSUMED AMENITY
EASEMENT BUILDING PROPERTY
LINE
<'o,
IE BUILT AS PART OF 7ESC TO
,ONVEY DRAINAGE TO YD 5E. 8" E 102.55 690j�-8* 7EWPORARY ADS—N12
SEE SHEET 13 FOR DESIGN. W1 WA 7ER 77GH T LID PLACED ABCVE GROUND ANCHO
(FOO77NG DRAIN W7H 4*x4" POS7S, DISCHARGE
CLEARING LIMIT COIVNEC770N) IN TO TOP OF YD 5E.
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ALL ROCKERY C0NS7RUC77ON
SHALL MEET CITY OF EDMONDS
STANDARDS
. . . . . . . . . . . I a
— SPECIAL INSPEC77ONS REQUIRED BY 7HE GE07ECHNICAL ENGINEER TO VERIFY
STABLE SUBGRADES FOR FV7URE S7RUC7URES,- INCLUDING PROOF ROWNG,
PLACEMENT OF RLL AND COMPAC77ON AND STE MONITORING FOR EROSION
CONTTOL. PROVIDE SPECIAL INSPEC77ON REPOR7S TO THE CITY BUILDING
DEPARTWENT ON A WEEKLY BASIS.
— FOLLOW GE07ECHNICAL ENGINEER'S RECOMMENDA7701VS IN REPORT DA7ED
11121101 AND SUPPLEMENTAL REPOR7S DA7FD 12113102, 7130103,
8114103, 514105, 6124105, 6108106 AND 6113106.
k
CITY INSPECTION REQUIRED ON ALL EROSION CONTROLI
MEASURES BEFORE WORK CAN BEGIN.
S
REVISIONS STANDARD DETAIL
ALP�I�V�IB�Y
D. E FR� 10/6/03
D. GEBERT TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
90-19 /06 DATE 7/24/01 1 SCALE NTS I DWG NO. E1.3
ORIGINAL GROUND SURFACE
(PREPARED PER GEOTECHNICAL REPORT)
STRUCTURAL FILL
(SEE NOTE 1)
GEOTEXTILE SEPARATION LAYER
(MIRAFI 50OX OR EQUAL)
BALLAST ROCK DRAINAGE
WINDOW (SEE NOTE 2)
i
1.51 -, �-T'
2' ( I N.)
6' (M I N.)
NOT TO SCALE
IN
KEYWAY EXCAVATION
\—STRUCTURAL FILL
(SEE NOTE 1)
NOTES:
STRUCTURAL FILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF ASTM D 698 MAXIMUM
DRY DENSITY VALUE.
2) 2-INCH BALLAST ROCK DRAINAGE WINDOW; 1.5' THICK, 5'WIDE, CONSTRUCTED 30'(MAX.)
ON CENTER ALONG TOE OF EMBANKMENT FILL. SPACING OF GRAVEL WINDOWS MAY BE
ADJUSTED BASED ON CONDITIONS OBSERVED DURING CONSTRUCTION.
goTerra
Associates, Inc.
Consultants in Geotechnical Engineering
and
Enviro= Earth Sciences
ALTERNATIVE KEYWAY DRAIN DETAIL
POINT EDWARDS CONDOMINIUMS
BUILDINGS 6 & 7
EDMONDS, WASHINGTON
I
Proj. No. T-4893 I Date JUNE 2006 Figure 1
R ES, U B
MAR 20 2008
SUILDING DEPARIMENT
0,1TY OF EDMONDS
SCALE: 1 50'
0 25 so 100
sm
EXIS77NG GROUND CONTOUR I-INES
PER SURVEY BY HANSEN
SUR VE)1NG 8105
ROCKERY LEGEND
C�(= CUT ROCKERY PER
DETAIL SHEET 8
RGURE I
C=CM RLL WALL PER
GEOTECHNICAL ENGINEER'S'
RECOMMENDA 77ONS
N07E.- ALL GRADING SHALL
BE DONE PER SOILS REPORT
BY 7ERRA ASSOCIA7ES, INC.
DA7ED NOVEMBER 21, 2001
EAR7H QUAN7777ES
CUT 12,000 CY
FILL 3,900 CY
APPROVED: N0,TELD
yv'
1 f71
r
CITY OF EDMOND�'--'—'---
%0 DATE
o
TRLAD
ASSOCIATES
PROJECT LANDSCAPE ARCHITECT
FIRST SUBMI[TTAL DATE: 611106
SCALE: mrdz.:i't--501 mw.W�--iol
w
0 0 104
NAL
EXPIRES: 4/26/0;
STW NOT VAM vi R
UWSS SIGNM M DAM P,
JOB NO. 076-027
SBEET NO.
4EOF30
(C)2008 TRIAD ASSOCIATES
SECTION 26, TOWNSHIP 27N., RANGE 3E., W.M.
(3
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110
--
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40
20
Sl
TO
EXISTING FH
BE fiEl(ovfv
Top ll,;�O.
TOE 112. 0
TOP 114.0
TOE 110.5
Top
SCALE: l" 30'
0 15 30 60
lut- /ley.
TOE 11Z5
rf)p
121.
TOE
Top 12�i-
TOP 128 .
0
128.
TOP 132. 0
",,TOE lJ2. 0
WALL ELEVA 77ONS
PAfiKING
134.5
-,,,TOE
TOP 142.
��TOE 1 JO. 0
L
GTADE
TURE
N-
4z
FINAL EL 142.
R EL 143. 0
GRADE
EXIS77NG
GROUND
LJ EL 1J2.83
BUILDING 7
EXIS'71NG
L2 EL 121.5
STORM
_j
MAIN
EXIS77NG ;VATER
MA
-
L/
PARKING GARAGE
CONTRACTOR
TO RELO
VERIFY LOCA
77ON
3' MIN (Typ)
L11PI EL 110.67
4- X-SECTION A -A
-
L. 142.5
DEck__
FINAL
GRADE
UITAur-
RRE
PLA TFORM
ROCKER
ROCKERY
_EXJIRNG_,��
GRC
UND
EXIS77NG
EXIS77NG
WALL
W L
AL
�\ L2 P4
770
-
EL 121.5
PARKING
pl�A
GARAGE
\1
il MIN
L, P� 77
LlIP1 EL U-67-1
140
\
F
Ir
X-SECTION K-K
'SPACES TO BE CONSTRUCTED
4S PART OF BUILDING 9
1130
I ROAD 70 HE
CONS7RUC7ED UNDER
BUILDING 6/7 PERMIT.
SEE DETAIL SHEET a
SHORING NEEDED TO AVOID
GRADING WTHIN W47ER EASEMENT
AND PRO7ECT EXIS77NG WATER MAIN
140
EXIST SHORING WALL
DESIGN BY OTHERS
APPROXIMATE AREA OF
EXIS77NG WATER MAIN
130
CONTRACTOR TO RELDI
VERIFY LOCA 77ON
Fi
I
Ril
D
FINAL
GRADE
EXIS77NG.1)
MAW
ZXIS37NQ
,
GROUND
PARKING
1 SLOPE
GARAGE
J MIN (Typ)
-]CUT
EL
LLI 115.67
4' MA X. TEMPORARY
(TYP)
VER77CAL
L14"
X_
CTION F-F
SHORING NEEDED TO AVOID
GRADING WTHIN WA7EREASEMENT
AND PRO7E*CT EXIS77NG W4 7ER MAIN
EXIST SHORING WALL da-
? DESIGN BY 077-IERS
fVT 130
APPROXIMATE AREA OF
EXIS77NG EXIS77NG WATER MAIN -
GROUN9 CONTRACTOR TO FIELD
120 120
BUILDING 7
tLllPl EL iia67
120 110 =177U
14"
X-SECTION B-B
11
140
130
120
710
EX7ENDED F0077NG NEEDED FOR
SE7BACK FROM SLOPE FACE
_1Qz
R EL 143.0
* GE07EICH APPROVAL LET7ER
140
NEEDED TO EXCAVATE INTO S7EEP
SLOPE BUFFER
LJ L 132.83
- 140
BUI, -DING 6
L_- r-L 121.5
.120
10, 15, 1
W_ Q:
C-L 2 LIA EL iia67
110
*In' MiN (7)P)
1010
TO EXfS77NG
'I<\\_EXfS77NG SLOPE FACE
GROUND
SECTION I-
-OH140
140 1401 140
130 130 130 IJO
BUILDING 6 IEXIS77NG 77NG
C8. _WA TER
MAIN
L2 EL 121.5
120 120 120 120
EXIS77NG EXIST SHORIN WALL
110 110 110 110
PROFILE SCALE
10�= 30' HORIZONTA
l'- 10' WR77CAL
FINAL SHORING NEEDED TO AVOID
GRADE GRADING WTHIN WA7ER EASEMENT
130 AND PR07ECT EXIS77NG WATER MAW
RNAL
20'
JOU
GRADE
Qc
Z
-120
PARKING
GARAGE 140
APPROXIMATE AREA OF
�I/Pl EL 116.. 7 EXIS77NG WATER MAIN
*110 CONTRACTOR TO FIELD
VERIFY L OCA 77ON
14"
130
X-SECTION C-C
- A R-
EASEMENT
EXIS77NG
GROUND AMENI rr
Ot- BUltDWG-
ECK IEL 142.5
Lxll�il. allUNNG-WAU
DESIGN BY OTHERS
A
X-SECTION D-D
130
110
100
R f
L 143. 0
L37EL
132.83
10, 15,
'1 15,
BU
L2
LDING 7
�L 121.5
Q4
IC3
1
EXIS77NG
I GROUND
U6
E2.5'
MIN C(T�fR
Ll/Dl
____
EL 110.67
-GRADE TO
IREC T
A WA Y
(T�P)
ALL RUN OFF
FROM SL
OCA 77ON S4E
Lxq
MAIN
SHEET JO
SHORING NEEDED
TO PRO7ECT
j--EXlS-7lNG-W+7FR-MA1N_____
R 143. 0
LJ EL 132.83
130
90
BUILDING 6
FUTURE
I
IWAII ROAD
L2 EL 121.5
=:=---120
EXIS77NG
STORM
LILP1 EL 110
67 1
MAW
110
EXIS77NG
GROUND
14" j
'TING
MAW
WA
rQA
C TOR TO
FY L OCA 77ON
X-SECTION
H-H EXIST
SHORING WAL�
X-SECTION E-E
t Rli E � VI/
!��_,EB 29 2006
�UILIDING DEPARTMENT
,!,ry OF
R
Rk
L4
A
8
.
to
APPROVED:
ki
C-11
CITY OF EDMONDS DATE
-,,, 3 . ..- ___--
TRLAD
ASSOCIATES
EXPIRES: 4/26/09
SM NO. o%o
4FlOF ;s
c1l
Q 2008 TRIAD ASSOCIATES1
0
Q)
j
C)
6
CL
(J) I
00
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Q)
Lot
Q)
-SLI,
Q)
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SCALE: 1" = 20'
0 10 20 40
i kml�
Immomm
ALL ROCKERY CONS7RUC77ON
SHALL MEET CITY OF EDMONDS
STANDARDS
1112-92ilimum I �11
THE SHORING WALL IS 7EMPORA RY
AND CAN BE ABANDONED AND LEFT
IN PLACE OR REMOWD AS NEEDED
SEE SHEET 4E FOR ADD177ONAL NO7E7S
ALL 7EMPORARY AND PERMANENT GRADING
SHALL BE PERFORMED AS DIREC7ED BY
7HE GE07ECHNICAL ENGINEER
INSTALL UGHT HEIGHT STYROFOAM RLL
PER S7RUC7URAL ENGINEER'S DESIGNI
RECOUMENDA 77ONS
POOL CON7RACTOR TO SUBMIT PLAN FOR
POOL CONS7RUC770N TO STAX OF
WASHINGTON AND HE40H DEPAR71WENT
FOR APPROVAL AND PERM17S
PARKING
SECTION 26, TOWNSHIP 27 RANGE 3E., W.M.
SEE LANDSCAPE PLANS
PRO�DE 5'MIN. SEPARA77ON BETWEEN F6R FIRE PLA7FORIO-SIGNAGE
FACE1OF ROCKERY AND EDGE OF RE FIRE PL, WTH 6" 7HICK
PLAMORM PER RELD MEMO BY 7ERRA ISTAINED CONCRETE SLAB.
ASSO�IATES DATED 2126108 Sp?0C7URAL FILL SUB -BASE
AMENDED NTH CEMENT KILN BLDG NO. 6
x DUST AND COMPACTED TO 95Z xj f
DENSITY PER TERRA A SSOCIA TES
LETTER DA TED 2128108.
SUB -BASE SHALL BE INSPECTED
AND APPROVED BY GE07ECH
PRIOR TO SLAB CONSTR ------- ............
GE0 DETERMINE IF ---------- -- ----------------
ADD177ONAL LENGTH OF GEOGRID ----------
------------
------------- -----------------
20
RE01FOR IN
j�tVENT IS NEEDED
-21 1i
11PROXIMI TY OF FIRE PLA 7FORM --------
:7L
LOOP' ROAD
0
0_
ROCKEPY PER
Ak 1, 10
DE 140.2,11
IAIL SHEET -711-1
'TW) 134
LAW OP.,--
�POffrtOURT -------
DvN, — — — — — — — — — — — — — — — — -
AFO 47, BUIL0ING
SSURED' PROPER
7 67
17
4 0, 0
&
TOP OF b�
POOL CD
14a17
I�AMP 0
12:1 MAX
Qi 141.00 DRIVEWAYIACCESS PER
42 DETAIL SJEET 8
YBW W. Inrl 1 tri
wL�
T
142.40
BLDG
% 144
EL. 142.5 TOP 142.0
EN TR I TOE 141.6 _411 BL4G
Y __�NO,9�
142.5 c:)
SPA
ADD177ONAL PARKING SPACES
TO BE CONST?UCTED AS 46
t -Arf I
f Ur CUILUINU W
N1,
R
- - I ru ra M - I
R E,8 U B
MAR 2 0 2008
31.11LDING DEPARTMENI
CITY OF EDMONDS
APPROVED:
BY F C!�
,�i'J, !E,`:,9JJG
aTY OF EDMONDS Date: DATE —
_Mgoqy 3p_ (C)2008 TRIAD ASSOCIA
ASSOCIATES
20
IST
ONAL
EXPIRES: 4/26/09
'm N" 4F2oF3 0
SECTION 26, TOWNSHIP 27N., RANGE 3E., W.M.
I
I :
CID
Q)
(n
fc_l
C�)
N
IN
cl
Z)-
�PA TED STRUCTURAL FILL
SOEME NOTE 7)
MIN. PARKING: LOT
... .........................
..... .......
_T
........ . ......... ..............
GEOGRID REINFORCEMENT
........ �.-.,.-(SEE REINFORCING SQHFPtjf,:�-)..
............. 1.1 ................
... .............. ...... .......
.... . .. . ........... . ..... .......
...........
...........
...... 2s
... ......
..3 M ...... I .........
IN--
. .... . . . . . . . .
.. . . . . . . . . . .
. . . . .. . . . . . . . . . . .
-CRUS,
...*CRUSHED ROCK FILTER.- ........
... MATE
%,MATERIAL, BETWEEN 2.
-AND 4. INCH SIZE WITH ..........
............. I..
... LESS THAN 2% FINES.%%.. t..; ... o . I I... ... �. 1. 1.
...................
.. .........
(TYP.)
6.5'
F ........
.............. .........
�2
...................... ............... ......
..................
. . . . ... .. . . . . . . . . . -.
..........
05-'
. . . ... . . . . . . . . . . . . . .. .. . . . . . .
I M
GRAVEL BEDDING 1.5'
f
12 IN I
KEYWAY 101.0 4 IN, WN. DIAMETER
I MIN.
DRAIN PIPESURROUNDED BY
NATIVE FIRM UNDISTURBED SOILS CLEAN WASHED 3/4!' DRAIN
OR: COMPACTED STRUCTURAL KEYWAY: SHOULD 13E SLOPED GRAVEL
STRUCTURAL FILL TO . BE VERIFIED DOWN TOWARDS THE FACE
BY GEOTECHNICAL ENGINEER BEING PROTECTED
NOT TO SCALE
ROCKERY NOTES-
1. ROCKERY CONSTRUC71ON SHALL. BE COMPLETED
IN ACCORDANCE WITH THE, ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIDELINES.
2., ROCK USED MUST MEET THE REQUIREMENTS
TIONS: 9-13.7(l)
FOR ROCK QUALITY SPECIFIED IN SEC
OF THE WSDOT STANDARDS SPECIFICATIONS (2004).
3. ALL CAP ROCKS MUST BE,SECURE AND NOT ABIF
TO BE. DISLODGED. BY HANI
$s
11
SWALE FOR, SURFACE. DRAINAGE CONTR,OL
"__�l 2-
HEIGHT "H" 6
(I Or MAX.),
I
H/3
REINFORCING SCHEDULE
WALL HEIGHT "H"
LAYER NO.
REINFORCEMENT
(SYNTEEN OR.EQUIVALENT)
LENGTH L (FEET)
ELEV. (FEET)
1
SF 56
6.0
0.5
>=4 FEET
2
SF 55
6.0
2.5
1
SF 55
7.o
0.5
6 FEET
2
SF 65
7.0
2.5
3
SF 55
TO
4.5
1.
SF 55
8.0
0.5
2
SF 55
8.0
2.5
&FEET
3
SF:M
8.0
4.5
4
SF 55
8.0
6.5
I
SF.55
9.0
0.5
2
SF 55
9.0
2.5
10 FEET
3
SF 65
9.0
4.5
4
SF 55
9.0
6.5
5
�SF 55
9.0
8.5
GENERAL.NOTE,S
1.. EFER TO 0AL GRADING PLANS FOR WALL ALIGNMENTS AND ELEvATiONS,
2. REFE R, TO REINFORCING SCHEDULE FOR GEOGRID LENGTHS AND' ELEVATIONS.
3. GEOGRID. SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
AXIS) PERPENDICULAR TO WALI.
4. GEOGRID SHALL BE. INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL
5.1 GEOGRID SHALL BE PULLED TIGHT BEHIND WALL STAKEEND OF GEOGRID AS REQUIRED
TO. MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL
6, PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER: MANUFACTURERS SPECIFICATIONS.,
CONSTRUCTION EQUIPMENT SHALL. NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS
DAMAGEG' SHALL'. BE REPLACED I WITH NEW GEOGRID AT CONTRACTORS EXPENSE.
7. ALL STRUCTURAL FILL TO BE COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-698,
STANDARD , PROCTOR; LOOSE L117T 'THICKNESS PRIOR. TO COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTUR AL FILL IN REINFORCED ZONE sHALL BE SELECT G RANULAR MN rERIA I L WITH A MAXIMUM
AGGREGATE SIZE OF .3 INCHES AND A MAXIMUM OF .30 PERCENT PASSING THE NO. 200 SIEVE
(FINES, CONTENT) BASED ON THE 3/4- GRAVEL FRACTION.
8'. HEAVY I CONSTRUCTION EQUIPMENT_ SUCH, AS, VIBRATORY- DRUM ROLLERS, LOADED DUMP TRUCKS,
FRONT-END LOADERS, ETC.j SHALL NOT OPERATE WITHIN FIVE FEET' OF BACK OF WALLS.
STRUCTURAL, FILL PLACED IR THIS ZONE SHALL HAVE MAXIMUM LOOSE uFr THICKNESS OF 12
INCHES AND SHALL, BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT.
4. REINFORCING SCHEDULE IS APPLICABI F FOR 2:1 (H:V) SLOPE SURCHARGE.
PATIO I LAWN
6
12-
4 -, r: i CRUSHED ROCK FILTER
MATERIAL BETWEEN 2,
AND 4 INCH SIZE WITH COMPACTED
ij
4'MAX
STRUCTURAL FILL
's LESS THAN 2% FINES
4" MINIMUM DIAMETER DRAINPIPE
LOCK GEOGRID INTO SURROUNDED BY wASHEb -�INCH
CRUSHED ROCK
DRAINAGE AGGREGATE:
BEHIND ROCKERY 4
L 41'
--iii-iii-iii
-MIN.
2
6' -------
311
6 SYNTEEN SF 55
ree --------------------------------------------------
GEOGRID OR EQUAL
L= 8'
(TYP.)
CRUSHED ROCK FILTER
MATERIAL BETWEEN 2
21
AND 4 INCH SIZE WITH
LESS THAN 2% FINES
COMPACTED
----------------------------------------
7i�
STRUCTURAL FILL
2 L= 8' L I
4" MINIMUM DIAMETER DRAINPIPE
2.5! MIN.
-INCH�
SURROUNDED BY WASHED
DRAINAGE AGGREGATE
GENERAL NOTES
I.. GEOGRID TO CONSIST OF SYNTEEN SF 55 OR EQUAL.
KEYWAY'L7-----""-j 127 MIN*. 2. REFER TO CIVIL GRADING PLAN . S FOR WALL ALIGNMENTS AND ELEVATIONS.
COMPACTED SLOPE DOWN
TOWARD DRAIN 3" MIN. GRAVEL 3. GEO,GRID SHALL BE INSTALLED -BEHIND WALL WITH MACHINE DIRECTION (STRONGEST
STRUCTURAL FILL B EDDI I NG AXIS) PERPENDICULAR TO WALL
4. GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL.
NOT TO SCALE 5. GEOGRID SHALL BE PULLED TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED,
ROCKERY NOTES:
1) ROCKERY CONSTRUCTION SHALL BE COMPLETED
IN ACCORDANCE WITH THE ASSOCIATION OF
ROCKERY CONTRACTORS (ARC) GUIDELINES.
2) ROCK USED MUST MEET THE REQUIREMENTS FOR
ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(1)
OF THE WSDOT STANDARDS SPECIFICATIONS (2006).
31 Al I f-AP Pnr-k-.CZ hAH---T Mf= Q9=1`-H09=n AhIn ktn-r AMI M
TO BE DISLODGED BY HAND.
TO MAINTAIN TENSION BEFORE COVERING . WITH STRUCTURAL FILL.
6.. PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS.
CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOG . RID. ANY GEOGRID THAT IS
DAMAGED SHALL BE REPLACED WITH NEW GEOGRID AT CONTRACTORS EXPENSE.
7� ALL STRUCTURAL. FILL TO BE COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-698,
STANDARD PROCTOR. LOOSE LIFT THICKNESS PRIOR TO COMPACTION SHALL NOT EXCEED 12 INCHES.
STRUCTURAL FILL IN REINFORCED ZONE SHALLBE SELECT GRANULAR MATERIAL WITH A MAXIMUM
AGGREGATE SIZE OF 3 INCHES AND A MAX[ I MUM OF 30 PERCENT PASSING THE NO. 200 SIEVE
(FINES CONTENT) BASED ON THE 3/4-� GRAVEL FRACTION.
8. HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED, DUMP TRUCKS,
FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WAL LS;
STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12
INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT.
40h pt-
A J-
AIL B W
.1 Cc-
y ro
�
XPANSION JOINT
SEE NOTE 'A'
EXPANSION JOINT
W-C
e4, 1e,
1?0-
,
11cr4,CC
0,4
t
NOTE,
A- IF DRIVEWAY WIDTH EXCEEDS
15', INSTALL A FULL DEPTH EXPANSION
JOINT.
DRIVEWAY APRON SHALL BE A MINIMUM
....13F 6' THICK AND SHALL BE PLACED ON
TYPE 'A' CURB AND GUTTER
OR
16' VERTICAL CrURRB
<TO MATCH EXIST. ONLY)
2' OF 578' CSTC AND COMPACTED"GRADE.'- EXPANSION JOINT
61
CONCRETE SHALL BE CLASS 3- 300OPSI
A
11 6' CURB
I DRIVEWAY CURB TRANSITIONAL DETAIL FOR
CURB AND GUTTER SHALL BE PDURED CURB AND GUTTER OR VERTICAL CURBS
SEPARATELY FROM THE SIDEWALK.
CITY INSPECTIDN REQUIRED DN FORM WORK
PRIDR TO PDUR.
0-F.
E.-D .0
:NA',
REVISIONS STANDARD D ETAI L
APPROVED BY DATE
D. CaEBERT 10/6/03
STANDARD DRIVEWAY ENTRANCE
DATE SCALE OWG NO.
7/24/01 NTS E2.26
9190
2' 5' SIDEWALK
2.07.
w
For
2m MIN 518" CRUSHED SURFACING TOP COARSE
4" 1-114" CRUSHED SURFACING BASE COARSE
A 00011 1,T'n Cif 10tIM A
ur- vWx uh-vir-GH
INTERIM ONSITE PRIVA TE LOOP ROAD
NOT TO SCALE
HE-13, 29 2`0018
3UILDING DEPARTMENT
_11TV OF 7n_kp60N17?c_'1
" '4
A4_41
APPROVED: :1_prvf -
.Po i", -, A _Ij P.-o L:�_j
A
C3TY OF EDMONDi DA'M
Dab:
Aftt4j-N jr, (C)2008 TRIAD ASSOCIATES�
Lu
Q
41
co
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L
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rg
Z
Q
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TRIAD
A SSOCIATES
F EXPIRES: 4/26/09
Z
cmiller, Mar'20, 2008 - 4:47pm
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INSULA 77ON MAY CONTAIN RETAINNG Va,� ---- 7----:�,-- � I f , � � ,RESTR ,EPIJOINT�.f` --. ____ 11�V ____r_ , wo �, -___ __
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ASBESTOS. ALL WORK SHALL ,O� 0 /<\ /,- 11\ IN ALI,,fr��p�P,��_O-PLOI-Y--:-:�--�-f�5��-,-:- , �) I f - , ,_� - -"-"//// �-- . ____ _____ - ____ \�', �--,�,_ ----- .....,
BE STRICTLY COORDINATED _ I r�<, , �:_ / _:��_,z �_ ��_:_,a�=;---- __
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CONNECTION TO EXISTING �� # / 0 1-1 / � I -9 I 11 I I/ 11, .� , INSTALLED A�f. f BUILDING � - _4 x
go �v o -, - , 14*4T9,N, ,. , �5 -, .1 x 11 I ,.,,1�,,,.,,1�.,,,, " .ii;�iiiiiii` 1 / -_ - F0077NG WALL IS - N,�,
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EXIS77NG GROUND CONTOUR LINES � / 0000� 1-1 1-1 WA TER I � __ - - .11 �J,///ffl( - " x _-_ - 80 STORM REWOWD AS NECESSARY 1, \ I : 4:.-",
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I 1-1 111�11 � �- ._-___-��.:7. , / , , "./ 0, I I ,,;., - \ 6+6J.61. 6J N '.1 11 " . .. <
5' PUBLIC WA7ER ON 7HIS SHEET PER SURVEY BY . _ :7�5��.,'l /,/I// �, - -, �, _11� 0. 6 , .0,
i "/ .I'- I,- - - ,/ , -/ , , , I I/ DIG N 6. qT
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--I (SEE PLANS FLIR 1-1 " ,��,,,-,,,,�,,- ,�,',,-- - -,- ,�,< / / / / - " , " ., / , -,v I/ 1-4 11 � .
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der 1-1 -",�,'Z�,,-- "', ,-, ,_ ----- �__--,/�<"//, //// , -, _x, , , x " 4,_�_ I I I z 4w FIRE SPRINkUR ,
BUILDING / 0 "',/,", ,-,,,,- � �, ,XX " / / , " ", .�' I -FIRE HYDRANT AS,SY� I \ ...._..
LO r-A.e-,.-A 4C-Al T _B�Pr - , I ,/ " " -'I,-,-',e 11 � / ON
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EX4CT DIMENSIONS)
I
-1 " 7 E F (MJ) 11
FIRE LINE
RATER SERVICE DETAIL
NOT TO SCALE
*
SEE PLAN FOR 92LE
NOIE:- REFER 70 CITY OF EDMOND'S STANDARD
DETAIL E7.6.1 (I 1,12- - 2- WA7ER SERVICE
INSTALLA 77ON DETAIL)
THE WATER SERWCE, BUILDING SERWCE, FIRE SPRINKLER SERWCE
AND METER SIZES AND LOCA77ONS SHOW ON THIS PLAN ARE
BASED UPON PRELIMINARY INFORMA77ON PROVIDED BY THE
PROJECT ARCHITECT AND U77UTY PURVEYOR. THE CLIENT /
APPIJCANT SHALL VERIFY THE WA7ER METER AND SERWCE SIZES
AND LOCA 77ONS NTH THE PRO,ECT MECHANICAL ENGINEER,
PLUMBING DESIGNER ANDIOR PLUMBING CONTRACTOR PRIOR TO
CONSTRUC7701V OF THE WATER MAIN. RNAL DESIGN (BY
OTHERS) MA Y REQUIRE RE 14SIONS TO THE SIZE OR L OCA 770M OF
THE WATER SERWCES AND METERS SHOKN. ALL DESIGNS SHALL
BE IN ACCORDANCE NTH 7HE UNIFORM PLUMBING CODE AND
THE DESIGN STANDARDS OF THE U71LJTY PURVEYOR. ALL
REQUIRED REWSIONS TO 7HE DESIGN SHOW ON THESE
APPROVED PLANS MUST COORDINA TED W TH THE PROJEC T
ENGINEER AND U77UTY PURVEYOR.
WTRIN THE PT. EDWARDS PROPERTY.- I
'THE DEVELOPER SHALL PROWDE TO THE aTY OF
I
EDMONDS A WRIT7EN, LEGALLY BINDING, AND 1
RECORDABLE DOCUMENT *11CH, ON BEHALF OF THE ,I
DEVELOPER, 17S SUCCESSORS AND ASSIGNS (E.G., "I
7HE CONDOMINIUM HOME01+01ERS'ASSOCIA77ON)
AUTHORIZES TRE ABANDONMENT OF THE EXIS77NG
WATER LINE W77-IIN THE DEVELOPER'S PROPERTY AND
RELEASES FROM LIA807% INDEMNIRES, AND HOLDS
HARMLESS THE CfTY OF EDMONDS FOR 7HE
ABANDONMENT OF 7HE qTY oF Epuoyps wi
UNE W7HIN THE DEVELOPER'S PRIVA 7E PROPERTY I I
AND RECORDED N077CE OF THE EXIS7ENCE OF 7HE I
ABANDONED WATER LINE AND THIS RELEASE, 16
I
INDEMNIF7CA770N, AND HOLD HARMLESS AGREEMENT .1 I
OR THE DEVELOPER SHALL REMOVE 7HE WATER UNE. ,
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SCALE: 1" = 30'
0 15 30 60
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NOTE.- ALL STORM DRAIN AND
SANITARY SENER UNES AND 1
SER VICES ON PRI VA 7F PROPERTY 1
SHALL BE PRIVATE AND SHALL BE '
MAINTAINED BY 774E HOMEOWNER'S I
, ASSOCIA 77ON OR 7HE LIKE,
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/ _- ,�, "-,, -- , z z I � � 11 -1 -_ -_ I.-, , ., ,/1 -- - "79.7,
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// - - I �� , ,/ " / Ii _� ,.,2�� 1
, I ,I,,"., //,--- � " " ,,,,I - ,- " " � ,,,,-,,,-, ,,, � 111� I 11 .--\. V__ AVOID Ni PRESSURE OVER 80 PSI.
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// / / 11 __ _� �,� , 11 -, I '1� Iiii I I Z.//�, .1 1"; " .. �
,,// z "', , "111 1, / " / .1 , " , --,�.;��-- .1 1, " " N THIS WVULD INCLUDE BUILDINGS 1-8,
" / , -1 � " ,� , " " , , - -, __ I ',, " �
VG / / INSTALL WATER I/
ID .1 " 7- _, , 11 .1 11 -
.- .'I , � .1 ' - I .1 k UNDER STORM _>,�// ' ' -' , IOE AND TUE AMENITY BUILDINGS.
/ " ./ .1 ., / , ", �, " ,/� / / � ,' �;�' A,( 14 .5� /� .� � W 1�1 _1 ___
X
/ / .1 - ., - I /, " - , - 11�1 an S ,/ Z ,- 4 \ , I
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120 /// / / z ,-,- X-,.- " ,--__--- ,,,, _,, " � ", ., - I / i0i" --,--�-iii,, , , Z,,- \",--'1/` IE 104.05 1 8" SANITARY SIDE SEFurfER / I I �, \ , � I -
. I I I., -1 � .1 11 I , z /I " I .// \ ,,� .
-
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/ / / / / //,// / ", - __� �,- � " ", 11 �, - I / / /I ��!i-. MiSfid' WA E
/ Z � _'i " ,,, , 4- � , I/ �- , . -DDC"
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/ / / / / / r ,-. - _.i � �, '. 14iiiii ,/ I .
/ / / / �/_/ /,,,' 0- � - 'CIT 7_r6.,1 III TH
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/ / / / / /, // ///, / , / - / / / / 0,/ /'� [� � ___ _�__- �, ,,- " .� o" - . , ", "', ,,- I � I .. \ N, '/ , RIPBW PER - V#v.
/ / /_ - .- / / / / / / / / / , , - ,,- z "- I I -� /� _� I- ,- E7.110 AND E7 11 "',
10 / /Z " / / z .1 / / I / / / / /_ -r ,- -,.6 _w.:-:�
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PROPOSED WA TER I N
EASEMENT 4
---"—.
��
CONTRACTOR TO VERIFY RRE
SPRINKLER LINE SIZE TO EACH � 11, 1.
BUILDING PRIOR TO INSTALLING _� �
I - "
7HE WATER MAIN SERWNG 1,
7HA T BUILDING
NOTE.- GARAGE FLOORS ARE
TO DRAIN TO SEKER.
NO7E*. LOCATE WATER METERS DIREC7LY
BEHIND THE SIDEWALK OR CURBING
DEPENDING ON 774E S17E CIOND1770N.
METERS SHALL NOT BE PLACED IN
DRIWNG SURFACES OR IN SIDEWALKS.
.
I I /' ,- - -/ / / / st " / lo�ll I - -
I I / /- ,--,-"/ / / / / / / f , /..), / / f / 0%.� 1-1 "I 4+82.54, . L (rf ru.j / 0 Ilk, I / � �;, / I'll -
/ 17 , / / : I . - �_e ./ ',�/ �_ ,,� (BLDG #9) - -0 NOTE.* THERE SHALL BE A PUBLIC
I 1/1, �'. ,� / / .r "/ / // " VRAN SY / . �; I
,/1 " / .-/�-,/ r / T � I- ' �
I -i / __ "" Z'1�� T AS I / I/ � - I
, , -4 I/ ./ \ I I I -FIRE H / /' -_ - �_ ---- KA TER EA SEMEN T THA T FOLL 0 WS THE
j / 1/1 �� � 5�iiiiiiii�� ��741 , 1_xl� PER CITY DWG E7.1 /' / --
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NOTE.* RRE SPRINKLER SER14CE
1) CONTRACTOR TO VERIFY SERVICE LJNE
SIZE AND LOCA77ON OF BUILDING
CONNEC71ON WIN SPRINKLER DESIGNER
PRIOR TO INSTALLING TEES IN
WATER MAIN SYSTEM. DESIGN CHANGES
SHALL BE SUBMITTED AND APPROVED BY
7HE CITY PRIOR TO INSTALLA770N.
==019=
NOTE., DOMES77C MEMW42
CONTRACTOR TO VERIFY METER AND
SERVICE SIZE AND LOCA770M OF
BUILDING CONNEC77ON W7H PLUMBER
PRIOR TO CONNEC77NG 70 WATER MAIN
SYSTEM. DESIGN CHANGES SHALL BE
SUBMITTED AND APPROVED BY 774E CITY
I PRIOR 70 INS TA LLA 77ON
NO 7E.- IRRIGA 77ON MEM&VM
CONTRACTOR TO OBTAIN METER AND
SERVICE LINE SIZE AND LOCA77ONS
FROM THE LANDSCAPE ARCH17ECT PRIOR
. TO CONNEC77NG 70 WATER MAIN SYSTEM.
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CITY OF EDMONDS THE 14RITTEN, LEGALLY ,."..�. .- - - - - - - - __ ............ _.6_.._.._.._..__ �;_ — , PROPERTY LINE LOCATE' AS SHOWN — -
A S REQUIRED B Y THE Cl TY TO A VOID EXISTING 20' WA TER / 1-2 A CUUM RELEASE
BINDING APPROVAL OF TRE TONN OF � PROPOSED ROCKERY AND SHORING WALL -EASEMENT / 1-1
I ------------- 11-1 -, VAL VIE PER -CITY OF -EDNONDS-- — — — — -1
I / / To BE ABANDONED IN PLACE \ D WG NO. E7 3 / I
WOODWAY FOR ABANDONING THE EXIS77NG � ___________ - - - -X- - - -- -X- - - - - -y - - - - - - X------- / � - -x - - - - - - X------- / ---X - - - - - - X __j_ -
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WA TERLINE IN I TS RIGH I- OF- WA Y, _0B �,
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-1E DEVELOPER SHALL REA40VE THE 1. ___
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PROJECT MANAGER
PROJECT SURVEYOR
MARK A. REEVM PE
PROJECT ENGINEER
PROJECT LANDSCAPE ARCHITECT
FIRST SUBM[TTAL DATE: 7128103
SCALE: How.: im_�-jo' vERT.:NIA
I EXPIRES: 4/26/09
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