BLD20110852.pdfIII lil III
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CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 12/22/2011
Expiration Date:
Parcel No: 00705100000200
RICHARD & BARBARA STUART RICHARD & BARBARA STUART CAREY BROTHERS ROCKERIES LLC
PO BOX 236 PO BOX 236 19622 SR 9 SE
EDMONDS, WA 98020 EDMONDS, WA 98020 SNOHOMISH, WA 98296
(425)771-4548 (425)771-4548 (425)481-0788
LICENSE #: CAREYBR936BC EXP: 1/7/2013
REPLACE FAILED ROCKERY (SUPPORTING DRIVEWAY) WITH A RETAINING WALL.
VALUATION: $0.00 ( OMPLETED
PERMIT TYPE: Residential
PERMIT GROUP: 58 - Retaining Wall/Bulkhead
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION:
RETAINING WALL ROCKERY: Y
OCCUPANT GROUP:
OCCUPANT LOAD:
FENCE: N ( 0 X 0 FT.)
CODE: 09
OTHER: N ------ OTHER DESC:
ZONE:
NUMBER OF STORIES: 0
1 VESTED DATE:
NUMBER OF DWELLING UNITS: 0
LOT #:
BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0
BASEMENT: 0 IST FLOOR: 0 2ND FLOOR: 0
3RD FLOOR: 0 GARAGE: 0 ' DECK: 0 OTHER: 0
13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
PRONTSETBACK SIDESITIIA(�k REAR SETBACK
REQUIRED: PROPOSED: REQUIRED: PROPOSED: RE UIRED: PROPOSED:
HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED:
SETBACK NOTES:
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18:27.
THIS APPLICATI A PERMIT TQ. SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
/C IAzzl& 4
Si ure Print Name Date Released Ery Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRC110.
= ONLINE = APPLICANT = ASSESSOR = OTHER
STATUS: ISSUED
BLD20110852
• Geotech of record to identify the location of the spreader trench. Asbuilt shall be provided by geotech of record prior to final.
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and I0:00am and 6:00pm on Saturdays,
excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must
comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City """"s ability to enforce any
ordinance provision.
• Maintain minimum 2ft. shy distance from structure to paved surface as required per approved plans.
• Maintain erosion & sedimentation control per city standards.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6)
BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235 1 PRE-TREATMENT 425) 672-5755 1 RECYCLING 425) 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
beine reauested. Contact Name and Phone Number. Date Prefereed. and whether you Drefer mornine or afternoon.
• E -Erosion Control/Mobilization
• E -Spreader Trench
• E -Engineering Final
• B -Footings
• B -Foundation Drainage
• B -Retaining Wall
• B -Building Final
]SIU & A SO(:L&TES. INC.
--SITE PLM
STUART RESIDENCE
1109 -12TH AVENUE NORTH
EDMOND ASHIN. GTON
4 OF EDIVo
4,° SPECIAL INSPECTION AND TESTING AGREEMENT
Permit #: /./— p 9 S.:P Project:
est. 189
Prior to issuance of a permit, this form must be completed in its entirety and returned to the City for
approval. The completed form inust have signatures of acknowledgment by all parties.
DUTIES AND RESPONSIBILITIES
Special Inspection Firm and Special Inspectors:
The Special Inspection firm of will perform special
inspection for the following types of work (separate forms must be submitted if more than one firm is to be
employed):
❑ Reinforced Concrete
❑ Bolting in Concrete
❑ Prestressed Concrete
❑ Shotcrete
❑ Structural Masonry
❑ Structural Steel/Welding
❑ High Strength Bolting
❑ Spray applied Fireproofing
❑ Smoke Control Systems
❑ Lateral Wood
❑ Structural Observation
lei Grading/soils
Other
❑ Other
All individual inspectors to be employed on this project will be WABO certified for the type of work they are to
inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO
certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the
inspector and the firm are qualified by education and experience to perform the work and testing required by the
project design and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions
and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection
records shall include:
A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work,
shall be brought to the immediate attention of the contractor for resolution.
A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing
any nonconforming work and resolution of nonconforming items.
A final report shall be submitted to the building department prior to the Certificate of Occupancy being
issued. This report will indicate that inspection and testing was completed in conformance with the
approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must
be detailed in the final report.
L-ABuilding New Folder 2010\FomislSpecial inspection forTn.docl0/25/2010
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("DueGroup Northwest, IncGeotechnical Engineers, Geologists
• &Environmental Scientists
March 14, 2012 G-3239
Mr. Richard Stuart
1109 - 12" Avenue North
Edmonds, WA 98020
email: rbstuart88@gmail.com
Subject: Summary Letter
Retaining Wall Construction Monitoring
1109 - 12th Avenue North
Edmonds, WA 98020
Dear Mr. Stuart:
At the request of your contractor Mr. Darrald Carey, Mr. William Chang from GEO
Group Northwest, Inc., visited the subject site between January 12 and February 7,
2012 to perform geotechnical construction monitoring of the 16 foot tall geogrid
reinforced cement block wall.
Items inspected during our site visits, included: a) erosion control fence, b) drainage
spreader trench, c) foundation subgrade for the wall, d) foundation drainage measures
including filter fabric placement, perforated drain pipe and crushed rock backfill
placement, e), f) retaining wall construction with geogrid reinforcement and crushed
rock backfill, g) final wall inspection.
Based on our site visits on 1/12/12, 1/23/12, and 2/7/12, we have concluded that the
construction of the geogrid reinforced cement block wall is in accordance with the City
of Edmonds approved plans.
If you have any questions regarding this evaluation, please call.
Sincerely,
GEO Group Northwest, Inc.
William Chang, P.E.
Principal Engineer
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9FGtSTE�� C?�
SSS/ONA\ �
13240 NE 20th Street, Suite 10 Bellevue, Washington 98005
Phone 425/649-8757 Fax 425/649-8758
RECEIVED
MAR 16 2012
DEVELOPMENT SERVICES
COUNTER
��c. 189v
Construction Progress Card
City of Edmonds 121 5th Ave N Edmonds WA 98020
Call 24 hours in advance for inspections
B -building: (425) 771-0220 ext 1333 F - fire: (425) 775-7720
E -engineering: (425) 771-0220 ext 1326 P - planning: (425) 771-0220
Project: REPLACE FAILED ROCKERY (SUPPORTING DRIVEWAY)
WITH A RETAINING WALL.
Permit #: BLD20110852
Project Address: 1109 12TH AVE N, EDMONDS
Parcel #: 00705100000200
Owner: RICHARD & BARBARA STUART
Contractor: CAREY BROTHERS ROCKERIES
Lender:
PO BOX 236
LLC
EDMONDS, WA 98020
19622 SR 9 SE
B -Footings
SNOHOMISH, WA 98296
_ _ _
13 -Foundation Drainagec-
LICENSE C CAREYBR936BC EXP: U7/2013
Construction hours are lam - 6pm on weekdays, loam - 6pm Saturdays.
INSPECTION I INSPECTOR I DATE I COMMENTS
E -Erosion Control/Mobilization
E -Spreader Trench
E -Engineering FinalC(
_ ........
B -Footings
_ _ _
13 -Foundation Drainagec-
__.
13 -Retaining Wall
_ ---
a -Building Final
,7 : VL
i
E-Asbuilt
.1 �, � .. , _
2�`7�11
i„ i _ A' A l ,�...
RECEIVED
MAR 16 2012
DEVELOPMENT SERVICES
COUNTER
`n C. 189
October 20, 2011
CITY OF EDMONDS
121 5h Avenue North, Edmonds WA 98020
Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.ci.edmonds.wa.us
DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION
Richard & Barbara Stuart
PO Box 236
Edmonds, WA 98020
Subject: BLD20110852 - Retaining Wall @ 1109 12`h Avenue North
Dear Mr. & Mrs. Stuart:
I have reviewed the materials submitted for the retaining wall to shore up a failed rockery on your
property at 1109 12`h Avenue North. Since the new retaining wall is more than 3 feet over original grade
and located within the required zoning setbacks, a variance is necessary to permit the retaining wall as
proposed. Enclosed is a Land Use Application form, Variance handout #P6 explaining the variance
criteria and process, and handout #P2 with instructions on how to compile an adjacent property owners
list. Application fees for the variance include: 1) $1,340 for the variance, 2) $15 City of Edmonds permit
surcharge, and 3) $185 sign posting fee for a total of $1,540.
When we spoke at the counter earlier this year, I remember you two were leery of the variance process.
Generally we do not encourage people to apply for variances, but variances are available for just this.type
of circumstance. In order for a variance to be granted all six of the criteria (detailed in the enclosed #P6
handout) must be met. I understand the need for the retaining wall, and the only criteria that I see needing
strong documentation for the proposed retaining wall is criteria number 6, variance is the minimum
necessary. The proposed retaining wall is 8 feet from the base of the rockery and 17 feet from the edge of
the driveway. Documentation should be provided from the geotechnical.engineer stating this is the
closest the retaining can be constructed to the rockery. I will work with you to process the variance as
quick as possible assuming you want this up before the raining season arrives in full force.
One more piece of information needed is the amount of fill that will be placed behind the retaining wall.
If the amount of fill is 500 cubic yards or more, the requirement of State Environmental Policy Act ,
(SEPA) review will be triggered. I am also enclosing a SEPA environmental checklist which will need to
be completed if fill is 500 cubic yards or more. The fee for SEPA review is $485.
Please contact me if you have any questions, 425-771-0220, or lien(2ci.edinonds.wa.us.
Sin erely,
U
rnen Lien
ernLien C--
Associate Planner.'
'ZJ I
Wail (vpr 3.22 Apr4Z 2002)
Liu & Associates Inc,
10213 X"lake Place NX
Kenmore wk 90028
cle:�Se Nuz:11er. 0511135
'F.ro � , eot ldejl;�illcdcl'or
Name: STLMM RZSXDXXM DRIVMX RETAXNINQ WALL
5pc�� i r'lr' - O -FOOT TALL KEYSTONE BLOCK WALL - ST&TIC LOADINO
RICHARD STUART
r-'r-parccl by: a S LIU
September 17 2011
07.48-13 PX
Dar f --" I c C-\Prograw files
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Goosynthotic-Rainforced. Segmental Retaining Wall
HCH& Method A
Se�r'�c A:Ialvsis Details.
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� Wall
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DEVELOITY PMATOF EDMONDS SEMACES CTR.
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CITY COPY
SSR Wall (ver 3.22 Apri3 2002)
W OMAN
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LO 11
Front S.,.Ope "'Ie4rees) horizontal
lack One (wrees) horizontal
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stne-marh an -4 Type T Y'D e -3
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SRWall (ver April 2002)
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Page 4
ReLKinin g "T'17 117inq
'ntertace S,�eax Axenc-fh.
Type e 2 THn� .3
, U
, jmace
MIP imam,
::tis / f tz
500.0
$00.0
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Fri c
Angle
45.0
45.0
45.0
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2000.0
2000.0
2000.0
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s,
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0, *:q?'ft
500.0
500.0
500.0
.,CiC,LiOz.
A:',qle
45.0
45.0
4S,O
2000.0
2000.0
2000.0
of 4:axt�, lIxessure and railurc Planc oricntatioas;
Ro"'r"fc"rCed Sn'l (Ya' 0.206
Rcirforccrd Soil (Ka ht)rizontal componnn-nj 0.194
UxiennaLinn Of failure plaae from horizonLal (degrees! 57.9
Retainad Soil (Ka) 0.227
ReLained Soil (Ka lioxizofttal componeaL,, 0.197
Orientation of failure plane from horizontal (degrees) 55.43
Calculalred �-jasfqn Crltaria
fus Sliding
4.03
1.5 UK
yrs Averturning
6.46
1.1 OAK
FOS Buaring Capwity
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2.0 UK
base Relnforceri*nt
Length %,) '�fti
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5.6 OUR
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Ratio (c/L-2cj
0.05
N/A
Base
Ratio (L/H)
0.-75
0.6 CK
Note: calculatnd values MEET ALL design criteria
Resul"s of 41 $Ldbllity Julalyves: Calculated Vai"Cs.
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,,tai Vert-,c?.,I rorce lb*/ft)
7 1 i, i i r. g R em i -; t an cc b.,3 / f t
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R��sir.ting Noment (lbi-tt/t-�)
Bearing Capacity (pst)
Via
, �xlmxm Bearing Premsure tpsf)
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OR
13
$.o
**no
c6
-
-
-
12
7.33
1
5.15
28.34
OK
12.03
ox
11
6.67
WN36
3.92
-
10
6.0
1
3.06
17.26
OK
9.55
OK
9
5.33
00"
2.50
-
-
a
4.67
1
2.16
16.65
OK
8.13
oft
7
4.0
no"
1.91
-
-
6
3.33
1
1169
14,27
OK
1.21
OK
5
2.67
none
1.52
-
4
2.0
1
1.37*
13.94
Olt
6.2
OK
3
1.33
M4*
1.26*
-
-
2
0167
1
1.16*
12.06
OK
5-30
ox
1
0.0
non*
1.07*
-
-
valiie
dcpk NOT Mk -'ET
d*Fign nvitorinr, 44
SRWall (vor 3. 22 April 2002)
,'e,-,4 ' I ed W,"t2 1 *-P of i"OC-2h I st a b 12
Page 6
,; P.
, v
4e��?
��o
Dr 7 veShev
C*,n37lcct4Q:l
r
AAmr
Shpa r
Lift 7. t
h 7.1,v
T.VF-
Xcmpr, r
W)MOult
1, 0 Ad
rhAP9,71 tY
S75FR?-ItY
"ak)
f ft)
fibs ft/ft)
f !he - ft/ft,
fibs ft)
f lbs/ ft)
Ulbvilft)
14
8-67
1
74.1
1209.3
+out -1n
(pank)
(do FD z m 4 t v.-,)
14
0.67
1
9,9
146.3
31.5
"3.3
463.3
13
Co
noce
44.4
355.6
0.0
826.7
026.7
12
7.33
1
111.2
573.1
53.9
990.0
990.0
11
S. 67
tkco*
217.6
853. 5
010
11W3
1153.3
10
610
1
371,1
11*2.2
76.3
1.116.7
1316,.?
9
5.13
A*"
SIMI
1493.1
0.0
1490.0
1400.0
a
4.67
1
849,3
1053.5
99.7
1613.3
1643,3
7
Co
ncwko
1109.9
2276.3
0.0
1806.7
1006.7
6
3.33
1
1605.6
2707.2
12111
1970.0
191010
5
2.67
Do"
2106.7
3201.1
0.0
2000.0
2000,0
4
2.0
1
2609.7
3703.1
143.5
2000.0
2000-0
3
1.33
3392.2
4268.2
0.0
2000.0
2000-0
2
0167
1
4191,6
4941.4
1". 9
2000.0
20O0. 0
1
0.0
rA)M
5105.1
5477.4
0.0
200010
2000.0
SPW
Heel
C*,n37lcct4Q:l
Cwmccc i on
Uni t
Ellev
cipool ty
capa c 1 t V
f f tj
Ubz/z W
"ak)
fdvfo=u t vagi
14
8-67
1
74.1
1209.3
2290.3
12
7.33
1
119.9
1433.,3
1431.3
10
6.0
1
163,7
1543.3
1563.3
0
4.67
1
20e.6
1645. .3
1695.3
6
3.33
1
153.4
1027.3
1927.3
4
2.41
1
240.2
1850.0
1850.0
2
0.67
1
343.0
1050.0
165010
Project Identification:
Project
Name: STUART RASIDRNGA DRIiAY RZTAMMO 1L
Section: 9-pOOT TALL XZyST01M BLOC TALL ' - STATIC IOADIM
Data Sheet:
Owner: RIDBADD STUART
lient:
Prepared by: J S 1,11U
Date: Septembor 17 2011
Time 07:48:13 Pfd.
Data file c:\Pram fil*2
(x86)\s rw&1132\11- 05T -9f lock ra l,l -tt&t aloodinq-at art
RW41 Ovi-r 3.22 April 2002) Page .1
Licensed °I v: Liu i Associates Inc.
1.9213 Kwaloko Place NX
Kersmore Ti1R 98426
Y cmter; VumN r- 4511135
Prey= Tdantifica Lion :
PzQ ._ :;t_ Nwi : $Tim JkXSIVXXCZ DR3VSWU R1C'. tXIWG WAIJ,
Sect! on: 9-10VT TALL XRYSTONZ BLOCK WALL - StIftac 11OADIM
Data Sh"; t:
RZCOMW STUAW
Le: September 17 2011
lime ; 47:51:01 IN
04A ? e b c:\prcq:r tilos
(xS6) �,arwai132i11-ti5�'-9��b3.o�sk1.�.-aa+q�3:cla�►dir-stresidi�nc
s
" of . r ru c7 t a rq : Geosyathetic-Rei nforc d Segmental Rets.i i rxq gall
Se�x�rasysaxass
Ces:i as wall He-: qht; `ft) 9.33
Frbedm,,�r.t Wall 11cight 0.67
Lxposed ::es i , Wall isle; gnt (f t.) 8.66
Nurbes of segmea Lal Wall uaiit s 114
1i r g,i, '?e qht ; gt) 9.33
SRWall Nez' 3.22 April 2002) Page 2
LIN, 051 i i A *71
... . ...... . ..... .... .. . .. ....
i,40nt Slopehorwatal
Back Signe idegrees) b0z I xOntal
Live T,oad Surchirgr,,,WOW
Ccad L,, -,ad Sur.:Ihatqe A mmmi a
S7ail Oata; Sol.� Description:
Rein±orced Soil sand
ReLal:led 3.w sand
Leveilirg Pad Soil qrmv,41
saud
Segmenta" Vrr�it Name:
_j?vQ 1hunq
ser,mcnittal V",!L Data:
cap Height
(in,
noyao
UniL fieiqht
-'Rj
8.0
Vit wido
W (01)
21.5
77
,,nit Length
-.',in)
18.0
sutback On)
34.0
0.6
Weight ( A-
i 1 Ind) ( lbs)
243.0
TUL WeighL UnEWOM &W 136.7
Centc.,r oto Gravity (in) 10.75
seamental Uhlt lnterface shear Data:
propertIO5 Ultimatc Strorqth Critcria Srrvix ;i :citta CriLeri,;
Mlnim= ,ibs/tt,, 500.0 500.0
.`rind. or. Argie (6egrens) 45.0 4S.0
2000.0 2000.0
MT h,% Namm,
7 HDVI go*sy-Athotle
2 0 PST "**yath*Uc
0 PF 9"Synthot3 c
NOWLInn
Cohesion
Anqlv
LWO Weight
('09t)
edeqrcc,�r)
(Pcf)
X/A
36.0
130.0
N /A
34.0
125.0
N/A
40.0
12510
0.0
34.0
125.0
propertIO5 Ultimatc Strorqth Critcria Srrvix ;i :citta CriLeri,;
Mlnim= ,ibs/tt,, 500.0 500.0
.`rind. or. Argie (6egrens) 45.0 4S.0
2000.0 2000.0
MT h,% Namm,
7 HDVI go*sy-Athotle
2 0 PST "**yath*Uc
0 PF 9"Synthot3 c
SRWall (ver 3.22 April 2002) Page 3
L14 031, 1 L35
Stree att and PG' 1yme, 7�pe: Type 41 Type 2 -ype 3
Stronqt.h 3700.0 2625.0 5300.0
Fo,lymtar T: j:r HDpX or pp pol"Ster HDpZ Or pp
,Rejuc�lozj i"acLoxs:
-type I
lype 2
vp,- 3
Creep Wil. J tor seismi,c �naly5is)
1.00
1.00
1.00
2.00
2.00
2.00
InsLalaUCM 1".,amaqe
3.00
3.00
3.00
0,�e4all Factol of` Safety
1.50
1.50
1.50
411.11 2S?1.69 58.89
Typ e I Type 2, awe? 3
0.7 0,7 0-7
E! � I ___ -, - -I- -, c"", Di,oct�
Type I
Type 2
Type J
0.95
0.95
0.95
Typj� I
'Typq 2
7,yp? 3
Minim-, !abs/ft)
1233.3
$73.0
1766.7
AnglLe ;de greo!70
22.0
22.0
22.0
max -"Mum
1850.0
1312.5
2650.0
Serv_-ce St.ate Criterion:
Mlinialum �Ibs/ft)
1233.3
975.0
17166.7
Frjl7-,,Jion Ang.�e tdcgrccsl
22.0
22.0
22.0
Max",mum "Ibs/ft)
1050.0
. ..........
1312.3
....... .... . .. . ....
2650.0
SRWall (Ver 3.22 Aprill 20021
LN
Seq.memLdl lk.,ta�rimq P14 i Unit
I�enlez,I'ace sh!?&r Tme :fype 2 'Typ �! 3
CoettIclents of Farth Pressure and FaJiure PlIxie, Orientaclons:
$eismic Coe^ltic-ent (olnt))
0.25
c inml C. i..C3C f f i C w Ft ( k (ext
0.1
M J.r Imum !, ilbs/-ft)
500.0
300.0
SOO.0
Frictic;n Angle i,dec),rees)
45.0
45.0
4S.0
OriontaNion of fmi lure plani tTOMhO-i'70-ta.j, ieqreeC,)
2000. 0
2000.0
2000.0
Retained Soii ;, s r a t,,, (Rah horizontal component.)
0.197
Retained Soii (Stat -5c dy'namic', tKae",
O 292
W ntmlm t!
50010
$00.0
500.0
Vri-Q,t-iun Ai,,g77c- deqtees
45.0
45.0
4s.0
Max -'m= I, I, b F, 11 f
2000.0,
2000.0
2000.0
CoettIclents of Farth Pressure and FaJiure PlIxie, Orientaclons:
$eismic Coe^ltic-ent (olnt))
0.25
c inml C. i..C3C f f i C w Ft ( k (ext
0.1
Riu-inforced Soii 1 static) (Kai
0.206
Soil. 1-stati-c) M% htiri,7ontal component",
0.194
(.Kae)
0.30
Re
. infoxced static ayaa.,rLc!Kaeh horizoiLal Component
0.357
OriontaNion of fmi lure plani tTOMhO-i'70-ta.j, ieqreeC,)
57.9
AeLa�Lned Soil (sLat.�,mo) (Ka)
0.227
Retained Soii ;, s r a t,,, (Rah horizontal component.)
0.197
Retained Soii (Stat -5c dy'namic', tKae",
O 292
qCtAiTICId Soil (stati�: dynamic.) -OKanh hari component',
0.2S4
UrientdLi011 of failure plani� ftom he riLal ,'degxreesl
50 .29
Page
FOS
Sliding
3.22
1.1 Ox
rC,s
rg
4.73
1.15 OR
70S,
74rarirq 7apac-tty
12.52
1.5 OK
Ba4;5e,
1,el2;L11 (L) (ft.)
7.0
516 Ox
Base
Eccentxicity
�Ye' ttt)
0.
N/ A
T;ar,p
7,ccertric:tlry
Ratio
0.049 8
N/A
Base
Rat.lu
0.75
0.6 OK
Note:
caioulated values MEET ALL aesiqr4
Detdlled ReSUZtS
T^taj Horizontal rorre
Tc,,l , - , al. VCT -tical rorc-x�
ng
RC N i S, t -1 T' g M GM r,
Bedring
Max Imun Beari*17 Pressare, Cpsf)
1905.0
8606.1
$004.9
6900.4
326+18.8
17909.7
1430.1
SRWall (ver 3.22 April 2002) Page
4�1
Results zf lnt*rnal �$#,-Isrjcj
'SAN CWmyr R�, ev L*nqt*h mqctor Fos ro-q ECIS 14YOT
rs, I � t Typt. fft) ft? �,elgtih Mer- P4-, � au t SlIdingr -�Pdrinq
# t ft) StresIt fft;
> 1,0 > 1,0 > 1.1 > IA < 3.0
14
1
0,67
6.5
1.92
1.35
O.SGS
13.23
m
12
1
7.33
CO
2.16
1,24
1.75
0.67
CK
10
1
6.0
$10
2.9
IAS
3-66
6.45
M
8
1
4.67
7.5
3.13
1.11
3.21
S.&I
OK
6
1
3,33
7.5
3.07
1, 95
7,61
S.1
OR
4
1
2.0
74
4.1
302.8
3040.5
9.59
4.33
OK
2
1
0.67
7,0
4,84
2
1 0.67 414:1,
12.60,
3.76
Ox
Ncfte:
I value
doe., NOT
-MEZI design criterit.,n !3
OK
4.49
CK
Note.
Seismic
aaully°iiz
may nc�t
give the
lowest factors
of �iafoty
for iOS
against ze`-nforcement
4,67
1
:tabilty CalCule.Liona. Br, "zo
tO chcCk
(�urzcnL
dvZio.v u-11.vi 51.at�c
Ar'a"Vsil clptJon.
7
4.0
rlank*
1."
"9
OK
r�Ari?f le-' ReW'%9 e -'f Int*rP&I Stablifty Arales.
YX
SRW
6eosyr' SILv A.Il3w4b.'
TWIZ1.1c
PuIlout
SjUdl i i 9
5, i Nang
Ing
Mu.L t
Vie fl L Strongth
Uid
capclty
Force
4-3pat'ity
Zhoa r
fdoformatlur,,'
C v -,U,4 v C L 1 U.
Obelftt
tIbslft#
r lbs/ft)
ti�X.Iir�v
(Pvjx I
fpc,* A
14
1 8.67 411.1
304.2
169.5
64.0
974,0
12
1 7.33 411.1
326.3
570.9
222.0
1924.7
10
1 6.0 411.1
348.3
1276.1
419.9
2074.4
Mm
I 4.67 4411.1
370.6
1932,3
657.7
3024,2
12
1 3.33 41111
302.8
3040.5
93S.6
4774.0
4
1 2.0 411.1
414.9
3979.5
1253.4
5427.1
2
1 0.67 414:1,
437.1
5946.9
1611.1
6050.2
SFW
Rc r., I
s y v C h I Z, f, �
r0f,
Iran
shtj r
0.11 t
XIAV
7 1r*
Ovor
Zhoa r
fdoformatlur,,'
C v -,U,4 v C L 1 U.
ti�X.Iir�v
(Pvjx I
fpc,* A
> 1.1
> IA
<:{x''..:02 x xv
> 1.1
< 0.75 in
14
0,67
1
2, "
4.44
OK
4.27
Ox
13
8.0
Mm
2.07
>99
opt
-
-
12
7.33
1
2.22
6,17
09
C39
09
11
Col
a=*
2:11
>S*
OR
10
6.0
1
1.89
7.67
OK
4.49
CK
9
5.33
none
2.03
>99
OK
-
a
4,67
1
1,72
8.99
OR
4.57
OK
7
4.0
rlank*
1."
"9
OK
6
3.33
1
1.61
10.16
OR
4.65
Ox
5
2.67
no"
1.5`8
>"
OK
-
4
2.0
1
1.53
9.75
OK
4.46
OK
3
1.33
n*44
1.5
>"
cat
-
2
0.67
1
1.49
9-25
OR
4123
OK
1
0.0
nor*
1.44
>"
OK
AEA dP.SA,.(T", criterla
.... .. .......
SRWall (ver 3.22 April 2002) Page 6
zm 0111h
D,ra f led Apsul ts- lol FJCjAa Std bf I AnalysFIMOIV�.qt and,
SRW
Feel
cec
ar 14 ve
PC �).L " L
zi,�ear
shoax
ve"eir
ur, �,r
El a v
rypr,
Movent
Mment
: f,*,R(Y
Cap4C.Ltw
�'ApA e,* i ry
#
(It's - f t /I L i
Obs-fr/ft)
fabs'lit)
(lbalfr)
Obv/ft�
14
0.67
1
304.2
1299.3
+y�-Yjt -it
(pe a k)
f delvrma Z� I
14
8.67
1
40.5
146.3
145.4
1663-3
663.3
13
8.0
nam
2040.4
574.9
370 6
824.7
828.7
12
7.33
1
456A
101116
160.5
990.0
99010
11
6.67
ISWO
821.2
1736.6
0.2
13,53.3
1153.3
10
810
1
1209.5
2457.7
171,7
1316.7
131.6.7
9
S.33
A000
1892,0
3467A
0.2
1400.0
1490,0
s
4:67
1
2605.4
4484.5
102.8
1643.3
184313
7
4.0
nom
3442.4
5704.4
013
1906.7
160617
6
3,33
1
4406.6
7002.4
194.0
100.0
1970.0
5
2.67
asorsa
5501.0
$682.5
2000.0
2000.0
a
2.0
1
4731.6
10280.0
205-1
2000.0
2000.0
3
1.33
Mao
8099.8
12161.3
0.3
2000.0
2000,0
2
0.97
1
9610.0
14060.3
216,3
2000.0
2000:0
1
0.0
u0no
11265.9
16221.3
0.5
2000.0
2000.0
7�eralled Re,*Wr,s f kas at t 5 Oity
saw-
He*l
Gen
C,,,wqn,-t-ti On
connection
CIXrMe<7rICn
un., r
slav
Tlype
4,7,3d
VAPArIty
y
t)
f4ballt)
rpeak?
(1"'Ift I
14
0.67
1
304.2
1299.3
1299.3
12
7,33
11
326.3
1431.3
1431.3
10
6.0
1
340.5
1563.3
1503.3
4167
1 .
370 6
1695.3
1695.3
3.33
1
392.8
1827.3
1827.3
2.0
1
414.9
ISWO
I3,!50.0
2
0.57
1
437.1
I850.0
5,RWall NL��or 3.22 April -2002) Page 7
iW Z -_71
9.33
4.3 degrees
Type I
prolect Ident!fJ;C&tivII:
Project
Name: STUART RZSIDXNCZ DRrVMY RIMAINM WX
Section: 9-700T TALL RRYSTONZ ZWM VAM - SNIMac LOADMG
Data Sheet:
Owner: RICHAM STUART
CIH,ent: ,
Prepared by:J 8 LIU
Date: September 17 2011
Time: 07:51:01 PM
Data tile; c:\Fr*qrm files
(x$6)\orw*1132\11-OS7-9ftbl*eAwall-soisaicloading-stuar
SRWall Nez, 3.22 Aprii 2002)
LINT 03i1,!3�
t�,L,Ce!:sed La: Liu & Associates Inc.
10213 Realake, Place NX
Xemore %a 98028
n: R:. N?umbuz: 0511135
Page 1
ry j tact Mi. SXUART ItXSIDMM DRIVXW" VXTAWIM 10"
S s vz i 11-rWT TAM X3,YSTOM su= wu - STATrC LOMMG
nat,a Sheet,
RICOARID STWW
prepaz:ed by: 1 8 LXU
Date: September 17 2011
TiTIA: 07:43:54 FM
fa LZ f.Lle.- c:Nprogram file*
C%86) �szv&1132\11-057-Ilfthlockwall-staticlooding-stuartrosidanc
-'fiTe of stzucture: Geosynthowtic-Raainforcod Segmental Ptatoining wall
tl��thodo,l rgy.,, YCH& method A
?ea,�C
Wa-11 GeuMeLC�.
wall eight .(tt't
E:,&ed=e,IiL Wall height (Ift"
Exp --)Sed DeSIgn WaII Height (ft�
Mi,`-Im�3m Pad Th-�ck:,,cinn �Ift)
N417ber nt sf�gm-nntal Wall Units
Hi:<qe ieighL tfL)
Wei l.1 fUeqrees)
r1im
11.33
0. 61
10.66
0..-,
17
11-33
4.3
SRWall (vee 3.22 APril 2002)
Pagf- 2
LN ','51.2135 71
horizontal
icrack Slope horizontal
Mql, form,
TE' 7c T,c,,ad, (pif 200
Dead Load none
Seqmencaj un -1, t- in_-; t� I
PJ qf"t
none
4 t7� 'Ij
21.5
Un L Lefiguh ;.Ln;
,h
C �e,;,fcn
"c
Ar T
U:iiL Weight
S,c,il Data:
Soii De�scriptlon:
(Pref
(degrees)
(,OCZ')
Reinfoxced S""i'll
sand
N/A
36.0
130.0
Retained sci',
sand
N/A
34.0
125.0
neve! Pal SQil
qrmv*j
X1
40.0
125.0
sand
0.0
34.0
125.0
Seqmencaj un -1, t- in_-; t� I
PJ qf"t
none
4 t7� 'Ij
21.5
Un L Lefiguh ;.Ln;
18.0
SeLb,ack 11n)
0.6
we ht- i n /r v C, hS
245.0
L WF_-iqhL (Ir.rii edl' f 1
136.7
Certe of Cravity , 1, 3
10.75
P rqr, c r r: 1 c,5
Ultimate St,-eIlqLh Criteria serv:ce S'ate crltex!4
Mir—num (jtr,/ftk 500.0 500.0
45,0 45.0
2000.0 2000.0
Xe,'P,�, orcemen t
..... . .......... ...
Numb'e-, Navle
ypL
1 $ HDPZ q*o*yOtb*tic
2 0 PST goosynthotic
3 0 PP vaosynthetle
SRWaII (ver 3.22 April 2002) Page 3
45�/-71
and R>.,yn-or Type -1: T�r-e I Type- 2 Type 3
C-trergth fJbS/tt) 3700.0 2625.0 5300.0
RDPI or VP poly*ttor mn or PP
Typo �2 7�,T, C
cn-'Pr,
5.00
2.50
5.00
1766.7
2.00
2.00
2.00
22.0
3.00
3.00
3.00
Gvcral1 r -actor of Smicty
1.50
1.50
1.50
AIIOW-albje $tr4,Iqrh:
1,
2"fTe
Type 3
M i n 1. r -")m
92.22
116.67
117.78
ul�Ixate, Srranqt�! Cr! "crior,
(Ibc,/ttr
1233.3
076,0
1766.7
0.7
0.7
0.7
22.0
22.0
�s e 2
T)Te 3
C , d5i
0.93
0.95
0.95
connp-ctl'on stronath:
Type I
Typ 4 a 2
Tyr,,�, 3
ul�Ixate, Srranqt�! Cr! "crior,
(Ibc,/ttr
1233.3
076,0
1766.7
A•gle (-deqrees!
22.0
22.0
22.0
I b s X, f, r- )
1850.0
1312.5
2650.0
Service
Sl-atc Criterion:
M i n 1. r -")m
1 Lr, 11 trl
1233.3
075.0
1766.7
rrictior.
Angle (deqee3l,
22.0
22.0
22.0
.maxim-=,
ibsia"-
1850.0
1312.5
2654.0
SRWall (vez- 3.2-2 April 2002) gage 4
Geosynu'let.ic som'Inntal, Re1Q, Kai Ubit
"Irtexface Sheal S,,�rmqth.,, 1-YP - i ryp C, 3
U,�t.LaaLe
Axe-Igth,
0.206
RVinfOrCOd SM"
iKa h0r770nta!
Mir-mllm
(Ibs/ft:
500.0
SWO
500.0
F'r * v:iom
Angie flaegreel)
4S.0
45,0
45.0
Mmxirnun
;Ka bor,,,z,-mta1
2000.0
2000.0
2000.0
tie. V � C&
SLaLt-
55.43
N/A
'R;."j5e
Minimum
4Ibs/ft)
500.0
S00.0
500.0
Friction
A.a.qle fdeqrcts)
45.0
45.0
45.0
a X1 m3 7r,
t t b5/ tt)
2000.0
2000.0
. .........
2000.0
Jogff Welt; of Ej;PP,P essure and Failurc', P�I,zne Crier, ta t1qns:
Reintorc6d Soil (XA)
SliaT,ng
0.206
RVinfOrCOd SM"
iKa h0r770nta!
c=palle-L)
0.194
OZAOLat!,411s of
failure plane
tror, horizontal (deqxees)
57.9
RetaLned 30ii
(Ka)
Rei
0.127
Retained
;Ka bor,,,z,-mta1
ce,%rpcn--at;
0.197
Orientation of
failuro plane
tram hoxizonLai (degrees)
55.43
Results of External SrabilltV Analvsei�:
Cal CU !a t ed Czitcrla
70's
SliaT,ng
3.72
1.5 OK
FOS
OverLwUag
5.42
1.7 OK
FOS
Fearing Capacity
10.72
2.0 OK
1
P,a5�i
Rei
7,5
6.8 OK
Base
Eccnntri�-it.y ao)lf,,I
0.39
N/A
3aSe
I CCenLriQiLy lRaLiu ,L,/L-2o',
0.06
N/A
'R;."j5e
Reintorcemen*t Ratio (L/i?
0.66
0.6 OK
NOLe: CalCulaLed valueMEET ALL do -coign critcria
T,)atf,7a!
Calculated valucs..
(1hr./tt)
2027,2
(lbs/ft)
111960
Sliding 1�esisLaace (lbsILL)
7545.7
Driving Moment Ubs-t-,/tt)
0501.4
Resisting Movient (lbs-ft/ft)
46065.4
Bearinj C4pacity (psf)
19701A
M 1 aximim nearing Prnnsury �pst,,
18370
S,RWA1Z (ver 3.22' April 200 2)
dcet� NOT 4SE'r de'lign. C-rltericn
-Results c.,f nitenmal Stab4t Ar,)�
VAT 7 T�7- (fr Stlengtft
16 1
#
10.0 62.2 128.0
14 1 8.61 92.2 141.3
12 1 7.33 92.2 10612
10 1 6.0 92.2 231.0
4.67 02.2 275.9
3.31 82.2
4 1 2.0 42.2 .4
2 1 0.61 !!,-, 3 10.2
A Slyses:
SRS POF, Fos
Unit RZev ryp� 0`7 Sht,& r
> 1.5 ), i's
F",=e capartty
(.1baltO � I hs / ft j
47514
74.4
I309.6
1206.8
19216
2519.2
1670.9
354.5
4-7/71
2749.0
560.1
4530.4
3201.2
6x09A
.5414.6
4620.3
11102:0
6097.6
501.0
I439.7
E.1 cm,
e n q r
/Yrchz,?-
I, GIS
r -11's
Fos
ayax
2,71
12
"'ergrh
Over-
Pullc,:iL
slid!nq
""PA e7l r, g
11
6.67
ncsaa
1199
tft)
sLivas
10
610
(ft)
1.73
16.44
09
9
> 1.0
> 1.0
> 1.5
> 1.3
< 3.0
16
1
10.0
310,010."*
15.12
OK
3.71
20.29
OR
14
1
8.67
10.0
3:, .2
0.58*
O.54
13.08
OR
12
1
7.33
-9.0
3.16
0.44*
9.90
9.96
OK
10
1
6.0
0.0
3.9
0.30
11.99
0.1
OK
7
1
4.67
0,0
3.63
0.3*
11.61
6.69
m
6
1
3<33
9.0
4.37
0.26*
14,41
3.53
OR
1
2.0
7's
4.6.0.23*
25.
4.71
OK
1
0.67
7.5
5.34
02"18.36
4.1
OK
dcet� NOT 4SE'r de'lign. C-rltericn
-Results c.,f nitenmal Stab4t Ar,)�
VAT 7 T�7- (fr Stlengtft
16 1
#
10.0 62.2 128.0
14 1 8.61 92.2 141.3
12 1 7.33 92.2 10612
10 1 6.0 92.2 231.0
4.67 02.2 275.9
3.31 82.2
4 1 2.0 42.2 .4
2 1 0.61 !!,-, 3 10.2
A Slyses:
SRS POF, Fos
Unit RZev ryp� 0`7 Sht,& r
> 1.5 ), i's
F",=e capartty
(.1baltO � I hs / ft j
47514
74.4
I309.6
1206.8
19216
2519.2
1670.9
354.5
3520.8
2749.0
560.1
4530.4
3201.2
6x09A
.5414.6
4620.3
11102:0
6097.6
501.0
I439.7
6190.5
7532.1 1020.4 7463.4
54ce'r
(d*.Io=a tt un)
< 0. 02 x Vu
17
10,67
AOAO
14.83
21.09
OK
16
10.0
1
6.77
IIAS
OK
Is
9.33
no"O
4.66
-
14
8.67
1
3.42
27.73
OK
13
9.0
ncne
2,71
12
7.33
1
2.3
16192
OK
11
6.67
ncsaa
1199
-
-
10
610
1
1.73
16.44
09
9
5.33
none
i's$
-
-
8
4,61
1
1.39*
15.12
OK
7
4.0
nom
1.27*
-
6
3.33
1
1110
12.93
OR
5
2,$7
40"
1.08*
A
2.0
1
110*
11.251
OIK
3
1.33
no"
0.93*
-
7
0.67
1
0.87 *
10.02
OK
1
0.0
none
0.83*
-
Note. I value doF-,a NOT. MM deUlgli uziLCZ4Xn
Page
Fos
cc p, e C, 0 n e f,-, - j a. a t
"a k)
> I'S < 0.75 ixi
10.67
OK
10,59
oft
1,63
09
8.71
OK
5.77
OK
5.06
OK
4.51
OK
SRWall (ver 3. 22 April 2002)
Parl"Its Of Stability Anallyqcj IJVl>,xOgt ind shvmr,):
Page 6
SAW
he d. j
i;00
DZIve
PC e, 1 S r
Shear
9b e a x
s4c4z
Type
Elev
TIYA-
M 7
M=env,,o4d
ft
Ca pa c 1 1, y
Cipa c 1 r y
(peak,,
(ibs-IULO
�Ibs-fr/fr)
1"bolf3.';
7IbS/ ft�
fibsIftl
16
10.0
1
IMO
1345.3
.Out -an
fpcjk)
?dpfnmAt!v.,:;
17
10.67
none
9.t
144613
31,5
6x3.3
663.3
16
10.0
1
44.4
300.9
74.1
$26.7
026.7
is
9.33
1
111.2
SICS
010
940.0
990.0
14
8.67
1
217.6
743.9
65.1
1153.3
1153.3
13
8.0
A*"
371.1
1032.5
0.0
1316.7
1316.7
12
7.33
1
$79.1
1329.3
67.s
1400.0
1480.0
11
6.67
60"
849.3
I76es.1
CO
1643.3
1643,3
10
610
1
1168.9
2057.0
109.9
16OC7
1906.7
9
5.33
nOtsrt
27605.6
2467.9
0.0
1910.0
ISMO
8
4.47
1
2106.7
2927.0
132.3
2000.0
2000.0
7
4.0
Rofto
2699;7
3429.1
6.0
2000.0
2000.0
6
3.33
1
3392.2
3939.3
154.7
2000.0
2000.0
2.67
non*
4191.5
4512.5
0.0
2000.0
2000.0
2.0
1
5105.1
503.9
17*7.1
2000.0
2000.0
3
1.33
00"
$140.5
973C2
0.0
2000.0
2000,0
2
0.67
1
7305.2
6390,7
19 S
2000.0
2000.0
1
0.0
tumlo
3606-7
7106,2
0.0
2000.0
2000.0
,�nnec
tab,141,tv -�Lu�',-Vsep (0",
!Mw
Rcivi
i;00
ccmlectl4an
Conncct j an
co=wictlW)
gjll-; t
F" i, ev
Type
Load
caparitv
ft
(peak,,
7IbS/ ft�
f!bzs1l 0
16
10.0
1
IMO
1345.3
136511
IA
8.67
1
141.3
1497.3
1407.3
12
7.33
1
196.2
1624.3
1629.3
10
CO
1
231.0
1761.3
1761.3
8
4.67
1
215.*
I859.0
iewo
6
3.33
1
320.6
1050.0
1850.0
A
2.0
1
345.4
185010
1650.0
2
0.67
1
410.2
145010
18511.0
SRhla (ver 3 . April 2 0 )
11.33 it
I.
Page 7
Type 7.
rec:t
m,e : STUART RZSI1%ffiffCZ DSXVZWAY RZTAINING MALL
Section: 11 -FOOT TALI. IMYSTOUR BLOCK WALL - STATIC SING
Data Sheet:
Owner: R:ICH STUART
"dent:
Prepared by:J S LIU
aL : Septaaber 17 2011
Time: 07:43:54 Pit
Data file: c: \pavogrsar filsa
(x56) \*ar+ *1132\11- OS7-llfthl waall-statieloadi. g -stow
APPENDIX A
STABILITY ANALYSES
PRECAST CONCRETE BLOCK WALL
STUART RESIDENC
1 109 — 12TH ANTENUE NORTH
EDMONDS, WASHINGTON
LIU & ASSOCIATES, INC.
RECEVVE'll-
3
OCT -'7 2011
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
CITY COPY
SRWall (vor 3.22 April 2002)
I
21Y C�ZI;:?3
"o: Liu & Associates Inc.
19213 Kenl&ke Place Xg
Kenmore ma 99029
License Number: 0511135
Pr.,r'ect Name: STUAM RRSZDXN= DRZVZMX RSTAINING NALL
sc,-:t�nr- 5-FWT TAM KUST= W= W" - STATZC LOADING
Ou'r, C-.— RICHAM STUNW
d ty: J S LIU
Datp. September is 2011
'r -,, Trip, - 02:01:58 F"
c:\progran fil"
(x$6) \srw&1132\11-057-Sf thlockwall-Statiolooding-stuartresidance
Goosynthotic-ReinfoZoed Segmental Ret"ning Wall
NOW, Method A
2eax 0.00
""nigra 6.0
w"111 HeiL^ ht ttt) 0.67
rcp[)sed lleighft) 5.33
ym { r—'inuai Leve i n g Pad' -'h -1 �Xn4- 5 S 0. b
9
6.0
SRWall (ve,.r 3.22 Apri2 2002)
k,r=l, Slope (degree.%'
boxiXontal
mac k Slove ildiqrees) bovixontal
un 'tofm-1
y
Surclharuc 1pmfl
200
Dead L,:�iid Sui cnar;e none
Page 2
Z/l I
5 1
C., -fll,Lal Unit Namp..
Soyzental 07J,, Data,
non*
UIUL heigh't
�11112) (ilO,
8.0
'it wi ath
OIJ
.1ungle
ua-ic welqj"t
nn
301ii
- . .. . ..... . ..
19.0
(per).
(deqrees)
fpC t.)
Roir�forcad
I I Cd). (IbS)
N/A
36.0
130.0
:fie Ld-':ed Soil
*and
N/A
34.0
125.0
Leveii.Inq pad soy i
gravel
N/A
40.0
125.0
Foundationofl
sand
0-0
34.0
123.0
5 1
C., -fll,Lal Unit Namp..
Soyzental 07J,, Data,
Siz
ipqmontal Unit Tntarface he&4 Data:
L,I.rqo4e.r t i ozr Ultimate 5,aZe3iqul CrIftorl'a Se1:-vlg�4-0 st�tc �rftez-�a
lo, i 1, im=I Lb Sf fr. 500.0 500.0
ic-,tor, Angle (eq ees) 45.0 45.0
maxim;m tIbs/ftnoo. o 2000.0
yZ, Lhe L 1 c Rei n f o r�7cm on v T�ypes, alolg llll=be�:
umbes Na"pre
4 RDPIL 9*00YAostic
0 P ST "osynthotic
j 0
non*
UIUL heigh't
�11112) (ilO,
8.0
'it wi ath
'Uro t Lrmgth
tin)
19.0
(in)
0.6
fil'It'
I I Cd). (IbS)
245.0
Uniz W�Ight
� intilJ ed) %Ipcfll
136.7
CvnLex :�f 'Gravity
10.75
Siz
ipqmontal Unit Tntarface he&4 Data:
L,I.rqo4e.r t i ozr Ultimate 5,aZe3iqul CrIftorl'a Se1:-vlg�4-0 st�tc �rftez-�a
lo, i 1, im=I Lb Sf fr. 500.0 500.0
ic-,tor, Angle (eq ees) 45.0 45.0
maxim;m tIbs/ftnoo. o 2000.0
yZ, Lhe L 1 c Rei n f o r�7cm on v T�ypes, alolg llll=be�:
umbes Na"pre
4 RDPIL 9*00YAostic
0 P ST "osynthotic
j 0
SR a] I (ver 3.22 April 2002) Page 3
4;:J Type I 7ype 2 .Type -i
M
time U.. --ate Strength iibe/tvi 37000 2625.0
5300.0
poly-"er Type RDVI or VP
mm Or
Reduct."in Factors:
T)" I
1233.3
7� e, 31
1766.7
5100
2.50
5.00
Duzabi-'- Ly
2.00
2.00
2.00
n s r a 11 at i on 0 a "na gn
3.00
3.00
3.00
OveralI Factor Cf Safety
I : so
1.50
1.50
M; r; MUM
AII.,�;lwable Sr�renqt?,f:
TYPO 7
7yr, c 2
T�ve 3
Ft-Ict."on
42,22
116.67
117.18
Coettf'cle'nt of lnterscticn�'
Type I
7yp r,
Type 3
1312.5
26S0.0
0.7
7
Coet�f4CJOnt ��f L%�XeCt Sjjdj!�q;
Typ a I
me
7ypt., 3
W2
0.95
0.95
0.95
. .. . ..........
C' wj: I e c L I On strqn�th:
Type I
Typor
Type 3
Ul'"fmatc stre'nqth crfrerl'on:
1233.3
875.0
1766.7
rricticn
Anne (cipgrPes)
22.0,
22.0
22.10
1650.0
1312.5
2650.0
service
State Crjtcrio:.�:
M; r; MUM
flbs /ft'l
1233.3
975.0
1766.7
Ft-Ict."on
Argic (deqzees)
22.0
22.O
Maxim, ufti
:Ib3/'t
1".6
1312.5
26S0.0
SRWall (ver 3.22 Apr -11 2002
ens F 4.Se,4xerual Aetdllj.,�q W,1731 upft
im S L
Ah
t "
rriction Anqlc �dnqrmj)
ax-mwm bslf�
survire Statv Cri"tarlem.-
Min'-r-mm
Frllcl.iorl Angle "'degrees)
Mlav"'Trum !Ilbc,01r)
500.0
45.0
2000.0
$00.0
Wo
2000.0
Page 4
+/71
rype 2 Type 3
$00.0 $00.0
4S.0 45.0
2000.0 2000.0
too. o
500.0
45.0
0.0
2000.0
2000.0
�"vefflcl&-,Ls of eaxLh llressuxe and k,4.LluXe P14.3e
Soil (Ka)
SOil t�Ori70ntal 170MM-,IentyY
ort �ert,r�t-,rm -�' fnilure pl,,4no from horizontal (degrees),
Rtw,,ained (Xa',
ike,-ained So -J.1 (K,) h-:ri 7,ontal componertly
Orientation f 'ami lk�r-- plazie from
Rcxt4lts uC Exfernal.,.stabliltd. Ana ly�-ms:
Nate: cajcuj�,t,ed value' ,ET ALL esign critcria
velj-il�?d R�,Imltrs 01
. . . .......
T,:�t,il flcrizQ,liLal Force (lbr,/ft.)
I
TC4r""
,Lal VJ,cal 70rC4
-esisti,ng Movvnat (lbs-ft/fU
Rearinq Cdpac-�I�y (psf',
Maximum Beating P�ess,uro tp.nf
A
0,206
0.194
$7.0
0.227
0.191
55.43
Op
1.5 OK
1.7 OK
2.0 OR
3.6 OR
N/A
N ,%
0.609
cah,:ujatad va I aes.
$79.4
3972.5
2679.5
1595.1
10625.6
14134.0.
FOS :,ii i di '19
3.94
FOS Lave rt�rnlng
FOS Rearing CapACiLy
13.9
,length (T,) (ft"
5-0
Base 4,-ccefitri, -,y (-,) (ft;
0.23
base Eccentricity .Ratio WL -2e)
0.65
Base Rsilnfrclmuenl- Ratio f7d[4t
0.83.
Nate: cajcuj�,t,ed value' ,ET ALL esign critcria
velj-il�?d R�,Imltrs 01
. . . .......
T,:�t,il flcrizQ,liLal Force (lbr,/ft.)
I
TC4r""
,Lal VJ,cal 70rC4
-esisti,ng Movvnat (lbs-ft/fU
Rearinq Cdpac-�I�y (psf',
Maximum Beating P�ess,uro tp.nf
A
0,206
0.194
$7.0
0.227
0.191
55.43
Op
1.5 OK
1.7 OK
2.0 OR
3.6 OR
N/A
N ,%
0.609
cah,:ujatad va I aes.
$79.4
3972.5
2679.5
1595.1
10625.6
14134.0.
SRWall
(ver 3.22
April
2002)
s2idl.,Iq
51WNIC
TYI- C 2 d $rrorl"
Page 5
.,,N a15 I :I 5
Elev
Ly
0
ue,4 flbsft)
lllbxlttd
cotux-ctlon
OhAlft)
.................
. .....
................
...... ... ... ... ....
1" 4.67
-v cf
!nrerm' Statl,;ItSl.
y A. y.o
74.4
1210.5
>1.3
1 3:33
141.3
o V
zc6gt4
Ancxr
FOS
'FrIs
rw
Z4Y,x
V.1 Type
(L'L
(i 11)
Lc. -,IW Lb
Ovct-
VU.I.Zout
spo�inq
ai
10.67
on
(ft)
s I rre.$$
0000
4.66
d ft)
G. -O
900.0
OW
> I:o
> 1.0
>I -s
> I.S
c 3.0
OR
10. st
oz
5
C
tkom
2-76
-
6 1
4.67
6.0
1.63
"36-1
2 25
,
16.21
OK
6 1
3.33
6.0
0.1"
2:37
0 S&-
501
1.199
09
4 1
2.0
S.0
2.1
04-
1
1
7.42
ox
2 1
0.67
S.0
2.94
100.
9.67
S."
ox
NOte: I 7AIiie dt�eg NOT MEET d*s:L,4r. :iritsrton 44 omrjrramos�
Oer.Axjt,k,f R#,,,svJr,i mf ,rternal Stab-411ty Ana-ly.141,
SRW C-uo;tytl K.40 -w AT, IOWOIe
7egWe
PUT 7out
SlIdinq
s2idl.,Iq
51WNIC
TYI- C 2 d $rrorl"
shos r
IjrJ r
Elev
Ly
0
ue,4 flbsft)
lllbxlttd
cotux-ctlon
OhAlft)
2,ofj 140,
De5 u: At-
,�K
t urmL og
fpo&k�
1" 4.67
128.0
247.6
74.4
1210.5
>1.3
1 3:33
141.3
sm, s
192.5
1921.0.
4
1 2.0
I)V
186.2
1112.9
364.5
2631.5
2
1 0.67 2
231.0
20034
$60.1
3342.0
10.67
on
N� tu
4.0
0000
01 Fjc�rq Aaa��Y:keu.,
SRK,
Fee
MIS
Fos
51WNIC
k",;6
shos r
IjrJ r
Elev
TYPO
Over-
slh'��uz
rDefomarlon)
cotux-ctlon
rrw nn)
t urmL og
fpo&k�
>1.S
>1.3
4 O.02 x Su
>I.5
0. 7S in
9
5.33
nQl%*
14.83
21.09
CK
663.3
643.3
4.617
1
1 6.77
11.15
ox
10.67
on
7
4.0
0000
4.66
319.3
G. -O
900.0
OW
6
3.33
1
3.42
17.73
OR
10. st
oz
5
2. V?
tkom
2-76
-
0,0
-
1316 , 7
4
2.0
1
2.3
161.911
OK
8.75
OK
3
1133
VIC"
1.199
-
-
-
-
2
0.67
1
1.73
I6.14
OR
7.63
1,806.7
1
11 A
esu
1 55
2410.9
0.0
1970.0
ISMO
lt�tccalcu,*Atod vi�-'�AOS MROT AU dcZiO criteria
1, , Fd,CzrT 04 a r)
-tal2ee A*sul�s -011 �=_Cntlftd U_ , ,
S&W
Fee
Drive
Resist
shvwr
shos r
"r*nt
-toad
Capa C.' ty
5.33
tlatl
9.9
146.3
31.5
663.3
643.3
4.67
1
44.4
300.8
7411
926=7
826.7
7
Co
norma
11112
319.3
G. -O
900.0
OW
6
3.33
1
22.7.4
743.9
ts.),
II53.3
1153.3
5
2.67
Ito"
371. 1
1012.5
0,0
1316.7
1316 , 7
4
2.0
1
579.1
1329.3
67.5
1400.0
100.0
3
1.33
f1cma
840.3
1689.1
0.0
1643.3
1."3.3
2
0.67
1
1109.9
2057:4
10919
1006,7
1,806.7
1
0.0
aanx
1605.6
2410.9
0.0
1970.0
ISMO
SRWal l (ver 3.22 April 2 02)
Page
'" 1
zv�s
aitZ3 'x.52 Pesul*3 Of vac"nq
..Ar,s Iy.!f?.
fd:r-t2»S&2"t,"san+aER3f;
SKEW
YAe 7
Con. ctj4;p
cawOot O4
zC
aPL
.r.oad
ciI!l'
?f^)
!it;,e'tt,d3�t1
idECatn
0
4.67
1
126.0
1365.3
1365.3
6
3.53
1
141.3
14".3
1401 3
4
2.0
1
196.2
1623:3
1629.3
2
0.61
1
231.0
1761,3
176.3
Page
Project Identification:
Project
SAWalZ (ver 3. 22 April 2002) Page 1
LN 051113
19213 XMMIaU V1000 iZ
Komma"VA 98029
£,w t:'enee Ntiz—",ez ... 0511135
Marine STUART F49SZUXXKM DRZVWW XIMR
sect lon: 5-rooT Tam x2yorom w4m Saxamc IAWIM
Data Sh-not!
Owner: RICHARD STUART
kers
rllarf. c Soptember 19 20l 1
T> ms ; 02:07-.12 IM
f 11
t 6 ASr+Ma1132`X11-05?'-5sE 1 i1 -sot csloa4i g-st rt,r"i cs
T= _Sr* r : € ui� � t ay�►thstie-�es.e d tal tt�r3� i�t11
Liesig Wall :Hei ght: ! f.;, i5.4
i -,.be : ent a.,+ I 14c:igI,t � ro 0.69
Lxposec r05i g ; Wall height 4;iia 5..33
III
L-, Ve Lead surcharge
Dead Load S "Cnrgc,;
PI i etiOgU
C,MhCSion Angle Unit weiq07""-
Rei:',f Ced SQ,I
aaod
/A
36.0
130.0.
ReLa .ined Say;,
awed
lv,
34.0
126.0
Levelling ad Soil
qx***l
tv
49.0
125.0
roundaticn 5uil
sand
0.0
34.0
125.0
Cap ieiqhL
On)
ncMMMO
Unit. Hei4:tFlU,�
Unit W,;AL.
� u) ?r?
21.5.
unit Length
AM
18VO
Setback (in)
0..6
Weight nfilled)
t (its)
248,0.
Writ �f'4''£:3.i3�#'t.'
vGravity
WHOM) a�'�..p;.�:'.)
136,7
Center f
S.i+M
.
10.7s
mi,riim,um (Ibs/ft) "010 500.0
sirict:i: n Angle Kdngrees) 45,0 45.0
Yax.i:Ttwm (z s /tr) 2000.0 20000
aF?Wa,l I (ver 3.22 Apra 2002)
w 0,; 1135 L O/
M* .
(deqrees)
tainiinum (Ilbs `ft
Fr�ic:'.i. ii Angie (eogrres )
miximum
Type, I Type 2
0.7 .7
i*ype 3
0.7.
.r
Ty
Cpe 2
Type 3
re a .CLQ fux 8eiam c csndlysi::,
1.00
1.00
1.00
s rz 1
2.00
2.00
2.00
1 Lxt .l t r t m r
3.00
3.00
3.00
Overa . l Factor of safety
1.50
1.50
1.30
Typo,.e'.3
Ta (Ib$k/ftt
411.11
291.67
589.89.
(deqrees)
tainiinum (Ilbs `ft
Fr�ic:'.i. ii Angie (eogrres )
miximum
Type, I Type 2
0.7 .7
i*ype 3
0.7.
.r
Ty
,
0.95
0.95
0.95
Type I
Typ
Type .3
1233.3'
873.0
1756.7
22.0
22.0
22.0.
1$50:0
1312.5
2650.0
1233.3
675.0
22.0
22.,0
1850.0
1912.5
'rtrh -��i' 3ttt 1? Lc 3�.:3Ft Mall unit
Tnter.fa.^o 15 car strangth. Type ' Typo .c
ri �:ti car Arglir (degrees)
Maxim^ate (iia f -Q
Vii'na:n= (IIs/:t)
Max;�t�JT> (Ibs l t t )
500.0
600,0
500.0
MO
48.0
45.0
2000.0
2000.0
2000.0
500.0
500.0
$00.0
45.0
4#.0
200.0.0
2000;0
2000.0
SRWall (ver 3.22 April 200,P) Page 4
Ohl
lents c* Earth Prcssurc and' Failutc Planc 0.r1en La t lions.,
,*(-,nfZ[itien';- {k(int) 1,
0.25
Se i sm ' C: C, oo . f i Qerl �, ( k (ext) 1,
0.1
Ar,?infc?rced Soil IsLaLic) (Ka)
O.206
Reirforcod (staLic) iK4 horiZontal
CoMrone"t')
0.194
i
Renfo=cd Soil static + alynamic.) (Kae)
0.38
R�inforced SoLI (sta-,ic + dyn.�mic) tKach
horizoata l ot>mp,.,nen-1) 0.357
Crie;iIaLion, of failura plane, from horlzonta.,..
deqx,"S)
57 9
Retained Soi I (static) (Ka)
0.227
Retained Soil %3LdLla), (Kah horizonto-J,
cqmponnnt)
0.197
0.202
n
�etaipoo Soil I�stati- + dy amic� �,Faeb
hori 7cntal compon,ent',
0.254
Dripnta*-ion of faiI�ire pilane troy: *,)ori7onta1l Idc-qrees3
50.29
Re5ve't..; of: Excetnal sto,,,Htlf
S 1
3.56
1.1 OIK
5.77
1.15 OK
WS Bearinq Capacity
16.51
1.5 OK
ReiPItO-rRMCIn-t LleaPLI1 (L) [tt)
5.0
3.6 09
aye Eccezt r, c i t y ) 4tt';
0.28
Base Eccentr 'city RaLio
0.06
N/A
SaSe Reirf;nTICMei.L Ratio �T,/R)
0.03
0.6 OK
Note: --alcul'ated valwues MEFT AT,T,
C�f EAtexna,4, Stability A.UlYSeS.' Calculated, IWIlf"V:
T;Lal Hor,17,ontal k'Oti�,O O.5/ft) 740,5
Total V�Drtiaal ForCe (11b.-3/ft) 3972.5
Sildin- Rcsistance 2679.5
Dri-in4 mQn*'At 1941.0
Rcsistiriq Moment 10625.6
Bearing Capacity (Par) 13966.0
Max.Lvam Bearing PresSure iPst) 894,3
r, h A r, 0r to IZ FOS M$ Layer
U111- Type (tll) �i 01 g t �,, F010vt &, " i , d i n 4
U0 stress Ift i
> 1.0 > 1.0 > 1.1 >:-1.',1- < 3.0
4.67 010 1.43 1.17 0. 02* 12.Sb 09
3.33 610 2.37 1.57 3.19, 0.25 CK
210 S.0 2.1 1.45 3.02 6,43 CK
2 1 0.67 5.0 2.44 1.14 6I54 $-34 Olt
Ne,;,Le: * value does not NFV'T OeSign C*rit*rion fl orCUtrG-.ICeS'
SOLO: Soismic analy.mix may not give the luweut flactor°� OL 4,Atety,for Fr, aqalnst reinftrzement
G)V#.T-ntrp,13 in interuai calculatlorjs, Re Xurel to c+Ack r=rVent deSIVII using sta'IC
=42yzis opti�ju
;SRWall (vex 3.22 Aral 2002) page 10
raz3x
e uilolll RcWU"Its Ce Farm §cabllity A"Iyvea f�� aa�i(G73t:
Rw Keei n es i tan cktu tss 3 ieCC,te at:.
"�lt -.(Vv TYPO load c:a 4 -Sty Capt wtrjr
fa'') t olct
(P" k) (e#eefo tlb
(lbBA✓fr) tjm/-ft)
8 4`:67
t",e=nmyn glen
Al o-wj>.Ie
renalle3 Pullout k,7id! rq
1365.3
6 3.33
1
361..9
1497.3
1497.3
4 2.0
1
264..1
1629.3
1629:3
2 0::67
8
169
1761.3
351.4 287.6: 46.4.
1210.5r
6
1 3.33:
11:1
264.9 834.9 232.!4 1921.0
4
1 2.0
411:1
204.1 1112:4 404;2 2631.5
2
1 0.67
11.
306:3 20ii3.0 625.4 3342.0
.({a '3U:. C:i t?.L F au•;.i sL•a:0•,. L'y •'.PkP° sA'F> t`r.
Ana Iyxpaq r
,figbT
i'!&&.i �Gtis L.`t':SC rcls
F6,`s ,Shaer
Fro$
uxazt
Z1,C P},
tsar•
Shoar (t6ofozataatirmO
ccnnoczzon (rlmfexrm&tl m)
(:f)
turz.4 :ij7
ipoull
.( ,ie k)
>1.1
>1.1 60.02 YHtt
>1.1 t 0..75 in
9
5.33nano
3.97`
5.94 OK
-
8
4.67 1
2.01
3.61 OK
3.80 044
7
4.0 no"
2.15
-
111 -
6
3.33: 1
1.91
9.0: OK
5.72 OK
5
2.67 ftom-
4
2.0 1
1:84
10.63 CK
5;73 OR
3
1,.33 come
1.84
-
-
2
0.67 1
1.78
12.02 GK
51<75 OR
1
0.0 no**
1.77
Ncte.:
4:a4.1C"":.:3. ,CLci v4lims MIET AU doaOt; crit*ria1.:
Of FaC3nr'y7.*.,k'rtbI4t`C:y-A.i�i,'�".�PS
aRo!
� sB:i uki7
�$ tie!
1isa si SM14r
shear `ht? r
(:L)
t'ti? -:t! J (Thx :ft/ft) i
(lba/Z0
+Ou art
#�artaC) CQt(�kYaB�ye^s}
9
5.33
36.9
1+4413 111.6
643.3 663.3
8
4,67 1
150:*
300's 224.7
026.7 026.7
7
4.0 40"
343-1
737.6 0.0
490.0 990.;.0.
6
3.33 1
619.8
1142:4 128:2
1153,3 1.153.3
6
2.61 no=*
943.0
15109.6 0.0
1316.7 131+6.7
4
2.0 1
1436.8
264CS 139..,3
148(4.0 1460.0
3
1.33 ttaa®
19". 5
3662:;+1 0.0
1643:3 1443,3
2
4:67 1
*4634.6
4608.1 ; 151..4
1406.7 1006..7
i
0.0 non*
3306;8
5496«1 6.0
1974.0' 1910.0
e uilolll RcWU"Its Ce Farm §cabllity A"Iyvea f�� aa�i(G73t:
Rw Keei n es i tan cktu tss 3 ieCC,te at:.
"�lt -.(Vv TYPO load c:a 4 -Sty Capt wtrjr
fa'') t olct
(P" k) (e#eefo tlb
(lbBA✓fr) tjm/-ft)
8 4`:67
1
351:,4
2365,;:3'
1365.3
6 3.33
1
361..9
1497.3
1497.3
4 2.0
1
264..1
1629.3
1629:3
2 0::67
1
306.3
1761.3
1761.3
Pro test Identification.
i ; ae,ass n'v'utttber: 0511135'
ect ;far"; : 7 -FOOT TA= IMYSTOM W110MMkt`t. - SMXC SIM
Data Sheet:
owner:
RZ
Cilart
Da'L.A�;
Sept4mbev 18 2011
°Tran:
01:55'50 V"
ra
\per file&
s .^.'^^.�.�:........
'0* .i�i�iiii
TYPE Of z.�."'�i a �'.` �iAO��3i�li��C��i� <?�0� Sopmental Retexn=q WA11
Dei rs' e a3 # , i . MC Mh Method X
t;xpQgec Design Wait Height {.ft) 7.33.
Mirriber of S,cgm �z.ta Udall :. n '.9
Ri regc >ir.ight ft i
Wall ..c:11na ion �O r;,Ps}
12'
S.0
S a.] (ver 3. 22 April 2002) Page
ZN COOK
slo e :
E U s$ Slope ( degree -)
harL OAt l
..aackNS:cape ,aegxee r
%o�cisr t�1
a rl� far. 2 iii "tJ t:r�. ixrjs :
Live :,oad Surcliargc tur f:
200
conoxfon
r"i.zgle
wr, �f eIght.
Wil D"z`ta: €..e6 i'"Ptis3n
(,has.%:
(de?greem)
Reinforced Soil sand
NIS
36.0
130.0
ta.n�d suit "Ad
N/A
34.0
125.0
LCvc,II InPa. Soil 1"NYWO1.
N W
4040
125.0
Fourdation it sAZxd
0.0:
34,0
125.0
Cap, Refight (in)
Sanwa
irit l:c igh dNui aY'w? f
8.0
Uri.!L width i Wu l (in)
.21.5
Mit angth Pita:
1810
rt aok ji,r.,
0.6
Might inlil leo ? (F hq)
245.0
Unit Weigg,,,a �, fLllea) pct;
136:.7
Center �mf Gz;hv.w.Q (in)
1005
egme t,07 -TP^it 4ntertacq .sear Data.
it. ,Tt€uz `lbz tt't $00.0 500.0
rt < i 3n ;Lnq e (dicgrees) 45.0 4140
MaXLmlont: t 2000;0 2000.0
"yk ' c9," fi s�'f. �3i `er:
Q#4*yntb*tjE3
? 0 3T' t1A1t3C
0 PP qobsyntbat4c
Reduct,10,11 Factoxls:
G bN / f L)
Type
975.0
Creep
5.00
2.30
5.00
Durabi I ty
2,00
2.00
2.00
Tr5talllatlor, Damage
3.00
3.00
3.00
Ovexall "actor of Safety
1,50
1.50
I.So
ML
1233.3
zyp t'
Ta s sl t
82.22
11,6.67
117.70
22. 1 0
22,0
Type 2
71ve 3
1930.0
0.7
0.7
0.7
Connoction, -SSttntiqth: Type 3
p I I Type I TYPC 2
Filtimatr strel�qLh crilter,10P.-
Mini. rrn v-,
G bN / f L)
1233.3
975.0
1766.7
7riction
Ancile jdPgrpe,,-s)
22.10
221,01
220
14aximvm
1950.0
1312.5
26$0.0
ser -1 ce
eta `c CrILerlon:
ML
1233.3
$75.0
1766.7
Friction
Anql(n ',degrees)
22.0
22. 1 0
22,0
-Maximlam,
(Lb!i /f tj
1930.0
1312.5
2650,0
W9
S -Wail,: (ver 3.22 Aptil 20021
LIV 0.�12136
..........
wa
:11terface Irma i.
,10,1 L lir"a t e 5'r rength Cr j te I it) ri
Aftgie SdeVees)
Maximum 1.6.t/fr)
50vvl
Ce State Crit�rivn:
Friction A-n,;Ie (dngrtas)
Max imum flbs/ftl�
Tyr,e :,
$00.0 500.0
45.0 45.0
2000.0 2000.0
50010
45:0.
0
Page
`i >e 3
500.0
500.0
45A
45.0
2000.0
2000.0
CIOCff.:CIeV,L$-,OfI,.rqrth Pressura and Failum P pae 1,entations:
R%�ivilorced s0i 1 (Ka) 0,206
Re.-Lnfarced Soil (Ka hori7ontml components 0.104
Orient tic Qf failure plane from hori,7ontal (degrees" 57.9
Retaincl SCI! Wa 0.227
ReLained Soil (K4 horizortal couponent) 0.197
Ori ontation tailure plane Prov orixcntal (degrees I, 55.43
'Results of ExLexnal stablIftX
, - ........... . ......
vallues MFFT ALL design criteria
Ljetallee t�,.*^, Of FXtSrzjaI Stabil- 4,tllyse., sCalculated Values:
-Y Ana
Tot,aI fforlzontal rorcm (lbs/tet.)
TULal VerLical Force Hbs/tti
SlLidllng Resiitance (i.bi/ft,'j
Dril,ri`vg MOMeIrit dIblilrrt/EL�
Xe.,�isLinq moment
of aring capaziLy (Pal)
Maxiraum Beatalnq Presstire (psf)
W
crltt.,�ra
FOS
S7 iding
3.08
1.5, OK
70S
QvexLuxnJzrg
6.12..
1.7 OK
FOS
BeailingCftpat—',
Ly
12.4
2.0 OK
Aese
Tongth (L) (f t)
6.0
4.9 Olt
Base
Fccentr-,.mity
0.28
N/A
Ri�qo
E�,,centx;city
Ratio
0.0
N/A
Base
Peinf�oy,Prent
Ratic, (.L/fit
0.75
0.6 OK
vallues MFFT ALL design criteria
Ljetallee t�,.*^, Of FXtSrzjaI Stabil- 4,tllyse., sCalculated Values:
-Y Ana
Tot,aI fforlzontal rorcm (lbs/tet.)
TULal VerLical Force Hbs/tti
SlLidllng Resiitance (i.bi/ft,'j
Dril,ri`vg MOMeIrit dIblilrrt/EL�
Xe.,�isLinq moment
of aring capaziLy (Pal)
Maxiraum Beatalnq Presstire (psf)
W
SRWall (ver 3.22 April 260 2)
f. ?�5117,3 1
POSVITS Of 5r#b!?1tV Anj?Vses:
$AW
as <n
Kiev
l,*nqth
AM:7,M?
un �' t
Type
Ofir,
r ft)
Length.
#
t fr)
> 1.0
> 1.3
(ftl
< 3.0
I'll
1.97
29.84
> 1.0
12
1
7.33
7.5
lz"
10
1
6.0
7-.S
2.4
a
1
4.61
6-5
2.13
6
1
3.33
6.6
2o#7
4
1
2.0
610
3A
2
1
0.67
6.0
3.84
Notc; * vAlue does NOT MEET del slyz criteric
DeLaled RCSU!t5 I)f ITItArn41 $tigblltv AnItly
Page
SAN
"*0syn
-c4,-v 1 A11OWWO
"'OnS120
Over-
5 1 ; d fmg
S.Udirq
spjcil�q
st�rtsz
110 $rremp:h
Load
t fr)
> 1.0
> 1.3
> 1.5
< 3.0
I'll
1.97
29.84
OR
Obs/ft)
$.33
13.63,
OR
5.74
9."
CXK
I.S
914*
7-64
OK
12
9-72
6.23
cm
0.28
121:40
x.02
09
Page
SAN
"*0syn
-c4,-v 1 A11OWWO
"'OnS120
Pull&ut
5 1 ; d fmg
411ding
Uri it
'yyfae
110 $rremp:h
Load
C"a" city
krxce
Capacity
#
i1bolft1
(Ibs /I t
abslft)
(IbS111 t
Obs/ft)
> 1.5
I.S
< 0.02 x Ou
> 1.3
< 0.75 in
12
7,33
1
1.2
1
7.33 92.2
74.1
146.2,
31.7
915.1
10
1
6.0 62.2
118-9
633.4
129-0
1743.,2
a
1
4.47 02.2
163.7
939.4,
268.0
25'75.3
6
1
3.33, 92.2
209.6
1740.6
431.4,
3405.5
4
1
2.0 82.2
253.4
2462.4
670.4
4235.6
2
1
0.67 02,2
206 , 2
3123.4
0510.1
4749.1
-
-
J,
4. P�
2
'Re xulta c FoCL-2
j�r 11-11 tm;lty-4�suL sar�'c
stag'
b**! .
Cv 0s,Yn t,-, c t I C.
POS
Flo&
Shear
r1o"T
ur�zt
zlcv
Type
Ovex-
Mwar
icteformatiano
�Oannwczi -�m,
frl
turn i ng,
fpea*,)
> 1.5
I.S
< 0.02 x Ou
> 1.3
< 0.75 in
12
7,33
1
14-43
21,00
OK
17.53
OK
11
6.67
00"
8.0
-
-
10
6.0
1
5.15
16.36
OK
12.03
OK
0
S.33
nova
3.92
-
-
-
9
4. 6*7
1
3.08
17:26
OK
9.55
09
7
4.0
2.36
-
-
3.33
1
2.19
ICAS
OR
8.13
09
5
2.47
VAN30
1.91
-
-
-
-
4
2.0
1
1-69
16.27
OK
7.21
OK
3
1.33
no
1.52
-
-
2
0.67
1
1.37*
13.94
OK
4.2
1
0.0
non*
1,26*
-
I
-
a t
v"ue aocs NOT NEXT
deSign ctitorler. s "Currences)
SRWall (ver 3.22 April 2002)
ray asaz�s
Q,! Fac-i4g Stab -1,21,!Y AtWlys�s twt ap
A" Reel ctw Orl vo Res i's r 5h*#,r
V.mi t Zi e,., v Type mome'Int IMOA*nr. L0q d
# I'LL) Obs ft/ft) Uba-ft/ft:) f4bal-CL I
#out -1.1
i1 6.67
10 6.0
9 5.33
3.33
5 Y.67
A 2.0
3 1.33
2 0.47
1 0,0
144,3
31.5
353.6
44.4
$73.1
111.2
453.5
217.6
1142.2
311.1
AM*
$70.1
1
849.3
2276,3
0.0
27074
ISMS
tis
2106.7
37W1
143.6
MOW
3392.2
. ... ......
144,3
31.5
353.6
0.0
$73.1
53.0
453.5
0.0
1142.2
16.3
1493.7
0.0
1853.5
0.4.7
2276,3
0.0
27074
12-1.1
3261.1
0.0
37W1
143.6
42", 2
0.0
663.3
Page 6
826.7
026,7
VNIO
990.0
Cap; c! t1x
c4pacity
Ubslft)
1314.11
1400.0
IAWo
663.3
663.3
826.7
026,7
VNIO
990.0
103.3
1133.3
1316.7
1314.11
1400.0
IAWo
1443.3
1$43.3
I80411
INS. 7
1070-0
1970.0
2000.0
2000.0
2000.0
2000.0
2000.0
2000.0
SIRX
Mee Z
C"
cinnoct'lon
cw)"COon
conrocti"=
Veit
4:44v
131"
Load
co.fry
capacl y
(4 0
rpeaki
t&eformariom)
fibsIlt)
Obx/ft j
12
7.33
1
74.1
12".3
1,? 94.3
10
6.0
1
119.$
1431.3
1431.1
a
4,67
1
163.7
1563.3
LM -3
6
3.33
1
209.6
1,405.3
1695.3
4
24
1
MA
162719
192713
2
0A7
1
299.2
isso.c
1950.0
SRWall {v .3.22 April 200( ?)
-L.V 051123s „
4.3 degrees
6.0 t t
—
t
Project Identification. -
Project
Name; STUART RUXDNNM DR"V"XRWM=XM WALL
Section: 7-Y00T TALL MMSTCM B M= - STMXC LoADINe
DataSheet:
Owner: RXCR STUART
Client:
SRWa l (icer 3.22 April 2Q 2)
mule c . 0513135
Projact Name; $TVA= IMIDJXCX DRIB PSTAXO'i WAM
Page 1
Type a,� tal 8 to q ftI I
ISMIC
Lleak Ground Accel,oration (PGA) ratio 0.20
Wo i .% Geem.1ptry,
es iqr. 'Wall iieiLgh (ft) 8.0
WaIL Hoigk: (ft) 0.67
Exposed !)est r Wall Aeig st (ft) 7,33
Minimum T,evolling Pad `hick ozsstt) 0).i.
3'in e Height { t) $.D
Wal', Tn l matt, 4dogr cj� 4.3
3,RWall (ver �4.22.April 2002)
'51v
. �,Ies:
Frc,,:it sale e (degrees) horizontal
Back S!Qpe (dejrees) horizontal
U"if'ormly Vis�z- 41ted surcha
Lcad -"�"xcharqe rumm
Dead Loa -sl Sur:harge AOUO
2371
Page 2
J�r or
cohq�;io,n Ang1c Mift wcight:
T',cs c r. IP 4c ia,: (Pot' (deqra4s) flcr
ReInforceo Soil *and
N/A
36.0
130.0
I�"-alnel Soil *and
N/A
34.0
125.0
L,evellinq I�ad Soil gravel
N/A
40,0
125.0
!;,�il O&A4,
0.0
34.0
125.0
Lam
LN�� MI t UaAq
scgmcntal ""nic pata:
C -a r, H03 g1r, , ( I r, I
Unit .11CiqhL (Hai (in) 910
Ur'ut Widlh 4 v 21.5
'Ir, Lp18.0
ngth fin)
St.
Iback (in) 0.6
we""Ot ,, i,nf il lod) (lbs) 245.0
"Imit Weiqh, JntiAoa)
Center of GraviLy (in! 10.75
se=ental UrIt 7rtcrfA,*:e shc4r, £)a s:
P rope r t , n,� vit-imate strenith Crltvarla Sere Ce attato- CrItcria
Minimum (1h,9/ft) $00.0 SOO-0
F-ri-CUOr. AnqIe (deqrees,� 45 0 45.0
Maximum (Ib'.1/tt) 20�0. 0
roos3mthatic -voev and vumbar.-
SRWaIl (ver 3.22 April 2002)
05 i m 315
Cep
st'rae 7,7th and f`yly; e4 ,`: Vie.
Ultimate Strength (lbs/ft
Polymer Type.
Page 3
Tie I 75T�,s 2 xy e 3
700.0 2+623.0 5300.0
HDIM or palyastex HbPX or PP
Redukt•ior, Fac.x'axrs:
TYPE: I
Type 2
73ep+ 3
reed i-:. 0 for seiamic anal ys s)
1.00
1.00
1.00.
`u, n:'9i i.tv
2.00
2.00
2.00
Instal-'atior Damago
3.00
3.00
3.00
{M
ver l." r act4oa', of safety
1.50
1.50
1.50
'IT sbs'�."� c A J . c wi#%l S .i`.�' 1� '�:'#.:
Type t,
����' '6�
Type 3
`a { l t s i ft )
411.11
291,67
588.89
-`7 (M t J ii: +C w`G''`L`:T,C s....,�.' a"
3 d3` I
Typv 1
Type. .�f.
t
0.7
0.7
0.7.
"£?,ssff. cie :tt `"°t, t�,-, r:C:t .Skil.)q
Type I
T --pe do
t' 3
0.95
0.95
0.95
conn. c t *0 5trr� nc t
Type I
7yp0 2
2'�Ve 3
UIL!Ma.*'e Strength, Criterion;
NI r:zm.: i (lbs/IL)
1233:3
675.0
1766,7
FriCLio:: Aiiqle {degrees
22.0
22,0
22.0
i��saxx kum (:bs/t})
1650.0
1312.5
2650.0
+
`: "1 ta?ti2'£; (I hs / f t)
1233,3
875.0
1766.7
Fri L;t;.oaln�gle (degrees)
22>.0
22.0
22.0
Maxir-ate alt DIY ;:
18'30>6
1312;.5
2650.0
SRWall 'ver 3.22 April 2002)
LN
w
1;-�ex dace $!ear .stre"! t � Type, i.
Max imum
Maximmir^ (I ts 'i ft)
Type w
$00.0 500.0
45.0 0.0
2000.0 2000.0
00 0
45:;
2000.0
500.0
500.0
500.0
45.4
44.0
45.0
2000.0.
2000.0
2000.0
,.%:e fic er:wa -f Earv.a Pressure and Failure *lane Orienta-cions»
seisrLc Coe* fico t (ki$nt
0.25
se;i.',sTM'sic C,;aeff icerrt.. i �eXO
0.1-
Rpinfot-Ce $oil tStaLiC) iKa,
0.206
Reinforced c 1 (Static) K by a i ntz t ccorponenO0.194
� stat c + dynr ami c Mae)
0.38
Rei-nfo- ed Soil (static .F dynamic (Kaes. h.ori:z nt,al component"0.357
_ .s '.. 'ViX.
"Or'cnratlon of t,§01are plane lrom horiz6ntat (deytees)
57.9
'4vtained Soil (static) (Ka)
0.227
Retained Soi,. (static) tKa h liori7ontal cmvonentl
0.197
Retained Sot I (t4taaLiC + dyram;I.�) fKa e)
0:292
Retained < I stat is f• dynatrt .�) t c eh horizontal c,=ponont)
0.254
O.c,:entatior. )f failure plane.fron. horizontal (c% Desi
$0.29
Results of FYtornal Stabil�tv
of 4Xtefnal SLabilltV Analyses: Calculated Values:
T tal "`fi r-ri l Force Ubstrtj
�
riv4nq Mvr*�tt r tin-fr/ft)
ReaisLinc
Moment fibs-ft/ft)
Bearfng fapa^icy (prfY
maxirmint Beat a.g Pressure C srd
1327.5
6336.17
4274.1
4350.9
20570.7
�86i8:
MOS S'.: i wrsg
3-.22
1.1 OK.
70's vertu r:ling
1.15�oft .
:-,OS $Lc a'",.. ',: .; Capart°.t~y..
#4y.73�
i2. K
_ .s '.. 'ViX.
Rale Refnfor: CMOZI.L LengLh (.0 tit.!
6.0
4.9 Ott
Bame ".",i=eP.Lr C ty (e) (ft)
0.43
N/A
Base �ccentric,ity Ratio
0.04.
N/A
Base Re nfor'emer Ra:,ip (LIH)
0.75
0.6 Ox
'N ate: calculated valuos MtZ ALL dem!
:rit:c rid
of 4Xtefnal SLabilltV Analyses: Calculated Values:
T tal "`fi r-ri l Force Ubstrtj
�
riv4nq Mvr*�tt r tin-fr/ft)
ReaisLinc
Moment fibs-ft/ft)
Bearfng fapa^icy (prfY
maxirmint Beat a.g Pressure C srd
1327.5
6336.17
4274.1
4350.9
20570.7
�86i8:
SRWall (ver 3.Aprl 1 20 02)
Re-2ta of Z isrr.ai SL&WIItY (5018M.�C) AndlvSos,
Eff"
mm
4"Hw
600qvm
Elev
Length
'k�chor
r06
MIS
ir$$
Layez
unit
rype
ill 0
ft)
Ifmgrrh
Ovwr
Pullout
3�44'j'i'4
Sp4cinq
t ar.-Ung
weak)
tftj
stress
(fr)
>3.:!
12
1 7.33
IIA
> 1..0
> 1.6
> IA
1.1
< 3.0
12
1
7.33
7.5
1.66
1.5
0153*
16-43
OR
10
1
6.0
't.$
2' 4
1.30
2.14
8.44
on
5". 6
1
4.67
6-5
2-13
7-211
2.0S
6.81
OR
6
1
3.33
6-$
2.17
1.11
5.2
c$e
OR
4
1
2.0
2.03
3.1
1.I3
6.79
4.02
OR
2
1
0.67
6 ..0
3.94
1.07:
9. a
4.i
OK
Notu: * v4.lje does N(Yr MEET des.Lyn criLcrion occUtrencox?
Note: sci*mic analystx may not give Uw ioWest factors of safety tur FOS #g4inar, rwmforcemetL
f>ver-strfts� in interna. Stabilty Calculations. Se sure to IChuck c4rronr d*sigr using ut'g4ilr
D,Cizi Oee Posults cat' Zaterral stability Analyao'-,
Spm
Cv0syr, J�Iev
Allovabile
IOnsile
PuLl "r
Sliding
$A zdInq
MI'l t
Type U, t)
Stromth
.boa" d
ICOPAIG i ty
Sh"r
Capacity
(d&LvtmdtIO'W
#
Ift)
t ar.-Ung
weak)
ZO/I -zo 4-r v'54=
A
>3.:!
12
1 7.33
IIA
274.0
346.2;
55.7
915.1
10
1 6,0
11.1
906.2
413.4
197.0
1745.2
TAQU9
4.0
11.1
314.11
039.4
314. 31
2573,3
6.0
3.33
11.1
346.5
1769.4r
5". 6
340$-$
4
1
ertaM
90.7
140.6
-
42393.16
2
1 0,167
411.1
384.4
3723.0
1161.0
471691A
'qRw
he*l
Ge';Oy'qthetic
Y106
FOS
$40ax
FOS
FOPS
cawwctioh
Onit
z1*v, .
Zyve
Sh"r
welorm 1w,3 oma
(d&LvtmdtIO'W
#
Ift)
t ar.-Ung
weak)
(peak)
>3.:!
>1.1
K0.02xRu
>1.1
40.75 in
12
7.33,
1
3.29
4.94
Ox
4.74
OR
it
6.67
TAQU9
3A$
-
-
10
6.0
1
2.46
6.41
OIK
4.83
OK
9
$.33
ertaM
2.34
-
-
-
6
4.67
1
2.1
4.42
09
4.91
OK
It
4.0
awls
2.03
-
-
3.$3
1
1.9
9.61
4.915
OK
5
2.67
ssaua
1.05
-
-
4
2:O
1
1.77
13..03
OK
OK
3
1.33
DODO
1.74
-
-
2
0. v
1
1.64'
10.55,
OK
4.81
09
1
0.0
14s
-
-
-
Not*! zalculatod valuet MEET ALL design crltviia
,14
SRWA11 (ver 3.22 April 2002) Page 6
LN 91511133
. . ... . .. ..... . . ......
tailed, Results MAO= and 540dr9:
SAN
Tarel
00o
prvet
Rtsixr
shoar
St vdx
s4ea, r
Un
A'Iev
v"Cl ty
moment
ftmwnt
Load
cap" I ty
vop*rl ry
(Peak?
(ft)
f2bs1ft7
flbn/ft)
tlbs/ft)
12
7.33
1
274.0
120913
+6ur m
fpomk)
tdrsfW,24 f 1 0:1�
12
7,33
1
" 4
146.1
134.3
663.3
6".3
11
co
rdou*
190.2
VC9
0.0
926.7
024.7
to
6.0
1
411.1
1011.6
145.3
09010
990.0
9
'6:33
no"
740.6
1130.4
1153.3
1IM3
a
4:67
1
1172.6
2"7.1
156.4
1316.7
1314.7
7
4.0
VA"
1710:7
3447.1.
0.0
1is0.0
uwo
6
3.33
1
13116.6
4"A. f
los
1443.3
1643.3
5
2167
rAxw
wo-I
5784.4.
0.0
1e06.7
ISO 6.1
4
2.0
1
3498.7
7092.4
MA
1970.0
197010
3
1.89
z
4499:2
0602 s
0-0,
2000.0
2000.0
2
0.61
1
6122.2
102*019
189.6
2000.0
2006.0
1
0.6
7374.6
12161.5
0.0
1000.0
2060.0
Dotaiiol Pespzrs -R-f Faclh2 stskzNty Ar.
F?
Gelo
ronnoct4on
Conn*ct-iam
ccunnection,
vnli�
ziev
ryp*
Loao
v"Cl ty
COpotj ry
#1tEk
1lLiiffri
(Peak?
12
7.33
1
274.0
120913
1:2". 3
10
C01
,
296.2
1431.3
143113
a
4.6 I
1
318.3
1563.3
1503. 3
6
3.'33
1
340,5
1446.1
Ms .3
4
2,0
1
362.7
107.3
1827.3
2
0167
1
3$4.*
isso.6
'1950.0
SRWall (ver 3.22 April 2002)
4 a 3 dpqrmes
Page 7
sla I
Project Identification,
Pro i ect
LIU & ASSOCIATES, , -INC.
Geotechnical Engineering Engineering Geofogy
.September 28, 2011
Mr. Richard Stuart
1109 - 12"h AvenueNorth
Edmonds, WA 98020
Dcar Mr. Stuart:
Subject: Geotechnical Investigation and Design
Precast Concrete Block Wall for Driveway Stabilization
Stuart Residence
1109-12 h Avenue North
Edmonds, Washington
1.4&A Job No. 11 -057
INTRODUCTION
Earth Science
The rock -en, wall along the west side of the paved driveway on your propeM,, located at the
above address in Edmonds, Washington, failed recently. We understand that you plan to build a
precast concrete block wall to replace this failed rockery wall in order to stabilize the driveway,.
At your request, we have completed a geotechnical investigation and performed a design for the
proposed block wall. Presented in this report are our findings of the subsurface conditions in the
area and our design of the proposed block wall.
PROPOSED BLOCK WALL
Your contractor informed us that removal of* the tailed rockery wall will require use of* heavy
equipment which could damage the pavement and destabilize the, existing driveway and put the
safety, of workers at risk. He recommends that the stones of the rockery wall be left in place. We
concur with this assessment and recommend the rockery stones be left in place wherever
possible, with the voids between the rockery stones filled with 7/8 -inch crushed rock densi fled to
a non -yielding state with a concrete vibrator after disturbed soil between rockery stones is
removed as much as possible. RECEpVE.:r,_
U
OCT 7 2011
19213 Kenlake Place NE - Kenmore, Washington 98028DEVELO
Phono (426) 483-9134 - Fax (426) 486-2746 PiVUNT SERIACES CTR
CITY OF EDMOrILIS
CITY
COPY
September 28.2011
Precast Concrete Block Wall — Stuart Residence
L&A Job to. 11-057
Paige 2
The proposed precast concrete block mall e%ill be up to about 12 feet tall: A block wall of this
height v ill rewire oeogrid mesh embedded in the backfill of the wall to achieve long-term
stability. Structural fill of selected material will be required to backfill the block wall. A
perforated PVC: pipe drain line installed along the base behind the wall will be required to collect
surface runoff and groundwater flowing towards the wall. Nater collected in the block wall.
drain line should be tightlined to discharge safely into a storm sewer or dispersed through a
spreader pipe cn er a relatively flat and well ti egetated area, to not cause_ e -rasion problem.
SITE CONDITIONS
Surface Conditions
The general location of the. subject residence site is shown on Plate I — Vicinin-- flap. It is
situated on the upper portion of a moderate to steep, westerly -declining hillside. For our use in
this investigation, you provided us with a topographic survey plan of the site shown on Plate 21
According to this ,plan, a relatively fiat bench area lies in about the eastern two fifths of the site
where a. house and a paved driveway are located. Lining the wet side of the driveway is a
rockery wall which had failed recently and is to be replaced with a precast concrete block wall.
From the base: of this rockery wall out about 17 to 18 feet to the west is a gently sloped bench
area declined gradually to tui existing concrete block wall less than a foot tall. Below this
concrete Wall is a steep slope descending, at about 50:`a grade or more towards a relatively level
bench area along the crest boundary of the site.
The bench area at the base of the rocker% Lull is dotted by scattered young ornamental trees. The
steep slope ikest of the short concrete i+all is landscaped vVith flovler plants and shrubs., with the
west boundary area of the site dotted by tall mature evergreentrees.
ITU. & ASSOCIATES, INC.
September 28, 2011
Precast, Concrete Block Wall — Stuart Residence
I.&A Job No. 11-057
Page
Geologic Setting
The Creologic Map of the Edmonds East and. Part of the Edmonds West Quadrangles
Washington, by James P. Minard. published by U. S. Geological Survey in 1983. was referenced
for the geologic and slid conditions at the residence site. according to this publication, the
surfiicial soil units are mapped as a Vashon till soil unit (Qvt) within and around the residence
site underlain by an advance' Outwash soil unit (ova) on the steep slope to the west of the site.
The, Vashon till. soil unit was plowed directly underglacial ice during the most recent glacial
period as the glacier advanced over an eroded, irregular surface of older flormations and
sediments, It is composed of a mixture of unsorted clay, silt; sand, `=ravel, and scattered cobble
and boulder. The Vashontill soil over the top two to fbur 1ect is normally weathered to a
medium -dense state, and is moderately permeable and compressible. The underlying fresh till
soil is ven. dense, and is commonly referred it) as "hard pan". The fresh till deposits possess the
strength of low-grade concrete, and can stand in steep.natural slopes or .man -make cuts liar a lung
period. and are practically impervious to stornikvater infiltration. If remained undisturbed and
well -drained, the fresh till soils can provide excellent foundation support to structuress with little
settlement expected.
The advance outwash soil unit, snapped on the hillside below the subject residence site, is
composed of stratified sated and gavel with very minor amount.of silt and clay, deposited by the
meltwater of advancing, glacial ice. of the last .glacier. Due to their generallygranular
composition. the advance outwash deposits are of moderately high permeability and drain, fairly
well. The advance tit€tvvaslt deposits had. Igen glacially overri-dden and are generally dense to
very dense in their natural, undisturbed state, except the soil in the top 2 to 4 feet which is
normally weathered to a l Ose to medium -dense state. The advance. out%vash.deposits can stand
in Steep cuts or natural slopes for extended period v.,hen undisturbed.. Where exposed (in ;lopes
with poor vegetation cover ,and subjected to storm runoff or groundwater seepage, the advance
LIU & ASSOCIATES, INC.
September 28. 2011
Precast Concrete Block Wall - Stuart Residence
L&A Job No. I1-057
Paue 4
out,,aash deposits can be gradually eroded and may slough and redeposit to a .I.latter inclination.
The underlying fresh advance outwash deposits in their native, tutdisturbed state can provide
good foundation support with little-ettlement expected for light to modern-ely. heavy +tructur"S.
Soil Condition
We conducted a subsurface exploration on a site located at 2xx - 1-20i avenue North in Ednionds
(hereinafter referred to as the "Relerence Site-), a short distance south of the sue jcct residence
site. Both the Reference Site. and Elie suhjject residence site ars: mapped within the same Vashon
till soil unit according to the above -referenced geologic neap. Test pits excavated on the
Reierencc Site encountered light -gray i'resh till deposit of vcry-dense. gravelly, silty line to
medium sand with occasional cobble at depths lrorn 0.7 to 3.0 feet. We expect the soil condition
at the subject residence site to be similar to that at the Reference Site.
We probe the soil condition in the ,gently sloped bench arta at the base of the failed rockery wall
by manually= pushing a steel T -bar into the ground. The steel T -bac could penetrate no more than
2.0 feet beep. Based on the above -ref renced geologic Wrap and our ground probing result, it is
our opinion that the bench area at the base of the failed rockery wall on which the proposed block
wall is to be installed is underlain at shallow depth by eery -dense fresh till soil.
Groundwater Condition
The fresh till deposits underlying the bench area at the base of the failed rockery v. -all at shallow
depth is of extremely° low permeability. Storm runoff infiltrating into the surficial more
permeable soil would perch on the surface of the underlying fresh till soil. This near -surface
perchedgToundwater may completely dry up during the d.n.-er summer and fall months. During
the wet winter and early spring. the near -surface perched groundwater would accumulate and
I'low laterally along the surface of the underlying Gesh till soil and . would seep into the
Lehi & ASSOCIATES, INC.
September ?R, 2411
Precast Concrete Block Wall — Stuart Residence
L& Job No. 11=457
Page 5
moderately perrheable advance out"'vash soil where it is in contact Nvith the till soil on the hillside
below the. subject site.
GEOLOGIC HA.7A UIS AND N1ITIGAT1ON
Landslide Hazard
About the western half of the residence site is of steep slope at 40% grade or more. The bench
area at the base of the failed rockery .wall on which the black %well is to be constructed is
underlain at shallow depth by very -dense fresh till soil of high shear strength. On the steep slope
beyond the subject site to the kvem.. the Vashon till ,oil unit isunderlainby dense to eery -dense
advance out+4ash soil of nlodcratelyE-high to high shear strength. Roth soil units have high
resistance against slope failure. Therefore, the potential for deep-seated landslides to occur on
the subject residence site or the hillside immediately below itshould be minimal, provided the
recommendations in this report are fully implemented and complied with during construction.
Erosion Hazard
The thickness ofthe surffcial topsoil and weathered soil over the bench area at the base of the
failed rockery wall is thin. These weal- surficial soils are of low resistance while the underlying
fresh till soil is of high resistance against erosion. There isanoutside chance: that: erosion may
occur in the weaker sur%cial. soils over the bench area and the adjacent steep slope if they are .
devoid of vegetation cover and overly saturated. Progressive erosion can lead to shallow, skin -
type mudflows on the slopes. To mitigate such erosion hazard: vegetation outside of
construction limits should be preserved and maintained and exposed ground should be covered
with plastic tarp, as required, for protection against erosion. Unpaved exposed finished ground
resulted from construction activities should be re -seeded and re -vegetated as soon as possible.
Concentrated stormwater should not be discharged uncontrolled onto the ground within the site.
Stormwater ii,,er impervious surfaces, such as roofs and paved driveway. should be captured by
LIU & ASSOCIATES, INC.
September 28.201.1
Precast. Concrete Block Wall - Stuart Residence
L&A Job No. 1.1.O5 i
Pace G
underground drain lint- sv�tems connected to roof downspouts or by catch haiins installed in
paved driveway. A curb or line bump should be installed along the western edge of the existin.-
paved driveway, as required. to keep runoff on the driveway from spilling tanto the backfill of the -
concrete block wall. A drain line should he installed Tong the base behind the proposed block
wall to collect surface runoff and groundwater flow=ing towards the block wall. Water collected
in the above drain line !, •stems should be tig,htlined to discharge into a -storm sewer or a suitable
stormwater disposal facility systcnn. such as a spreader pipe system,
Seismic Hazard
The Pueet Sound region is in an active seismic one,. The residence site is underlain at shallow
depth by very -dense fresh till deposits of veru -high shear strength. Therefore, the potential f'(,)r
seismic Nr ard-,, such as landslides. liquefaction. lateral soil spreading, to occur can the site
should be, minimal if the erosion mitigation. drainage control, site- stabilization measures
recommended in this report arc.fully implemented. The proposed bloc;], wall, however, should be
designed fir seismic forces induced.based on a 100 -year seismic event With a maximum peak
ground acceleration of 0. g(g _gravitational ac.celeiation). This maximum peak ground
acceleration may be adjusted for the design of the black wall according to its Ilexibility and the
non -unison movement of the blocks during earthquakes.
RECOINI IENDATIONS
General
Our proposed alignment of the block wall is shown on Plate 3. We recommend the block wall be
constructed of Kcvstone Standard blocks (8 -inch high x 18 -inch wide x 21.5 inch deep). As
shown on Plate 4 — Concrete: 131ock Wall Typical Section; the block wall should have geogrid
mesh reinforcement. embedded in its backfill. except where the wall is no more than 4 feet tall. A
drain line should be provided along the base belihid the wall. The wall. should l±c, lbunded on a.
minimum 6 -inch layer. V8 -inch crushed rock, leveling ha e, placed over firm. undist-ilrbed. firm
LIU & ASSOCIATES, INC.
September 28, 2011
Precast Concrete Block Wall — Stuart Residence
L&A .lob No. 11-057
Nage 7
bearing soil. Loose and disturbed soils, if any, within the keyway{ trench should be over -
excavated and replaced with compacted. structural fill. A vertical drainage blanket, consisting of
clean 7t8 -inch crushed rock, at bast 12 inches thick horizontallyshould be placed against the
back of the Mocks. This drainage blanket should he hydraulically connected to the will drain
line at the base. Compacted structural fill should be used to backfill the vvall beyond the vertical
drainage blanket.
Da;sign Sail Yarametem
"-Che proposed precast concrete block wall varies from under 2 feet to about 12.0 feet tall. We
recommend that the wall he designed for a hussy drained condition in accordance with the
following soil perimeters:
The block wall should be designed for minimum factor of 1.5 against sliding failure, 1.7 against
overturning failure and 2.0 against 6oundatioit bearing failure under the static loading condition.
The Puget Sound region is in ail active. se6mic raise and the block wall should also be designed
under the stisniic loading condition for a 100 -year scfismic event. The peak ground acceleration
R)r such an cvcnt in the 'Puget Sound region is about 0.3g (g _ gravitational acceleration). The
block wall, however. are built with interlocking concrete blocks with some flexibility, and the
blocks do not move in unison during,. earthquakes. Therefore, for design of the block wall under
the seismic loading condition, the ground ucceleration may be reduced to Mg. The block tivall
should designed for a factor of safety of at Imst 1.1 against sliding failure, 1.15 against
Li U & ASSOCIATES, INC.
Reinforced
Retained
Foundation
Leveling
Soils
Soils
Soils
Rock Base
Unit Wcight, r, pef
130
125
125
125
Angle of internal Friction.
36
34
34
40
�, degrees
Cohesion, e, psi
0
0
0
0
The block wall should be designed for minimum factor of 1.5 against sliding failure, 1.7 against
overturning failure and 2.0 against 6oundatioit bearing failure under the static loading condition.
The Puget Sound region is in ail active. se6mic raise and the block wall should also be designed
under the stisniic loading condition for a 100 -year scfismic event. The peak ground acceleration
R)r such an cvcnt in the 'Puget Sound region is about 0.3g (g _ gravitational acceleration). The
block wall, however. are built with interlocking concrete blocks with some flexibility, and the
blocks do not move in unison during,. earthquakes. Therefore, for design of the block wall under
the seismic loading condition, the ground ucceleration may be reduced to Mg. The block tivall
should designed for a factor of safety of at Imst 1.1 against sliding failure, 1.15 against
Li U & ASSOCIATES, INC.
September 28, 2011
Precast Concrete Block Wall — Stuart Residence
LAA Job No. 11 -05 7
Page 8
overturning failure. and 1.5 against. Coundation bearing failure under the seismic loading
condition.
Wall Drainage
A minimum 6 -inch, perforated, rigid. PVC drain line wrapped in a non -woven filter fabric sock
should he laid in the keyway trench behind the base-cour l bltx:ks embedded in the crushed ruck
base course. The bottom of keyway trench and the. drain line should have sufficient slope Ri
percent minimum) to generate pow by gravity=. The drain pipe should be tightlined from a low
point at about the Enid -length of the wall to discharge into a spreader pipe system over a well -
vegetated arca on the slope, below. A vertical drainage blanket. constructed of clean lig-inch
crushed rock, with a horizontal thickness of atleast 12 inches, should be placed against the back
of the blacks. This vertical drainage blanket should be_hydraulieally connected to the drain line
at the base behind the «all_ The wall backfill behind the vertical drainage blanket should consist
o1'compacted structural fill.
Spreader Pipe Dispersion System
Water collected in the black .wall drrun luaeshould be tigh_ili:nedto discharge into a storm sewer.
If no storm sewer is available, then water in the block wall drain line may be dispersed through a
spreader pipe s) stent over a relatively level and'.yell-vegetated area at least 15 feet away from the
block wall. A typical section of this spreader pile system is shown on Plate 5. The spreader pipe.
system should be composed of 6 -inch diatneter by at least 30 -foot. long; perforated, rigid, PVC
pipe, set level ai about 2 to 5 feet alcove the ground curl:ace. This perforated PVC pipc.should be
supported on and anchored of 2 -inch -diameter, schedule 80 12.375 -inch outside. diameter by
41.218 -inch wall), steel pipe piles, spaced at no more than.8 6et on centers, driven.at least 5 feet
into the ground, as shown on Plate- 6. "rhe -above -grade portion of the tightline from the block
wall drain line, traversing dawn the slope and connected to the spreader pipe, should also be
LIU & ASSOCIATES, INC.
September 28, 2011
precast Concrete Block Wall — Stuart Residence
I AA Job No. 11-057
Page 9
supported on and anchored to 2 -inch steel pipe Piles. All steel member of the support system
should be painted or galvanized for long-term corrosion. protectiOn.
Water discharged through the spreader pipe will evaporate into. the ambience, absorbed by the,
root system of the vegetation on the slope., and with a small fraction infiltrate into the ground.
Water flowing out of the .spreader pipe will be at such low velocity it would not cause any
erosion problem on the slope.
Wall Ruckrill
Back -III] behind the vertical drainage blanket of the block wall should consist of compacted
structural Fill. Structural fill should be composed of clean, granular soils free of organics and
debris, with particles no larger than three inches. Onsite clean till or advance outwash soil
meeting the above requirements may be used as structural till. Structural fill should have a
moisture content within one percent of its optimum moisture content at the time of placement.
The optimurn moisture content is the water content in the soil that enables the soil to be
compacted to the highest dry- density for a given compaction eft- tri. Imported material to be used
as structural fill, should be clean, liee-draining
granular ,Oils containing no more than 5 percent
by weight finer'than the No. 200 sieve based on the fraction ofthe material passing No. 4 sieve,
Structural fill should be placed in lilts no more Ehaii 10 inches thick in its loose state, with each
lift compacted to at least 92% of the. niaxitnuni dna density determined by ASTM D1557
(Modi 1.ied Proctor Method).
Setback of Block Wall
Since the failed rockery wall is to be left in place wherever.. possible. The alignment of the
proposed concrete block wall will have to beset
set at about 8 feet from the toe of the rockery wall
in order to accommodate the geogrid, mesh to be embedded in the wall backfill. Tlus will put the
wall tip to about 18 feet from the edge of the existing paved driveway and Nvil I he about 10 feet
LIU & ASSOCIATES, INC.
September 28, 2011
Precast ('oncrete Block Nall - Stuart Residence
l.kAJob No. 11-457
Pa'e 10
from the top of slope at 406,' or more ,rade west of the exi�ting concrete block mall. The
residence site, including the bench area west of failed rockery wall on which the proposed block
wall is to be built, is underlain by very -dense fresh till soil at shallovv depth underlain by dense to
veru -dense, advance out,,%�aslt soil. Both types of soils are of hiJi shear
strength and arc highly
resistant against slope failures. Therefore, it is our opinion that the 10 feet setback front the top
of the adjacent steep slope of 40% or more gradeshould be adequate to maintain long-term
stability of the proposed blocs: wall.
STABILITY ANALYSES AND DESIGN OF BLOCK WALL
SRWall version 3.22 computer program, developed by 'National Concrete Masonry Association,
was used in our stability analyses of the precait concrete block kvall. The results of the analyses
are presented under APPENDIX attached to this report. Our design of the precast concrete block
wall is shown onthe following plates attached hereto:
Plate 3 Block Wall l:avout Plan
Plate 4 — Concrete Block Wall Typical Section
Plate 5 - Spreader:Pipe SystctYl
Plate 6 - Geogrid Mesh Schedule
Plate 7, Silt Fence Detail
Plate R — General Notes. ,and
Plate 9 General Notes
CONSTRUCTION RECOMMENDATIONS
Site Preparation and General {.Trading
Vegetation within construction limits of the block wall andwall backfill should be cleared and
roots thoroughly grubbed. Topsoil and surficial Irak: soils--vithin the block .wall and wall
LIU & ASSOCIATES, INC.
September 29,` 0l1
Precast Concrete Block Lull — Stuart Residence
I.&A Job No. 11-057
f aae I 1
backfill should be stripped down it) dcnsc undisturbed till soil. Over -excavation t1cmn to firm
bearing soil should be backfilled with compacted structural fill.
Temporary Erosion Control
A silt fiance should be erected along: the do-,knhili wideof the construction area, as required, to
keep sediment.frons beim vNashed dawn to adjacent properties. The detail of the silt fence is
presented on Plate 7. The bottom of the filter fabric should be anchored in a trench filled with
gravel. A layer of clean quam., spalls should be. placed over areas of frequent Construction traffic,
as required, it) protect subgrade soil from disturbance by construction traffic.
Areas of frequent construction traffic should be_protected with a laver of 2 -to -4 -inch rack spalls.
Excavated spoil sail unsuitable: for use as structural rill should be hauled out ol'the site as soon as
possible. Spoil soil to be temporary stockpiled on site and exposed ground should be cohered
with plastic tarp and serure,l} glited down with s ndba&ls'for erosion protection.
Keyway Trench
The kcy%A,,av trench liar the block wall should be cut into native, undisturbed, firm bearing soil,
capable of rendering an allowablebearing pressure of at least 3,C}tltl psf. The sail exposed at
bottom of the keykv'a)F trench should be compacted to a non -yielding state witha vibratory
compactor. Over -excavation of unsuitable weak soils at bottom of keyway trench should bc
backrilled with compacted structural fill. A minimum ()-inch layer of 7i8-ianch-minus crushed
rock leveling base, compacted to .e_ non -yielding state, should be placed over the subgrade soil to
support the black wall. The base: -course blocks are:46N placed on this crushed rock base with
an embedment at least 8 inches below the adjacent rinish grade in front of the block wall. The
precast concrete blocks shouid be stacked tightly against one another.
UIU & ASSOCIATES, INC.
September 28. 2011
Precast Concrete Block Wall - Stuart Residence
I.&A Job No. I I-Oi7
Page 12
Geogrid Mesh
Each layer of geogrid mesh should be laid on level backfill surflace, with one end securely.
anchored between tNvorows of blocks. stretched tight ,
mid.the other.end staked down prior to the
placement of the next lilt of wall. backfill.. Overlaps of geogrid mesh in the direction of the wall
alignment should he at least 12 inches, overlaps in the dirce tion perpendicular, to 'the wall
aliont'nent should not be allowed.
Permanent Erosion Control
Areas disturbed and devoid of vegetation by construction activities should be seeded, vegetated
and landscaped as soon as possible for erosion protection. The seeded and vegetated areas
should be covered with a layer of clear plastic tarp, as required, until the vegetation is 1`411y
established.
CLOSURE
We are pleased to be of service to you on.this project. Pleaseletl free to call us if you have any
questions regardingC11 this report or need further consultation.
Yours very truly,
LIT-T-,4.SSOCTATES. INC,
.1. S, (Julian) Liu, N.L.
Consulting Geotechnical Engineer
Attachments: 1. Plates I through 9
2. APPENDIX - Precast Concrete Block, Wall Stab.itity Analyses
LIU & ASSOCIATES, INC.
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LHJ & ASSOCIATES, INC.
Geotechnical Enoineering - Engineering Geology - Earth. Science
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1109 - 12TH AVENUE NORTH
Gootechnica{ Engineering • Engineering Geo EDMOND$, WASHINGTON
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STUART RESIDENCE
1109 - 12TH AVENUE NORTH
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LIU & ASSOCIATES, INC. STUART RESIDENCE
1109 - 12TH AVENUE NORTH
Geotechnical Engineering - Engineoring Geology - Earth S6onco EDMONDS, WASHINGTON
JOB NO- 11w057 I [BATF 911812011 I RATE 7
GENERAL NOTES
1. SCOPE OF WORK
Contractor shall provide material, equipment, labor and tools to complete the precast concrete block wall in
accordance with the. alignment. Iines and grades shown on the drawings by Liu 9 Associates, Inc.
2. SITE CONDITIONS
Contractor shall visit site and familiarize himself with she conditions, and shall verify existing grades,
dimensions and elevations in the field. Contractor shall report any discrepancy from the design drawings to
Engineer (Liu & Associates, Inc.) before proceeding with wall construction. Contractor .shall exercise
extreme care not to damage any underground utilities, existing structures, driveway, house, landscape, etc.
Damage to the above shall be repaired and restored to their original conditions or better at Contractor's
expense.
3. MATERIAL
3.1 Precast Concrete Stocks for block wall shall be of Keystone Standard blocks. They shall be dry cast -
concrete blocks, in accordance with WSDOT 6-13:3(4), Items 3. and 4, with a min, 28 -day compressive
strength of 4,000 psi. Water absorption of the blocks shall not.exceed 8% and shall not exceed 1%
above the water absorption content of the tot of. blocks produced and successfully tested for the
freeze -thaw test specified in WSOOT Specifications 6-13.3(4), Item 4. Certificates of compressive
strength and water absorption content tests of each lot of',precast concrete blocks shall be submitted to
Engineer (Liu & Associates, Inc.) for approval at least two weeks before start of wail construction.
Finish and appearance of precast concrete blocks shall be. in accordance with ASTM Standards
C1372. Exposed faces shall be free of.chips, cracks or other imperfections. The color of blocks shall
be concrete gray.
3.2 Crushed Rock Leveling Base and Qrninaga Blanket shall consist of clean, durable, free -draining, 718 -
inch crashed rock.
3.3 Non -Woven Filter Fabric Liner shall be 140NS by Mirafi Inc, or approved equal.
3.4 Structural Fill for block wall backfill shall be clean granular soil free of organics, debris, and other
deleterious substances and with particles no larger than 3 inches.
3.5 Wall Drain Line and Spreader Pine shall be of 6 -inch diameter, rigid, perforated,
watertight joints and wrapped in a non -woven filter fabric sock..
3.6 Wall Drain Line shall be of 4 -inch diameter, rigid, unperforated, PVC pipes. a
3.7 Geogrid Mesh shalt be as specified on the drawings or approved equal.
3.8 Spreader Pipe Su000rts shalt be of A35, Schedule 80,. galvanized, steel pipes di
required embedment with a jackhammer.
3.9 U -bolts and Nuts shall be galvanized for long-term corrasion protection.
4. TEMPORARY/PERMANENT EROSION MITIGATION
4.1
42
82
III—.. 7117/
Protect and maintain vegetation outside of construction area, Install a silt fence along the downhill side
of construction area. Protect exposed areas of.frequent construction traffic with a minimum 6 -inch
layer of 2 -to -4 -inch rock spall, as required. Cover temporary spoil soil stockpile with plastic tarp
securely weighted down with sand bags.
Disturbed areas devoid of vegetation cover shall be re -seeded, re -vegetated and landscaped as soon
as possible for erosion protection. Seed mixture shall consist of 40% Kentucky Bluegrass, 30%
Creeping Red Fescue and 30% Perennial Rye. Seeded area shall be covered with clear plastic sheets
unfil.vegetation is fully established.
LIU & ASSOCIATES, INC.
Geotechnical Engineering • Engineering Geology • Earth Science
GENERAL NOTES - CONCRETE BLOCK WALL
STUART RESIDENCE
1109 - 12TH AVENUE NORTH
EDMONDS,. WASHINGTON
1.1
(60<10060 F=-1?at4 Pi --p." e— S)
5. INSTALLATION
5.1 Stones of failed rockery shall be left in glace wherever possible. Voids between stones shall be filled
with 7/8 -inch crushed rock and densified to a non -yielding state with a concrete vibrator.
5.2 Contractor shall be responsible for cut bank stability. Keyway trench for block wall shall be excavated
down to firm, undisturbed, native soil capable of rendering an allowable bearing pressure of 3,000 psf.
Over -excavation to remove looset weak soils shall be backfilled with compacted structural fill. Exposed
soil at bottom of keyway trench shall be compacted to a non -yielding state with a vibratory compactor
prior to laying the crushed rock base course.
5.3 Bottom of keyway trench and wall drain line shall have sufficient slope (0.5% minimum) to direct water
into the drain line and to generate flow by gravity. The. wall drain line shall be tightlined to discharge
into the spread pipe system.
5.4 Concrete blocks shall be tightly stacked with the rows of blocks inter -connected with Teflon pins. The
cores of blocks shall be filled with 7/8 -in crushed rock and tamped to an unyielding state,
5-5 Structural fill, crushed rock base and vertical drainage blanket shall be placed in lifts no more than 10
inches in loose state, with each lift compacted to at least 920 of the maximum dry density determined
by ASTM D1557 (Modified Proctor method).
5.6 Each layer of geogrid mesh shall be laid on level ground, anchored between rows of blocks with Teflon
pins, stretched tight, and staked down, prier to placing the next lift of structural fill. Overlaps for
geoghd mesh shall be at least 12 inches in the direction of wail alignment, and shall not be allowed in
the direction perpendicular to wall alignment.
5.7 Disturbed ground shall be seeded and vegetated as soon As possible, and shall be covered with clear
plastic sheets as required for erosion protection.
5.8 Construction of concrete block wall shall be inspected by a geotechnical engineer. Placement and in-
situ density tests of structural fill shall be monitored and tested by .a geotechnical engineering
technician. Inspection fees shall be paid for by the Owner, but Contractor shall provide timely notice to
inspection agency for required construction inspection and testing.
5.9 Contractor shall remove debris and cleanup site after compietion of work.
6. INDEMNIFICATION
6.1 Contractor shat{ be solely responsible 6r construction safety .and his/her methods, techniques,
sequences or procedures used for the construction, and shall take necessary measure to maintain.
stability of cut banks during construction to prevent bodily injury or property damages.
6.2 Contractor shall indemnify and save harmless the Owner.;and Engineer from and agai rtla e
cost and liability for injury or death to persons and from damage. to property cau
Contractor, his agents, employees or subcontractors,ai
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GENERAL.NOTES - CONCRETE BLOCK WALL
LIU & ASSOCIATES, INC. STUART RESIDENCE
1109 -12TH AVENUE NORTH
ceot�f,ntcal 6ng;rteering Engineering Geology Earth Seitsncs EDMONDS, WASHINGTON