HomeMy WebLinkAboutBoulder wall info � � CIVIL DESIGN
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MEMORANDUM CITY OF ORONO
DATE: July 22, 2011
TO: Jim Lillesve—Charles Cudd De Novo, Inc.
FROM: Tim Hatten—Civil Design Professionals
RE: 3315 Graham Hill Road Boulder Retaining Wall (1 1-110)
Orono, Minnesota
Design Assumptions:
Boulder Wall, Minimum 15° Wall Batter Safety Factors
Coulomb Earth Pressure Design Analysis
Live Load: 150 PSF (Driveway) Slidin 1.50
Dead: Load: None Overturnin 1.50
Toe Slope: None Bearin 2.00
Back Slope: None
Soil Design Properties:
� y c
Retained Soil 26° 120 PCF 0 (Onsite Soils)
Foundation Soil 26° 120 PCF 0 (Onsite Soils)
Notes:
Soils information was provided by Jim Lillesve of Charles Cudd De Novo, Inc. for this
preliminary design. The onsite material is assumed to be a Clayey Sand with an internal friction
angle of 26°. Where unsuitable soils are found, a subcut may be required and structural fill shall
be placed and compacted to provide an adequate bearing foundation. CDP shall be contacted if
the above soil strength parameters can not be met and a redesign may be required
Wall layouts and elevations obtained fram Certificate of Survey prepared by Acre Land
Surveying dated 7.6.201 l.
See project specifications for additional information and reguirements.
We appreciate the opportunity of providing services to you. If you have any questions or
comments regarding this project, please feel free to contact us.
Civil Design Professionals • 8609 Lyndale Ave. S., Suite 200 Bloomington, MN 55420 • Ofiice 612-284-3696 • www.cdp-us.com
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CITY OF ORONO
DESIGN CALCULATIONS
FOR
3315 GRAHAM HILL ROAD
ORONO, MINNESOTA
(PROJECT # 11-110)
SUBM�TTED BY:
Tim Hatten
July 22, 2011
I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR
UNDER MY DIRECT SUPERVI N AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER
UNDE WS OF TA OF MINNESOTA
DATE• �Ia�/ �I
TIS J. CHS,P.E. LICENSE NO.48216
Civ!!Deslgn Professiona/s • 8609 Lynda/e Ave.5.,Suite 200 B/oomington,MN 55420 • Office 612-284-3696 • www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-110 SHI:F,T: 1 OF 3
NO BACK SLOPE, 150 PSF MAXIMUM LIVE LOAD
LOCATION: ORONO, MINNESOTA BY: TPH DATE: 7/22/2011
A.GE�ERAL DESIG\DATA
Boulder.p= 140 pcf
Wall Batter,i= 15.0 degrees
Design Height,H= 8.0 ft(design height+embedment)
Backslope,(3= 0.0 degrees
Surcharge,q= 150.0 psf
FS Sliding> 1.5
FS Overturning> 1.5
Bearing> 2.0
B.SOIL PARA�IETERS
cb(deg) c(ps� y(pc�
Retained Soil 26 0 120
Foundation Soil 26 0 120
C.GEOVIETRIC PARA3IETERS
cb= 26 degrees
a= 105 degrees(90°+i)
�3= 0.0 degrees
S= 17.3 degrees(2/3*�)
D.COL'LO�iB EARTH PRESSURE CALCULATIONS
ka= 0.25 s in'(a +�)
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Pa= 0.5 H k �� ) ��_�) �
Pa= 966 a lbs/ft sinZa •sin(a —S) �+ sin +S sin
sin(a —6)sin(a +Q)
Pq= qHka
Pq= 302 Ibs/ft
E.EXTER\AL STABILITY �
1.OVERTURNING
Overturning Moment
Wn,1 8/�`lER .
Mo= Pa(H/3)+Pq(H/2) ^'� �
Mo= 3784 ft lbs
Resisting Moment ,--
H=Design Height(ft) �
D=Depth of Boulder(ft) �
L=Distance from overturning __l_._ _..�__ __.
point to centroid(ft) �
...__........__y.__.._..._"_�
Figure 1�External 5tabiliry Diagram
8609 Lyndale Avenue S, Suite Z00� Bloomington,MN 55420
Office: 612-284-3696
Website:www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-ll0 SHEET: 2 OF 3
NO BACK SLOPE, 150 PSF MAXIMUM LIVE LOAD
LOCATION: ORONO, MINNESOTA BY: TPH DATE: 7/22/2011
Boulder H D L p MR
Wall (ft) (in) (ft) (pc� t s
1 8.00 34.0 2.49 140 7896.7
MR= 7896.7 frlbs
FS Overiurning= MR/Mo
FS Overturning= 2.09 >1.5 OK
2.SLIDING
- Sliding Resistance
- Determine Area of Mass
B]ockArea= 22.7 sf
- Determine Weight of Mass (RF�
VF = Boulder Area*p
VF = 3173 lbs/ft
RF =VFTan(33)+109(Lab Testing)
RF = 2170 lbs/ft
FS Sliding= RF/(Pa+Py)
FS Sliding= 1.71 >1.5 OK
3.BEARING PRESSURE
- Eccentricity
e=D/2-(Mx-Mo)�F
e= 0.12
e < D/6
- Applied Bearing Pressure(under bottom boulder)
qm�= for non-eccentric footing-VFlD
qm�= for e<D/6-VF/D*(1+6e/D�
9m�= for e>D/6-4*VF/(3*(D-2*e))
qm�= 1406.3 psf
8609 Lyndale Avenue S, Suite 200� Bloomington,MN 55420
Office: 612-284-3696
Website:www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-110 SHEET: 3 OF 3
NO BACK SLOPE, 150 PSF MAXIMUM LIVE LOAD
LOCATION: ORONO, MINNESOTA BY: TPH DATE: 7/22/2011
4.BEARING CAPACITY(Terzaghi Bearing Capacity-under bottom boulder)
q'=cN�+qNq+O.SyDN�
where: N�= 27.09
Nq= 14.21
Ny= 9.84
c= 0.0 psf(cohesion)
Df= lA ft(embedment depth)
q= 120.0 psf(y*D�
D'= 2.6 ft(D-2*e)
q'= qw�= 3235.5 psf
FS Bearing= q'/qmax
FS Bearing= 2.30 >2.0 OK
8609 Lyndale Avenue S,Suite 200 �Bloomington,MN 55420
Office:612-284-3696
Website:www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-110 SHEET: 1 OF 3
NO BACK SLOPE, 150 PS1=MAXIMUM LIVE LOAD
LOCATION: ORONO, MINNESOTA BY: TPH DATE: 7/22/2011
A.GENERAL DESIG'�DATA
Boulder,p= 140 pcf
Wall Batter,i= 15.0 degrees
Design Height,H= 7A ft(design height+embedment)
Backslope,(3= 0.0 degrees
Surcharge,q= 150.0 psf
FS Sliding> 1.5
FS Overturning> 1.5
Bearing> 2.0
B.SOIL PARAMETERS
cn(deg) c(ps� y(pc�
Retained Soil 26 0 120
Foundation Soil 26 0 120
C.GEOMETRIC PARA�IETERS
d�= 26 degrees
a= 105 degrees(90°+i)
(�= 0.0 degrees
S= 17.3 degrees(2/3*d�)
D.COULOMB EARTH PRESStiRE CALCULATIONS
ka= 0.25 sin'(u +�)
k, _
Pa= O.SyH`ka sin�a •sin(a —fi)• �+ sin(�+d)sin(�—�i)
Pa= 740 lbs/ft � sin(a -8)sin(a +Q)�
Pq= qHka
Pq= 264 lbs/ft
E.EXTER�AL STABILITI' —
1.OVERTURNING
Overturning Moment
WA�_l 8A'lFR
Mo= Pa(H/3)+Pq(H/2) ^'�
Mo= 2651 fr lbs � --
Resisting Momen[ � --
H= Design Height(ft) � � �
D= Depth of Boulder(ft) � � —
�
L= Distance from overtuming _l__. � __ _________
point to centroid(ft) �� �� �
Figure l:External Stability Diagram
8609 Lyndale Avenue S, Suite 200� Bloomington,MN 55420
Office:612-284-3696
Website:www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-110 SHEET: 2 OF 3
NO BACK SLOPE, 150 PSF MAXIMUM LIVE LOAD
LOCATION: ORONQ MINNESOTA BY: TPH DATE: 7/22/20ll
Boulder H D L p MR
Wall (ft) (in) (ft) (pcfl t� s
1 7.00 31.0 2.23 140 5644.3
MR= 5644.3 ft�lbs
FS Overturning= MR/Mo
FS Overturning= 2.13 >1.5 OK
2.SLIDING
- Sliding Resistance
- Determine Area of Mass
Block Area= 18.1 sf
- Determine Weight of Mass (RF�
VF = Boulder Area*p
VF = 2532 lbs/ft
RF =VFTan(33)+109(Lab Testing)
RF = 1753 lbs/ft
FS Sliding= RF/(Pa+Pq)
FS Sliding= 1.75 >1.5 OK
3.BEARING PRESSURE
- F,ccentricity
e=D/2-�Mx-Mo)�e
e= 0.11
e < D/6
- Applied Bearing Pressure(under bottom boulder)
qm�= for non-eccentric footing-VF/D
qm�= far e<D/6-VF/D*(1+6e/D�
9,„�= for e>D/6-4*VF/(3*(D-2*e))
qm3= 1228.6 psf
8609 Lyndale Avenue S, Suite 200� Bloomington,MN 55420
Office: 612-284-3696
Website:www.cdp-us.com
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PROJECT: 3315 GRAHAM HILL ROAD PROJECT NO: 11-110 SHEET: 3 OF 3
NO BACK SLOPE, 150 PSF MAXIMUM LIVE LOAD
I,OCATION: ORONO, MINNESOTA BY: TPH DATE: 7/22/2011
4.BEARING CAPACITI'(Terzaghi Bearing Capacity-under bottom boulder)
q'=cN�+qNq+O.SyDN�
where: N�= 27.09
Nq= 14.21
NY= 9.84
c= 0.0 psf(cohesion)
D�= 1 A ft(embedment depth)
q= 120.0 psf(y*D�
D'= 2.4 ft(D-2*e)
4'= q„i�= 3101.5 psf
FS Bearing= q'/qmax
FS Bearing= 2.52 >2.0 OK
8609 Lyndale Avenue S,Suite 200� Bloomington,MN 55420
Office:612-284-3696
Website:www.cdp-us.com
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GENERAL NOTES: GEIdERAL NOTES:
DESIGN PROVISIONS:
SUGGESTED QUAL.ITY ASSURANCE PROVISIONS:
1. THE FOLLOWING EFFECTNE STRENGTH PARAMEfERS WERE ASSUMED
IN THE PREPARATION OF THE STRUCTURAL CALCULATIONS FOR THE 2. THE FOUNDATION SOILS AT THE BASE OF THE WALL SFtALL BE
80ULDER RETAtNING WALL SYSTEM: INSPECTED BY THE GEOTECHNICAL ENGINEER. ANY UNSURABLE
SOILS OR IMPROPERLY COMPACTED EMBANKMENT MATERIAL SHALL
BE REMOVED AND REPLACED AS DIRECTED 8'Y THE ENGINEER
� C 'Y SOIL TYPE CAPACCTY AND M N�MIZE SETT'LEMENT ROViDE ADEQUATE BEARING
REfAINED SOIL 26' 0 PSF 120 PCF CLAYEY SAND
3. ALL WALL IXCAVATION AND RETAINED SOILS SHALL BE INSPECTED
FOUNDATION SOIL 25 0 PSF 120 PCF CLAYEY SAND FOR GROUNDWATER CONDfTIONS. ANY ADDITIONAL DRAINAGE
PROVISIONS REQUIRED IN THE FlELD SHALL BE INCORPORATED INTO
THE WALL CONSTRUCTION AS DIRECTED 8Y THE GEOTECHNICAL
SOIL lYPES AND DESIGN PROPERTIES SHALL BE CONFlRMED BY ENGINEER.
THE SITE GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION. S H EET I N D EX
4. WALL BACKFlLL MATERIAL SHALL BE TESfED AND APPROVED BY THE
2. THE WALL IS DESIGNED TO SUPPORT THE FOLLOWING MAXIMUM SHEET DESCRIPTION ENGINEER, MEETING THE MINIMUM REQUIREMENTS OF THE
SURCHARGE LOADIN�S: APPROVED DESIGN PIANS OR SPECIFlCATIONS.
LIVE LOAD: 150 PSF 1 TITLE SHEET 5. ALL SOIL BACKFlLL SHALL BE TESTED BY THE GEOTECHNICAL
DEAD LOAD: NONE 2 SITE PLAN ENGINEER FOR MOISTUR" DENSITY, AND COMPACTION PERIODICALLY
BACK SLOPE: NONE 3 TYPICAL WALL SECTION (EVERY 2' VERTICALLY. 100'-200' C/C) MEETING THE MINIMUM
SEISMIC: NOT APPLICABLE REQUIREMENTS OF THE APPROVED DESIGN PIANS OR
HYDROSTATIC: NOT APPUCAB�E SPECIFlCATIONS.
3. THE FOUNDATlON SOILS AT THE WALL LOCATIONS SHALL BE 6. THE CONTRACTOR SHALL ESTABLJSH AND MAINTAIN QUALITY
CAPABLE OF SAFELY SUPPORTING 1,550 PSF WITHOUT FAILURE OR CONTROL FOR THE CONSTRUCTION OF THE WALL TO ASSURE
EXCESSIVE SETTL.EMENT. LOCAL BFARING CAPACIIY SHALL BE COMPLUWCE WITH CONTRACT REQUIREMENTS AND MAINTAIN
CONFlRMED BY THE SITE GEOTECHNICAL ENGINEER AFfER RECORDS OF RS QUALITY CONTROL
FOUNDATION EXCAVATION AND PRIOR TO WALL CONSTRUCTION.
7. ALL WALL EI.EVATIONS, GRADES, AND BACK SLOPE CONDI110NS
SUGGESTED QUALITY ASSURANCE PROVISIONS: SHALL BE VERIFlED BY THE ENGINEER IN THE FlELD FOR
CONFORMANCE WITH APPROVED DESIGN PLANS. ANY REVISIONS TO
1. WALL CONSTRUCTION SHALL BE SUPERVISED 8Y A QUALIFlED THE STRUCTURE GEOMEIRY OR DESIGN CRITERIA SHALL REQUIRE
ENGINEER OR TECNNICIAN TO VERIFY FlELD AND SITE SOIL DESIGN MODIFlCATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION.
CONDITIONS. IF THIS WORK IS NOT PERFORMED BY THE SITE
GEOTECHNICAL ENGINEER, A QUALIFlED GEOTECHNICAL
ENG�NEER/TECHNICIAN SHALL BE CONSULTED IN THOSE MATTERS
PERTAINING TO THE SOIL CONDITIONS AND WALL PERFORMANCE.
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CITY OF ORONO
conrwcrtr (c> zo„ er crn�o�cN �o�sswwa.s
� �_ � �9^� BY• �1� R°�°� NO' I heroby certify that thia plan, apectflcaUon, or report
�+�_L;_ No. Dats Revision TpH 48216 was pro arod by me or under diroet superviaion and
� J' �IVIL ESIGN � 3315 GRAHAM HII.L ROAD thut I �y ' e P e onoi Eng�neer under
F ,1 j �,; ORONO, MINNESOTA �olect No: �a , a �,eo
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BLOOMINGfON,MQ�INESOTA 55420 4 ��' T I T L E S H E E T �� �� Da�a' ��� 1'
PHONE:(612)2P4M96 5 22 JULY 2011 I Cll J. DEfiCF10� P.E.
WEBSTTE�VJ��W.CDP-liS.COM 6
NOTES:
1. THE SITE PLAN SHOWN IS FOR ILLUSTRATNE PURPOSES ONLY.
IT WAS REPRODUCED FROM ACRE LAND SURVEYING �
CERTIFlCATE OF SURVEY FOR 3315 GRAiiAM HILL ROAD DATED 0 30 60 90
07-06-2011.
2. THE CONTRACTOR SHALL VERIFY INVERTS OF PROPOSED AND '<OFS/GNppOFE`'�'orpy GRAPHIC SCALE IN FEET
EXISTING UT1LffIES TO ENSURE THERE ARE NO CONFUCTS. THE
ENGINEER SHALL BE CONTACTED IF CONFUCTS ARISE AND AN
ALTERNATNE DESIGN MAY BE REQUIRED.
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COpYRIGffT(c) 2011 BY CIVIL D61GN PROFESSIONALS
r7,.,_r_:.,, _.___,-� Daagned By: Projeet Regietratlon No: � PeC P°
�+�j�i�-= � No. Date Revi�ion 48216 � hOf° �' that this an, s ification, or re rt
CIVIL DESIGN TPH waa p o y me o u diroct aupervi�ion and
. .-- �a � 3315 GRAHAM HILL ROAD thct a d ly 'ce se rofe ional Engineer under
� � -� �a; ORONO, MINNESOTA Projeet No: �e s of t of inne�o a.
"�.L;1�'���a r' I: C� F f: � ti I O ti ,� L ;; 3 r = 3�, ii-iio
86041YNDALEAVENUE SOU'T'F�I,SUffE 200 �a�
BLOOMWGfON,MINNESOTA55420 `' °ate� SITE PLAN �"°`"°� �e? �
rr�oweteinza+wac 5 22 JULY 2011
NEllSITEWWW.CDP-US.COM 6 CurG J. Deriche, P.E.
BOULDER DEPTH SCHEDULE: CONSTRUCTION NOTES:
W� HEIGHT (H): MIN1MllM 60U1�ER DEPTH (D): �. THE SECTION SHOWN REPRESENTS TYPICAL CONSTRUCTION FOR THE 9. THE BOULDERS SHALL BE PLACED TO AVOID CONTINUOUS JOINT
BOULDER WALL AT 3315 GRAHAM HILL ROAD. THE WALL HEIGHTS, PLANES IN VERTICAL OR LATE�ZAL DIRECTIONS. BOULDERS SHALL BE
0 — 5' ------------- 25" ELEVATIONS, BACK SLOPES, AND TOE SLOPES VARY AS SHOWN ON STAGGERED TO INTERLOCK WITH ADJACENT ROCKS. EACH BOULDER
6� ------------- 28p THE SITE PLAN AND ELEVATIONS PLANS RESPECTIVELY. SHALL BEAR ON AT LEAST TWO ROCKS BELOW IT, WITH GOOD
�� _____________ 31" FLAT—TO—FlAT CONTACT.
g' ------------- 34" 2. UPON EXCAVATION, WHERE UNSUfTABLE SOILS ARE FOUND, SUBCUT TO
DEPTH AS REQUIRED BY THE ONSITE GEOTECHNICAL ENGiNEER AND 10. DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3'
REPLACE WITH SUITABLE COMPACTED STRUCTURAL FILL TO ACHIEVE OF THE BACK OF THE PROPOSED BOULDER REfAINING WALL.
THE REQUIRED BEARING CAPACITY. THE STRUCTURAL FlLL SHALL BE
COMPACTED TO A MINIMUM 9596 STANDARD PROCTOR DENSITY. 11. THE BOULDER WALL IS DESIGNED AS A GRAVITY WALL:
MINIMUM SAFETY FACTOR FOR OVERTURNING 1.5
3. APPROXIMATE LIMITS OF EXCAVATtON VARIES WHERE SUBCUT IS MINIMUM SAFEfY FACTOR FOR SUDING 1.5
DRAINAGE STONE SPECIFICATION: REQUIRED. ACTUAL UMffS, AND SIDE SLOPES TO BE DETERMINED BY MINIMUM SAFEfY FACTOR FOR BEARING 2•�
CONTRACTOR AND MATCH FlELD CONDITIONS AND OSHA REGULATIONS.
DRAINAGE STONE SHALL CONSIST OF CLEAN 1" MINUS 4. ALL WORK AND MATERWLS SHALL COMPLY WITH ALL STATE, COUNTY, 12. PLACE A 4" DIA CORRUGATED PERFORATED PVC DRAINTILE WfTH SOCK
CRUSHED STONE MEEfING THE FOLLOWING GRADATION:
AND Clll' REGULATIONS AND CODES AND OSHA STANDARDS. AT THE FINISHED GRADE OF THE WALL AS SHOWN. OUTIET AT LOW
SIEVE SIZE: % PASSING POINTS ALONG WALL.
�« 100 5. THE WALL SHALL BE CONSTRUCTED WITH BOULDERS THAT ARE SOUND,
3/4" 100-75 NARD, AND DURABLE USING A MINIMUM 15' SETBACK. 13. A GEOTEXTfLE FABRIC SHALL BE PLACED WHERE THE BOULDER WALL
No. 4 0-10 ABUTS TO THE HOUSE FOUNDATION AS SHOWN ON THE SITE PLAN
No. 50 0_5 6. THE MINIMUM BOULDER DEPTH (D) IS A FUNCTION OF THE OVERALL (SHEET 2). OVERIAP ALL ABUTMENT JOINTS 24" WITH A MINIMUM I
WALL HEIGHT AS SHOWN IN THE BOULDER DEPTH SCHEDULE. A 48" WIDE FABRIC TO PREVENT THE COREFlLL AND BACKFlLL FROM
SMALLER BOULDER MAY BE USED AS A TOP BOULDER (D/2) FOR MIGRATING THROUGH THE ABUTMENT JOINTS. I�
FREE DRAINING SAND IS ALSO ACCEPTABLE FOR THE FlNISHED GRADING PURPOSES. I
DRAINAGE MATERIAL. IT MUST HAVE <1095 FlNES 14. CNIL DESIGN PROFESSIONALS SHALL NOT BE LIABLE FOR CONTRACTOR
PASSING THE N0. 200 Sl�l/E. ONSITE MATERIAL IS 7, TF{E WALL EMBEDMENT SHALL BE A MINIMUM OF 1.0'. NEGLIGENCE.
ACCEPTABLE IF IT MEEfS THIS CRITERIA.
8. THE BACKFlLL MATERIAL SHALL BE PLACED WITH A MAXIMUM OF 8"
L1FTS AND COMPACTED TO 95% STANDARO PROCTOR DENSITY.
RETAINED BACKFILL SPECIFICATION: � PERMEABLE SOIL DRIVEWAY
RETAINED BACKFlLL SHALL BE FREE OF DEBRIS OR �-;:,. e ;, i ; '• ' , ,; •
ORGANIC MATERIAL MEETING THE FOLLOWING GRADATION: 12" MIN DRAINAGE ZONE � � �� .�
�i� Si7F, % PASSING (1" CRUSHED STONE) ; .`"",.. - APPROXIMATE D(ISTING GRADE
1" 100 = 8 OZ MIN FlLTER FABRIC RETAINED SOIL—� ` _ ._ _
3/4" 100-75 = - .`�� — — — — � � — —
`:.-:.'` > —
No. 4 20-100 FlNISHED GRADE _ �5• �;;:-:�::::•;;:'.. / i
No. 200 0-50 �"'''� l ' APPROXIMATE UMITS
�
.� ``' '` ' OF EXCAVATION SEE NOTE 3
.,_,._;,
PLASTICITY INDEX (PI)<15 AND LIQUID LIMITS (LL)<30. — — — — — -- �
\ , �
\\12" MIN /� D---� �\ �/ D
1�\ /�1 1�\ �1 » ,.
/
� \�/ � - - - - 1 „� � �
DRAWING KEY: �SUBCUT (SEE NOTE 2)
HI = EXPOSED WALL HEIGHT LOW PERMEABLE SOIL 4" PVC DRAlNTILE WITH
H = D(POSED WALL HEIGHT + EMBEDMENT SOCK (SEE NOTE 12)
TYPICAL BOULDER WALL SECTION �-'�' �- � " '=
CITY OF ORONO
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__ __ _i Deetgned By: Prokci R°9ist�tion N°' I hereby certify that thia plan, specifieotion, or roport
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BLOOMR�ICfON,MINNFSOTA55420 `` °ate: TYPICAL WALL SECTION �'°°` "°` ���� ��
PHONE:(612)2843696 5 22 JULY 2011 ���
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