HomeMy WebLinkAboutBLD2024-01082 Slope Stabilization - BLD Inspections - 2/7/2025 GeoStabilization International
00, P: 855.579.0536 1 F: 970.245.7737
www.geostabiIization.com
fieo5ta6111za .International®
February 611, 2025
E�E,v Ea
Mr. David Anderson FEB p� 2025
10 North Sundown Drive Street
Hoodsport, Washington 98548 615 w Adder
Project No. 244118WAON
SUBJECT: AS-CONSTRUCTED ENGINEERING DOCUMENTS FOR 10 N. SUNDOWN DR. [PARCEL
423185000011] SLOPE STABILIZATION, LAKE CUSHAMAN, WA
Construction Compliance
Access Limited Construction "ALC" completed the installation of the north bluff stabilization system as
shown in the project plans. The construction was performed with acceptable compliance to the design
intent and specified project Special Inspections. Minor variations from the design are noted in the As-
Constructed plans and will not affect the performance of the stabilization system. The variations are
primarily geometric in nature, except for the removal of the severely deteriorated timber retaining structure
and small amount of aggregate fill behind the system to restore the final grade of the backyard.
Please find the As-Constructed plans attached to this letter.
Thank you,
GeoStabilization International, LLC
Derrick Hayes", PE, GE
Principal Engineer
Licensed in OR
GeoStabilization International,PO Box 4709,Grand Junction,CO 81502 Phone:855.579.0536 Fax:970.245.7737
Main Office Address: 543 31 Road,Grand Junction,CO 81504
WALL REPAIR PLANS
10 NSUNDOWNDRIVE
LAKE CUSHMAN, HOODSPORT, WA
CLIENT SHEET INDEX
DA VID E. ANDERSON
NO. DESCRIPTION
rJY
G01 COVER SHEET
APPROXIMATE C-02 GENERALNOTES
2? PROJECT LOCATION
„z LAT: 47.49 C-03 SITE PLAN
LONG:-123.241
C-04 PROFILE VIEW
tv
£ tpgv C-05 SECTION VIEW
C-06 SECTION VIEW
C-07 SOIL NAIL DETAILS
N GOB NAIL SCHEDULE
W. E
+ v Ir
5
VICINITY MAP
(NOT TO SCALE)
AS-CONSTRUCTED REDLINES
j 100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO IONSUNDOWNDRIVE
O8116124 ISSUED FOR REVIEW IFR
O11=4 ISSUED FOR PERMIT 0
1 12/16/24 AS-CONSTRUCTED 1
1 FF N. SEc
SHEET TITLE: 1�C'�pF a4Sy2�c,P
COVER SHEET e T
fien5ta6illzatlon Intematianaia y i
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA °p er 22024774
xoaummacun s�mso�.rrn�ue�aa�wnec anrm„n.s 0536 579,
rwFct un.�vaavwenwr usasunou ena��wnnar ro eE DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET Phone:855. 1 Fax:970.245.7737 ��E`�yRAi.ENp�1��
o, n«nwrw,wnvmnanar�oFc.+,.rowrw,wner www.goostabilization.com DRH DRH 8116/24 171374296 244118WAON G-01 �S�ONALti�G
CONSTRUCTION SEQUENCE/WORK SCHEDULE: OF TOP OF SHOTCRETE. f BARS SHALL NOT BE FORCED INTO THE DRILL HOLE.IN HOLES WHERE RESISTANCE
THE CONTRACTOR WILL PROVIDE AND INSTALL THE SPECIFIED SOIL NAILS AND SLOPE IS ENCOUNTERED DURING BAR INSTALLATION,THE HOLES SHALL BE CLEAND AND
SURFACE TREATMENT PER THE CONSTRUCTION DOCUMENTS.THE ANTICIPATED REINFORCING STEEL PLACEMENT: INSPECTED PRIOR TO REPLACING THE TENDON.
CONSTRUCTION SEQUENCE IS AS FOLLOWS: !; REINFORCING SHALL BE PLACED SUCH THAT THE MINIMUM CONCRETE COVER IS E GROUT INSTALLATION METHODS MAY BE ADJUSTED UPON GSI ENGINEER APPROVAL
PROVIDED AS SHOWN. BASED ON SITE CONDITIONS DURING INSTALLATION.
1. DELINEATE LIMITS OF STABILIZATION.NOTIFY LOCAL UTILITIES PROVIDERS TO ✓; REBAR WILL BE TIED TO THE WIRE MESH IN THE SHOTCRETE PORTION OF THE DRILL HOLES SHOULD BE VISUALLY INSPECTED FOR GROUT LOSS.SOIL NAILS
LOCATE AND MARK POTENTIAL UNDERGROUND FACILITIES.DAYLIGHTING OF STABILIZATION SYSTEM.VERTICAL AND HORIZONTAL BARS WILL BE PLACED AS SHOWING SIGNS OF GROUT LOSS MAY BE FILLED BY PLACING A TREMIE GROUT PIPE
UTILITIES IN POTENTIAL CONFLICT,AS NECESSARY. SHOWN IN THE CONSTRUCTION PLANS. INTO THE DRILL HOLE UNTIL IT REACHES THE GROUT COLUMN.GROUT WILL BE
2. PREPARE THE WORK AREA FOR STABILIZATION CONSTRUCTION. { NON-CONTACT SPLICES OF THE REBAR WILL NOT BE REQUIRED. PLACED UNDER GRAVITY PRESSURE UNTIL GROUT RETURN IS OBSERVED AT THE
2.1. PREPARE SITE ACCESS. SURFACE.DRILL HOLES SHOWING SIGNS OF MINOR GROUT LOSS MAY BE TOP
2.1 INSTALL TEMPORARY EQUIPMENT ANCHORS AS REQUIRED. BEARING PLATE PLACEMENT: FILLED.
2.3. PREPARE WORKING FACE BY INSPECTING AND REMOVING DELETERIOUS { 8-X 8-X 3/8'STEEL BEARING PLATES WILL BE PLACED OVER THE NAILS AND
MATERIAL ATTACHED WITH A HEX NUT TO SECURE THE MESH AND REBAR DURING SHOTCRETE
2.4. PROTECT EXISTING HOME WITH PLASTIC SHEETING AND PLYWOOD AS NEEDED. PLACEMENT.IF THE SOIL NAILS EXTEND BEYOND THE HEX NUTS OR WELDED
3. MARK THE LOCATIONS OF THE PROPOSED SOIL NAILS WITH SURVEY MARKING PAINT. PLATES,THEY WILL BE TRIMMED.
4. INSTALLATION OF SOIL NAILS.
5. PLACEMENT OF GEOCOMPOSITE DRAIN STRIP. SHOTCRETE:
6. PLACEMENT OF BEARING PLATES,HEX NUTS,REINFORCING STEEL,AND ANY f SHOTCRETE MIX DESIGN SHALL COMPLY WITH THE REQUIREMENTS OF ACI 506.2.
REQUIRED FORMWORK 'SPECIFICATIONS FOR MATERIALS,PROPORTIONING AND APPLICATION OF
7. GSI TO PERFORM SITE RESTORATION. SHOTCRETE',UNLESS OTHERWISE APPROVED BY GSI ENGINEER
7.1. REMOVE CONSTRUCTION DEBRIS F SET TIME CONTROLLING ADDITIVES(I.E.HYDRATION STABILIZERS,RETARDERS)MAY
7.2 EXPOSE AND REMOVE ANY TEMPORARY EQUIPMENT ANCHORS AT LEAST 24' BE USED PER THE MANUFACTURER SPECIFICATIONS AND UNDER THE DIRECTION OF
BELOW FINAL GRADE. A GSI ENGINEER.
HOUSE KEEPING: 4 SHOTCRETE MIX DESIGN MAY BE ADJUSTED BASED ON LOCAL SUPPLIERS,
f THE SITE WILL BE ORGANIZED AND CLEAR OF ANY TRASH OR DEBRIS.ALL TRASH AVAILABILITY,AND SITEIWEATHER CONDITIONS.
WILL BE PLACED IN A PROPER CONTAINER AND REMOVED AT THE END OF EACH
WORK DAY. SHOTCRETE MIX DESIGN:
F MINIMUM 28 DAY COMPRESSIVE STRENGTH:3000 PSI
SAFETY: F TARGET WATER TO CEMENT RATIO:0.4 TO 0.5
F ALL SAFETY PLANS FOR LIFTING,HEARING,DUST CONTROL,PPE ETC.WILL BE IN TARGET SLUMP:3 TO 41NCHES
PLACE AND FOLLOWED ACCORDINGLY.PPE INCLUDES SAFETY VEST,STEEL TOED TARGET GRADATION:ACI NO.2 OR AS APPROVED BY GSI ENGINEER
SHOES,HARD HAT,SAFETY GLASSES,RESPIRATOR DURING DUST PRODUCING
ACTIVITIES,AND GLOVES. SHOTCRETE APPLICATION:
t; ALL FIELD PERSONNEL SHALL ATTEND SITE SPECIFIC ORIENTATION PRIOR TO BEING
ON SITE,AS REQUIRED. ✓; SHOTCRETE WILL BE PLACED FROM THE LOWER PART OF THE AREA UPWARDS TO
F, DAILY PRE/POST JOB BRIEFINGS WILL BE HELD AND DOCUMENTED;ALL ON SITE PREVENT ACCUMULATION OF REBOUND.THE NOZZLE WILL BE ORIENTED A PROPER
PERSONNEL WILL BE REQUIRED TO REVIEW AND SIGN DISTANCE FROM AND APPROXIMATELY PERPENDICULAR TO THE WORKING FACE SO
THAT REBOUND WILL BE MINIMAL AND COMPACTION WILL BE MAXIMIZED.CARE WILL QUAMY CONTROL SCHEDULE
EMPLOYEE CERTIFICATIONS: BE TAKEN WHILE ENCASING REINFORCING STEEL AND MESH TO KEEP THE FRONT
!•; ACI SHOTCRETE 14OZZLEMEN CERTIFICATION FACE OF THE REINFORCEMENT CLEAN DURING PLACEMENT OPERATIONS,SO THAT DESCRIPTION FREQUENCY REFERENCE/CRITERIA
f; 10-HOUR OCCUPATIONAL SAFETY AND HEALTH TRAINING COURSE IN CONSTRUCTION SHOTCRETE BUILDS UP FROM BEHIND,TO ENCASE THE REINFORCEMENT AND DRH LOGS EVERY SOIL NAIL RECORD DATA PER SHEET o-oe
SAFETY&HEALTH PREVENT VOIDS OR POCKETS FROM FORMING.
1; AMERICAN RED CROSS STANDARD FIRST AID TRAINING PROOF NAIL TEST 2 PRODUCTION NAILS,TEST FHWA 14-007,2015
f; AMERICAN RED CROSS BLOODBORNE PATHOGENS TRAINING:PDT GROUT MIX DESIGN: AFTER 48 HRS
f; WATER(CEMENT RATIO=0.5 TO 0.6 MUD BALANCE READINGS ONCE EACH DAY OF SEE SHEET C-02&GOB FOR MIX
SIZE AND TYPE OF NAILS: F, DENSITY RANGE:112.2-108.6 PCF (SPECIFIC GRAVITY) GROUTING DESIGN AND DATA LOG
!; THE SOIL NAILS SHALL BE AS SHOWN IN THE CONSTRUCTION PLANS.INSTALL OF NO. PORTIAND CEMENT:TYPE LAW OR EQUIVALENT
6 SOLID THREADBAR TENDONS AS SHOWN UNLESS UNSTABLE HOLE CONDITIONS
ARE ENCOUNTERED.T40/18 HOLLOW BAR SOIL NAILS ARE ACCEPTABLE AS
ALTERNATIVE ANCHORS,IF UNSTABLE HOLE CONDITIONS ARE ENCOUNTERED. (PER 94#BAG OF CEMENT)
2; ALL ASSOCIATED ANCHOR HARDWARE SHALL HAVE A CAPACITY NOT BE LESS THAN MATERIAL WEIGHT VOLUME MIX RATIO
THE FULL ULTIMATE CAPACITY OF THE BAR TENDONS USED. CEMENT 94 LBS 0.47 FT' i BAG(94#)
! WATER 47 TO 56.4 LBS 0.75 FT'TO 0.09 FT` 5.12 GALLONS TO 5.47 GALLONS
' FACING AND DRAINAGE SYSTEM:
i { DRAIN STRIPS WILL BE PROVIDED AND INSTALLED BETWEEN THE SOIL NAILS PER NAIL INSTALLATION AND GROUTING:
THE CONSTRUCTION DOCUMENTS,DRAIN STRIPS WILL BE CONTINUOUS AND ANY AS-CONS O UCTED REDLINES
ALL NAILS SHALL BE TREMIE GROUTED CONCURRENTLY WITH PLACEMENT OF BARS
SPLICES SHALL BE MADE WITH AONE-FOOT MINIMUM OVERLAP SUCH THAT THE 100%DESIGN
FLOW OF WATER IS NOT IMPEDED. NO DRAIN STRIPS WILL BE LOCATED WITHIN 18' INTO THE DRILLED HOLES.
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO
08/16/24 ISSUED FOR REVIEW IFR 10 N SUNDOWN DRIVE
08122124 ISSUED FOR PERMIT 0
12/16/24 AS-CONSTRUCTED
I `�� 31AWASA,�9P
f SHEET TITLE:
I GENERAL NOTES y
Gen5tablllzatlo Intematinnal� 'A
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA G(�2,2�024774
m ru�cr�cum s�sou=Lrv°n me use°F a+r c°rw.ecrron rnrr ms DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHE�:j
Phone:855.579.05ta l Fax:970.245.7737 �'�FAL GG1�44
www, eostabilizaGon.com f
9 fONAL�I,
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PROPOSED SHOTCRETE WALL
STA 0+00 TO STA 0+55t
S��
.i OF
r 5 :1 119towards IQ
4p;t t
10 €€1 �sE uli3�.�t `ry 9 BUILD-OUT AREA !
ESTIMATED QUANTITIES
PAY ITEM QTY QTY UNIT
js�9. Cb� d, . kSE enhal uarozv SOIL NAILS zs 19 EA
�► -ti ,� �k� i STEEL PLATES 25 19 EA
FURNISH 6 INSTALL 550 440 SF
SHOTCRETE
t' `"^^•�„ STRIP DRAIN 83 80 LF
t
i }
Lot 0 1a zo
r 1 1, *► _ _m AS-CONSTRUCTED REDLINES
` : trt c:tt ` 100%DESIGN
1 .
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 N SUNDOWN DRIVE
08/16/24 ISSUED FOR REVIEW IFR
08/22/24 ISSUED FOR PERMIT 0
12/16/24 AS-CONSTRUCTED 1
A. SEC
SHEET TITLE: ,Q pF aASH�9.p
SITE PLAN 6eo5ta6iiizatl�intematlonal� � c7
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA
TMv `vmcrrN w car�crnn wm—To�s DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET Phone:855.579.0536 1 Fax:970.245.7737 ���.�URALF-N�'`��{w
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EXISTING STRUCTURE NOTES:
PROTECT FROM DAMAGE THERE WAS NO PRACTICAL WAY LEAVE EXISTING TIMBER STRUCTURE
ESPECIALLY OVERSPRAY TO STABILIZE THE EXISITNG�IN-PLACE AS PRACTICAL
TIMBER WALL IN-PLACE
VARIES
MIN.5'
EXISTING TO BE REMOVED
BY OWNER REPLACE MATERIAL LOST WHEN TIMBER
WALL IS REMOVED WITH A AGGREGATE
EXIST I FILL
BE I
REM ED
6"NOMINAL
REINFORCED
SHOTCRETE ( o
PLACE AGAINST SOIL NAIL
IfXPOSED SOIL 9 b
FACE Q
A
EXISTING TIMBER
WALL C-07
15"15*
Up TYP
1BEDAgENTLFNGThI TyP
15'
Encountered very dense
material;revised anchor
lengths based on global
stability modeling indicating
shorter anchors are
appropriate.
TYPICAL SECTION
~ SCALE:1"=5'
AS-CONSTRUCTED REDLINES
100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 N SUNDOWN DPJVE
OB11624 ISSUED FOR REVIEW IFR
0822f24 ISSUED FOR PERMIT 0
1211624 AS-CONSTRUCTED 1
4F A. SEC
SHEET TITLE: '�4'�O4 NpSyl q�
IIIIII SECTION VIEWS c�
6en5tabilizaiion imernational� he y
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA 'p�22024n4
Phone:855,579.0536 1 Fax:970.245.7737 o rT G
0
snoxc vovnanxr,u�.wsasu,wu yaw"�.�oua.+or to eE DRAWN BY: TDRH
IGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET �Of t/RALfiN�G`�
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ALL DRIILING ENCOUTERED NOTES:
VERY DENSE GRAVELLY ALL DISTANCES ARE SLOPE DISTANCE
SILTY SAND TO SANDY UNLESS NOTED OTHERWISE.
GRAVELLY SILT NOTIFY ENGINEERING IF COMPETENT
SOIL IS NOT ENCOUNTERED WHILE
APPROXIMATE DRILLING.
APP XJhQAQ6kTi LOCATION OF !; PROTECT EXISTING STAIRWAY.
O EXISTING TIMBER EXISTING STAIRWAY MODIFICATION OF SOIL NAIL LOCATION
AND ORIENTATION ACCEPTABLE PER
REMOVED DIRECTION FROM GSI ENGINEERING.
REPLACE MATERIAL LOS T WHEN TIMBER
WALL IS REMOVED WITH A AGGREGATE TEST NAIL INFORMATION:
J FILL BONDED LENGTH:18(FT)
<o -N UNBONDED LENGTH:3(FT)
Z a o a HOLE DIAMETER:4(IN)
all �- 1 SHOTCRETE 1,�. ❑¢ BOND STRENGTH:1,000(LBIFT)
m u~i 6'-0" FACING PROTECT EXISTING w
CORRUGATED DRAIN
r ❑ ❑
7 a 18 'V 9 ,! 1❑0 4
io
o z`
1 l OJT
❑ ❑16 7 Cl
❑ IR 13 14
1
u' A
❑ ❑ ❑ G-07
23 24 25 SOIL NAIL
EXTENDED GEOCOMPOSITE STRIP
DRAIN BELOW SHOTCRETE WALL,TYP
QLEGEND
NOT REQUIRED DUE ElUP TO 20'-0-SOIL NAIL
TO ACTUAL SLOPE
GEOMETRY
j TYPICAL PROFILE
SCALE:V=5' AS-CONSTRUCTED REDLINES
100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 N SUNDOWN DRIVE
08/1624 ISSUED FOR REVIEW IFR
O8/=4 ISSUED FOR PERMIT 0
I 12116/24 AS-CONSTRUCTED 1 4 A SEC
iSHEET TITLE: INS, pF WAS
1I! PROFILE VIEWS y T
6eo5tabilizatim�I�Kemationai� y
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA '��zzozana
co�cm�TMn r� p�t�w
DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT Phone:855.579.0536 Fax:970.
NUMBER: PROJECT NUMBER: SHEET 245.7737 2
RALFN
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NOTES:
WORKING FACE(SCARP)PREPARATION:
CLEAR WORKING FACE OF
EXCESSIVELY LOOSE MATERIALS AND
TRIM ALL VEGETATION FLUSH.
THE WORKING FACE SHALL HAVE A
RELATIVELY UNIFORM AND PLANAR
SURFACE ALLOWING FINAL FACING
TO BE HAVE A POSITIVE BATTER.
6"NOMINAL
REINFORCED
SHOTCRETE
SOIL NAIL
SLOPED BENCH FOR
POSITIVE DRAINAGE
Z� A
Up 20 C-07
BED&z/vTCENGTH �p 15°15°
15, TYP
Encountered very dense
material;revised anchor
lengths based on global
stability modeling indicating
shorter anchors are
appropnate.
a TYPICAL SECTION
I A SCALE:1'=5' AS-CONSTRUCTED REDLINES
100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 NSUNDOWNDRIVE
08116124 ISSUED FOR REVIEW IFR
08/22/24 ISSUED FOR PERMIT 0
' 12/16/24 AS-CONSTRUCTED 1 A Sb'
arm SHEET TITLE: WASH
SECTION VIEWS h 6Ho5[atrilizaiion InCernatinnal�' 2
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA �9 22024774
n roT soev Fa+ use or oa in ca+r.Ecrior_T0 $ DRAWN BY: DESIGNEDBY: CHECKEDBY: DATE: PURSUIT NUMBER: PROJECTNUMBER. SHEET Phone:855.579.0536 Fax:970.245.7737 �'r�`GCTURAL60G���,�cV
na„ www.geostabilization.com �SIONAIL
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NOTES:
(SEE NOTE 4) 1. ALL SOIL NAIL HEAD HARDWARE
SHALL BE EPDXY COATED.
2. LAP SPLICE LENGTH
2.1. NO.4 REBAR-24"MINIMUM
WALERS(REBAR) DRAIN STRIP 3. WELDED WIRE MESH TO HAVE A
MINIMUM OF 8"OVERLAP(2 SQUARES
OVERLAP FOR 4 x 4 MESH).
STEEL PLATE TO BE WET SET 4 x 4-W2.9 x W2.9 WELDED
4. REBAR CHAIRS OR EQUIVALENT TO
WIRE MESH(ASTM A185)
® BE USED TO ENSURE SUFFICIENT
WELDED WIRE MESH (2)36"LONG N0.4 GRADE 60 BARS CONCRETE COVER BETWEEN
VERTICAL EACH SIDE OF NAIL GROUND SURFACE AND
REINFORCEMENT.2 TO 3 DOBIES PER
(2)CONTINUOUS N0.4 5'x 10'SHEET OF MESH,TYPICAL.
GRADE 60 BARS HORIZONTAL 5. HORIZONTAL WALERS ARE
BIRDS BEAK 8"x 8"x 3/8"A36 STEEL PLATE CONTINUOUS
(SHOTCRETE OR
GROUT BACKFILL) 6. INSTALL CENTRALIZERS ALONG THE
ct LENGTH OF THE SOIL NAIL AT
TYPICAL NAIL HEAD INTERVALS NOT GREATER THAN 8'
PERPL FROM EACH OTHER.THE
�ENG�N HEX NUT CENTRALIZERS ON THE ENDS OF THE
NAIL SHALL BE INSTALLED 1.5'FROM
PER PLAN THE COLLAR OF THE HOLE AND THE
BEVELED WASHER BOTTOM OF THE HOLE.
1"
MIN 6"NOM.3,000 PSI SHOTCRETE
UNDISTURBED GUN FINISH
75 KSI-NO.6 EPDXY COATED
THREADED BAR(ASTM A615) REBAR CHAIRS OR SIMILAR
3,000 PSI NEAT CEMENT GROUT (SEE NOTE 3)
CENTRALIZERS
4"H DRILLHOLE MIN.
MIN
i STANDARD DETAIL
~ SCALE:1"=1' AS-CONSTRUCTED REDLINES
100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 N SUNDOWN DRIVE
08/16/24 ISSUED FOR REVIEW IFR
08/22/24 ISSUED FOR PERMIT 0 dV
! 12/16/24 AS-CONSTRUCTED i
j SHEET TITLE: OF WAS 9�
!t SOIL NAIL DETAILSAA424774
�cT
6eo5ia6ilization internationai�' y
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USAF
TMeowmwnrw.e�sa�wn EusEaronncw4rnwrmm ns Phone:855.579.0536 Fax:970.245.7737
rAu cr woawvwenwrxsaiw,nw a"ow �wunor row DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET ! OAF�7'f/RALE
bey�F www.geostabilizaGon.com rS�ONALti�G
w a wc�o woa of na.ma re� �o�cw�cran JAG DRH DRH 8/16124 171374296 244118WAON C-07
DATE EMBEDMENTLENGTH(ft)
NAIL ID MUD BALANCE TESTING-SPECIFIC GRAVITY(ASTM D4380)
DRILLED GROUTED SOIL ROCK
1 9/18/2024 9/19/2024 15 0
2 9/18/2024 9119/2024 15 0 DATE NAIL ID' READING-SP.GR.(1.75-1.84,TYP GSI)"
3 9/18/2024 9/19/2024 15 0 919 YES
4 9/23/2024 9/24/2024 15 0 9 24 YES
5 9/23/2024 9/24/2024 15 0 9/26 YES
6 9/23/2024 9/24/2024 15 0 9l27 YES
7 9/23/2024 9/2412024 15 0 1011 YES
e 9/25/2024 9/2612024 15 O
9 9125/2024 9/26/2024 15 0 'APPROXIMATE NAIL NUMBER GROUTED WITH SAMPLED BATCH.
10 9/25/2024 9126/2024 15 0 SAMPLE SHALL BE TAKEN FROM END OF GROUT HOSE.
11 9/25/2024 9/26/2024 15 0
12 9/26/2024 9/27/2024 15 0
13 1 9126/2024 9/2712024 15 0
14 9/27/2024 9/27/2024 15 0
15 9127/2024 9/27/2024 15 0
16 9/27/2024 9/27/2024 15 0
17 9/30/2024 10/1/2024 15 0
19 /3012 24 10/1/2024 15 0
19 913012024 1011/2024 15 0
20 NOT INSTALL
zt IN — — —
z2 1 T D —
23 IN - -
24 1 NOT INSTALL D —
25 1 NOT N TALL D —
i
i
AS-CONSTRUCTED REDLINES
100%DESIGN
SHEET REVISIONS PROJECT NAME:
DATE DESCRIPTION NO 10 N SUNDOWN DRIVE
0811624 ISSUED FOR REVIEW IFR
082224 ISSUED FOR PERMIT 0 104
1211624 AS-CONSTRUCTED 1 A. S
F EC
SHEET TITLE: 1 of WAS P
NAIL SCHED ULE y
fien5taW11zaLim�I�ematlonal� '`e y
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA o zz'ozana
»o,` Er8O1F'.a.� To�"�iv�nwivarorarTe�' DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSURNUMBER: PROJECT NUMBER: SHEET Pine: www.gosta l FBx:970.245.7737 ���.�bgA�ENo��t�w
www.geostabilization.com �SrONALE�G
JAG DRH DRH 8/16/24 1 171374296 244118WAON C-08
Mason County Permit Document Reviewed for Code Compliance
BLD2024-01082 Mason County Building
Department
v' special Inspection Requirements
MASON COUNTY
l
COMMUNITY SERVICES
BLD2024-01082 Anderson Slope 10 N. Sundown Drive, 423185000011
Permit Number Project Title Project Address/Parcel Number
Applicants of projects requiring Special Inspection or Testing per Chapter 1704&1705 of the International
Building Code, as amended by Washington State. Please acknowledge and return this form to the Mason
County Permit Center.
THESE INSPECTIONS ARE NOT PERFORMED BY THE BUILDING DEPARTMENT AND MUST BE
PERFORMED BY QUALIFIED SPECIAL INSPECTORS, HIRED BY THE OWNER AND APPROVED
BY THE COUNTY PERMIT CENTER. Individuals certified in a special inspection category by
Washington Association of Building officials(WABO)or individuals employed by a recognized testing
laboratory and under the direct supervision of a Registered Professional Engineer are typically
considered qualified at the discretion of the local jurisdiction having authority for enforcement.
BEFORE A PERMIT CAN BE ISSUED: The Owner or his/her representative, on the advice of the
responsible Project Engineer or Architect, shall fill out completely, sign and submit two (2) copies of the
attached "Structural Tests and Inspection Schedule"to this Department for review and approval including
any requirements related to the Mason County Municipal Code.
The Owner, General Contractor, and Inspection/Testing Agency, where applicable, shall also
acknowledge the following conditions applicable to Special Inspection and/or Testing.
1. Inspection/Testing Agency shall submit names and qualifications of on-site Special Inspectors
to the Building Inspection Permit Center for approval PRIOR TO PERMIT/S BEING ISSUED.
2. All Special Inspections shall be noted on the approved plans or attached approved
documents.
3. All special inspections shall be approved by the County or as recommended by the Engineer
of Record (EOR).
4. It is the responsibility of the General Contractor to review County approved plans for additional
inspection or testing requirements that may be noted or required per IBC as noted on
approved plans.
5. The General Contractor is responsible for proper notification to the Inspection/Testing
Agency for items listed on this form.
6. Special Inspectors shall provide detailed reports on company letterhead to the Building
Inspector of all required inspection activities. These may also be provided when the inspector
visits the jobsite for the scheduled inspection but must be completed before the subject of
inspection is approved by the building inspector.
7. Copies of all ongoing laboratory and testing reports shall be sent directly to the Building
Inspector by the Inspection/Testing Agency or other responsible party within a reasonable
time to test results.
8. BEFORE A CERTIFICATE OF OCCUPANCY APPROVAL CAN BE ISSUED: The
Inspection/Testing Agency shall submit a FINAL REPORT LETTER stating that all items
requiring testing and inspection have been fulfilled and reported and a final inspection report
shall be provided. A copy of the statement is to be maintained at the jobsite for the Building
Inspectors review prior to final inspections.
Page 1 of 4
r
Special Inspection Requirements
MASONCOUN'IY
COMMUNM SIRVICrs Am
ACKNOWLEDGEMENTS
Prior to issuance of a building permit, the Owner, on the advice of the Project Engineer or Architect, shall
complete,sign,and submit this form to the County Permit Center.
Declaration of Owner
I, as the owner of the project,declare that the testing agency firm/s or individual/s listed herein are hired by me to
perform "Special Inspections" and/or"Structural Testing" in accordance with the provisions of the International
Building code(IBC)Chapter 17.
Owner(print) Owner(Signature) (date)
Declaration of Registered Professional Architect/Engineer
I, as the design professional in responsible charge of the project listed herein, declare that the special
inspection listed herein are required for this project in accordance with the provisions of the International
Building Code (IBC) Chapter 17.
Jeff A. Segar, PE, SE A' SEC
N A Sys
Architect/Engineer(print)
�e o
Architect/Engineer Stamp/Signature(date) `
Digitally signed by Jeff Segar �?G 22024774 IQ
DN:C=US,E=Jeff.Segar@gsi.us, �� cTURALE�V��
O=GeoStabilization International,
f CN=Jeff Segar
[late:2024.09.09 13:18:18-05'00'
Testing Agency Name/Contact Building Department spoke with owner on 9/10/24.
info: Owner stated FOR to conduct special inspection. See
attached special inspection schedule attached
The Special Inspection/Testing Agency listed above must have a current Portfolio of Qualifications
on file with the County prior to performing work.
Declaration of the General Contractor
I, as the General Contractor of the project, agree to comply with the"Contractor Responsibility"items
noted herein.
General Contractor(print) General Contractor Signature (date)
Page 2 of 4
Special Inspection Requirements
r
MASON COUNiY .: -
COMMUNM SCRVICFs
See attached Special Inspection Table
Required Special Inspections
International Building Code; Chapter 17:
A completed and signed copy of pages 1 through 4 of this form shall be submitted to the
"Permit Center" prior to building permit approval.
Engineer shall check the applicable items:
❑ Special inspection of fabricated items 1704.2.5
❑ Submittals to the building official 1704.5
❑ Structures over 75' in height located in Seismic Design Category D, 1704.6.1
❑ Structures classified as Risk Category III or IV located in Seismic Design Category D, 1704.6.1
❑ Steel construction&structural Steel 1705.2.1
❑ Cold form steel deck 1705.2.2
❑ Open-web steel joists&girders 1705.2.3
❑ Cold form steel trusses spanning 60 feet or greater 1705.2.4
® Concrete construction 1705.3 &Table 1705.3
Q Shotcrete 1705.3
❑ Welding of reinforcing bars 1705.3.1
❑Material Tests 1705.3.2
❑Masonry Construction 1705.4
❑Empirically designed masonry,glass unit&masonry in Risk Category IV 1705.4.1
❑Vertical masonry foundation elements 1705.4.2
❑Wood construction 1705.5
❑High Load Diaphragms 1705.5.1
❑Metal-plate connected wood trusses spanning 60 feet or greater 1705.5.2
❑ Soils 1705.6 &Table 1705.6
❑Driven deep foundations 1705.7&Table 1705.7
❑ Cast in-place deep foundations 1705.8 &Table 1705.8
❑Helical pile foundations 1705.9
❑Fabricated items 1705.10
Page 3 of 4
Special Inspection Requirements
MASON COUNTY
COMMUNM SGRV]C1:5
" See attached Special Inspection Table
❑ Special inspections for wind resistance 1705.11
❑ Structural wood 1705.11.1
❑Wind resisting components 1705.11.3
❑ Cold formed steel light frame 1705.11.2
❑ Special inspection for seismic resistance 1705.12
❑ Special inspection for structural steel per 1705.12.1
❑ Seismic force-resisting systems 1705.12.1.1
❑ Structural steel elements 1705.12.1.2
❑ Special inspection for structural wood per 1705.12.2
❑ Special inspection for cold-formed steel per 1705.12.3
❑Designated seismic systems 1705.12.4
❑Architectural components 1705.12.5
❑ Plumbing,mechanical&electrical components 1705.12.6
❑ Storage racks 1705.12.7
❑ Seismic isolation systems 1705.12.8
❑ Cold-formed steel special bolted moment frames 1705.12.9
❑ Testing for seismic resistance 1705.13
❑ Structural steel 1705.13.1
❑ Seismic fore-resisting systems 1705.13.1.1
❑ Structural steel elements 1705.13.1.2
❑Nonstructural components 1705.13.2
❑ Designated seismic systems 1705.13.3
❑ Seismic isolation systems 1705.13.4
❑ Sprayed fire-resistance materials 1705.14
❑Physical and visual tests 1705.14.1
❑ Structural member surface conditions 1705.14.2(1705.14.3 through 1705.14.6.3)
❑ Mastic&intumescent fire-resistance costings 1705.15
❑Exterior insulation&finish systems (EIFS) 1705.16
❑Fire-resistance penetrations and joints 1705.17
❑Penetration firestops 1705.17.1
❑ Fire-resistant joint systems 1705.17.2
❑ Testing for smoke control 1705.18
❑ Testing Scope 1705.18.1
Page 4 of 4
dIn Project Quality Inspection and Testing
Anderson Slope: 10 N. Sundown Drive
Parcel: 423185000011
244118WAON
To whom it may concern,
The following table shall be used during construction for the above-entitled project.
SPECIAL INSPECTION REQUIREMENTS
TYPE FREQUENCY REFERENCE IBC
CONTINUOUS PERIODIC STANDARDS STANDARDS
Submittals to Building Officials: - - - 1704.5
Shotcrete mix design
Verify use of required mix design - Prior to placement ACI 318 1904.2, 1908.1
Inspect shotcrete placement - Initial placement ACI 318:26.5 1908.1
technique
Shotcrete Panel:24"x24"x6" - Initial placement ASTM 1140M -
Shotcrete compressive strength - 28 day ASTM C39
Soil Nail grout mix design:mud - Once per day during ASTM D4380 -
balance drilling
Soil nail testing - X By Engineer
• COBALT Cobalt Geosciences,LLC
GEOSCIENCES P.O.Box1792
North Bend,WA 98045
August 30,2024
David Anderson
danderson@masongeneral.com
RE: Geotechnical Addendum
Proposed Wall Mitigation
io N.Sundown Drive
Hoodsport,Washington
In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to
discuss the wall construction near the residence.
Based on our understanding and current site conditions, it is our opinion that this is an
emergency repair which should be completed as soon as possible, ideally prior to the end of the
current dry season. Continued erosion and peel off could adversely affect the residence in a
relatively short period of time.
The planned pin pile and helical anchor tieback wall is the most practical and feasible option to
help mitigate soil movements in this area, primarily due to access considerations. A typical
mitigation system would include a deep soldier pile wall between the residence and slope;
however,this is not feasible due to a lack of access.
Sincerely,
Cobalt Geosciences, LLC
P�ZHONY,y tWash
?r
WA t°.'6+GrwRvW"wkM►q ""
.�0 `C,' 2513
qop 54896 <v ��e C
ISTEREQ d e 0
`r'�`
8/30/2024
Phil Haberman,PE,LG,LEG
Principal
REVIEWED FOR
CODE COMPLIANCE
MASON COUNTY
BUILDING DEPARTMENT
www.cobaltg_eo.com (2o6)331-1097
Pc A0A if 4 J -!0-GX/i
INSIGHT GEOLOGIC, INC.
h .x
June 14, 2017 RECEIVED
JUL 2 12017
David Allison
10 North Sundown Drive 615 W. Alder Street
Hoodsport, Washington 98548
Report
Slope Failure Investigation
11
Allison Property r�lllU�
10 North Sundown Drive JU lolrnvft,,�c)
Hoodsport, Washington
Project No. 929-001-01
INTRODUCTION'
Insight Geologic is pleased to provide our report of our geotechnical investigation of the failure of a
slope on your property located at Lake Cushman, property address 10 North Sundown Drive,
Hoodsport, Washington. The site location is shown relative to surrounding physical features in the
Vicinity Map, Figure 1 and Site Map, Figure 2.
During our reconnaissance of the site,we observed that the northwest portion of your property leading
down to the shore of Lake Cushman had failed resulting in separation and distress of a wooden
staircase down to the lake shore. This failure appeared to extend to the east and west along the
shoreline, affecting adjacent properties. A retaining structure, consisting of wooden posts and board
lagging, has been constructed part-way up the slope, but appears to be failing. Based on our limited
observations, the slope appears to be composed of sand and gravel with dense silt or clay at about
beach level.
Our services were conducted in general accordance with our proposal dated and authorized on March
2, 2017.
SCOPE OF SERVICES
The purpose of our services was to evaluate the subsurface conditions in the area of the failure,
develop an opinion regarding the contributory factors and mechanism of soil failure, and provide
recommended alternatives for mitigation and repair. We conducted the following tasks:
1. Review readily available published literature regarding the geology in the area of the site. Our
review included published reports, as well as water well logs to develop an understanding of site
geology.
2. Conduct a site reconnaissance to mark boring locations and map the features of the landslide
down the slope, and evaluate upslope features which may be contributory to the failure.
3. Provide for the location of subsurface utilities at the site. We utilized the "One Call" reporting
system to perform this task.
1015 EAST 4TH AVENUE, OLYMPIA, WASHINGTON 98506
PHONE: 360.754.2128 FAX: 360.754.9299
Allison Property
Slope Failure Investigation Report
June 14, 2017
4. Evaluate the subsurface conditions at the site by drilling two (2) exploratory borings in the area of
the soil failure using hollow-stem auger drilling techniques. The borings were completed to the
depth of 71.5 feet below ground surface (bgs).
5. Representative soil samples were collected at intervals of approximately 2.5 feet during drilling.
Blow counts, which provide an indication of the relative density of the soil, were collected at each
sampling interval.
6. Prepare detailed logs of the soil encountered in each boring on field logs. Soils were classified in
general accordance with the Unified Soil Classification System.
7. Conduct field testing on recovered samples to include penetration resistance and undrained shear
strength.
8. Provide geotechnical analysis of soil samples, as needed. Laboratory testing included grain-size
analysis.
9. Utilized the field and laboratory data as input to the Slide 6.0 slope stability modeling program and
conduct an analysis of slope stability.
10. Evaluated slope repair options and select the best two options as input into the slope stability
model. Options resulting in a factor of safety (SF) less than 1.5 were rejected.
11. Prepared a report summarizing the results of our evaluation and providing our opinion as to the
mechanism and contributory factors for the failure at the site. Our report has included detailed
boring logs, laboratory results, field testing results, and geologic and hydrogeologic cross sections
of the property. We have included our recommendations for mitigation and repair of the slope
failure.
FINDINGS
SITE GEOLOGY
The subject site is located approximately 7.5 miles northwest of Hoodsport, along the east shore of
Lake Cushman. The property is bounded by Lake Cushman to the northwest, North Sundown Drive
to the southeast and residential properties to the southwest. The property to the northeast remains
undeveloped. The northwest third of the property is a steep slope that descends to the shore of Lake
Cushman, with slopes standing at approximately 80 to 100 percent. This slope extends to the
northeast and southwest and forms the southeast side of an inlet to Lake Cushman. The slope has
recently failed with the failures extending along the slope and past the property boundary. The
property is currently developed with a single-family residence situated on the upland portion of the
property, southeast of the steep slope. The site is otherwise vegetated by native vegetation and trees.
Detailed geologic maps show the area containing the property as glacially derived Quaternary
sediments, which are described as ice contact deposits, but interpreted as the end moraine for the
Vashon Puget lobe. The soils are generally described as pebbly sands and gravels with varying
quantities of silt that were deposited in association with stagnant ice features such as kettles,
hummocky topography, eskers, and outwash channels. Lodgment and ablative tills have not been
found near the project location. An existing landslide deposit was identified by the Washington State
Department of Natural Resources along the same steep slope to the northeast and adjacent to the
project site. These sediments are well consolidated in this area and appear to have been overridden
FILE No. 929-001-01 2
Allison Property
Slope Failure Investigation Report
June 14, 2017
and compacted by later glacial ice. Generally, Vashon Age ice contact deposits in this area are
mapped from several to tens of feet in thickness.
EXPLORA'-'")RY BORING"
Insight Geologic contracted with Bortec, Inc. to provide drilling services for two borings located in the
area of interest above the area of the failure. The borings were drilled using a track-mounted hollow
stem auger drilling rig to the depth of 71.5 feet bgs. This termination depth was suitable as soils
located within the lower 11.5 to 12.5 feet of the borings were consistent with the silt material located
at the base of the slope at the shore of Lake Cushman.
Boring B-1 encountered approximately 4.5 feet of dense, brown, poorly-sorted fine to coarse sand with
gravel and silt (SP-SM), overlying 25 feet of dense to very dense, brown, poorly-sorted fine to coarse
sand with gravel (SP). At a depth of 29.5 feet, the soils graded to a dense, brown, poorly-sorted fine
to coarse sand with silt (SP-SM) before grading to a medium dense to dense, brown, silty fine sand
(SM) at a depth of 40 feet bgs. Underlying the silty sand at a depth of 59 feet and continuing to the
base of the boring at a depth of 71.5 feet, we encountered very stiff to hard, brown, sandy silt(ML).
The upper 28.5 feet of boring B-2 generally consisted of medium dense to very dense, brown, poorly-
sorted fine to coarse sand with gravel and silt(SP-SM), and dense to very dense, brown, poorly-sorted
fine to coarse sand with gravel (SP) in interbedded units between 5 and 10 feet in thickness.
Underlying these upper units, soils were generally consistent with boring B-1.
Groundwater was initially encountered at a depth of 35 feet in boring B-1 and 30 feet in boring B-2,
within the poorly graded sand with silt unit. Detailed logs of the borings are contained in Attachment
A and a geologic cross section is provided in Figure 3.
LASURA i OHY ANALYSES
We conducted laboratory analyses on representative boring samples to determine soil classification
and grain-size distribution. Our laboratory analyses were performed in our soils laboratory and
conformed to the appropriate ASTM methodology. The laboratory results are presented in Attachment
B.
SLOPE STABILITY MODELING
We utilized the commercial software program Slide 6.0 to evaluate the stability of the slope in both
current conditions and evaluating various remediation scenarios. We used a nominal unit weight for
the sand and gravel unit, and increased cohesion due to the apparent glacial consolidation.
Additionally, we modeled a layer of loose, slide debris material over the underlying sand and gravel.
We used nominal values for cohesion and internal friction angle. A groundwater table was simulated
across the units, which extended to the slope face and down to the base of the slope.
We utilized both the Bishop's and Janbu methods to evaluate existing slope stability and found the
factor of safety(SF)to be about 1.0,which corresponds to our assessment of the slope and its current,
failed condition. Our investigation at the site also determined that the face of the slope consists of
FILE No. 929-001-01 3
Allison Property
Slope Failure Investigation Report
June 14, 2017
slide debris. Without the installation of an engineered system to manage water seeping to the slope
face, the soil will continue to fail. The modeling results are contained in Attachment C.
We then modeled the slope using a dewatering system to reduce the water table and increase upper
soil strength. The resulting model indicated that the minimum failure surface had an SF of 0.7, which
occurs in the sloughed material along the face of the slope. The factor of safety increases with depth
along the face of the slope and is generally above 1.0, which indicates stability. The results of the
modeled mitigation alternative are shown in Attachment C.
We have conducted an investigation of the soil failure on the northwest side of the residence located
at 10 North Sundown Drive in Mason County, Washington. The property is located on a bluff
overlooking an inlet of Lake Cushman. The slope has failed, resulting in separation and distress of a
wooden staircase down to the lake shore with the failure extending parallel along the bluff face.
Additional failure is possible, resulting in additional loss of property and possibly structures.
We investigated the property by drilling two exploratory borings, conducting laboratory analyses on
selected soil samples from the borings, and using the collected information to develop a model of
slope stability. The results of our investigation indicate that the landslide area is underlain by dense
to very dense, sand to sands with silts, that increase in silt content until reaching very stiff to hard silts
at a depth of approximately 60 feet bgs. The sand material appears to be end moraine deposit that
has be subsequently overridden by glacial activities and compacted. Groundwater was encountered
between 30 and 35 feet bgs at the time of our investigation during the spring season.
Based on the results of our evaluation, it is our opinion that the slope has failed due to groundwater
flow to the face of the bluff in sand and gravel material. It is likely that the significant winter precipitation
caused an increase in groundwater flow within this layer, resulting in failure of the overlying soils.
RECOItI PIENDATIONSE
We recommend the installation of a dewatering well or wells at the front of the property near North
Sundown Drive. The dewatering system is used to lower the local groundwater levels within the
hillside and reduce hydrostatic forces at the face of the slope. We recommend the installation of two
dewatering wells, drilled to the underlying clay layer at about 60 feet bgs. The pumps within the wells
would be connected to level-sensing switches, which would activate the pumps when groundwater
levels rose to a certain elevation within the well bores. Extracted water would be pumped down the
slope to the lake for discharge or into a storm drain at the road, if one is available.
Horizontal drains could also be used at the site to dewater and stabilize the slope, however, equipment
access to the slope face would be difficult for installation of the drains.
A horizontal drain system consists of a series of horizontal pipes drilled back under the property to
collect groundwater and convey the water to the lake. Using this system, groundwater levels can be
effectively lowered within the slide mass with groundwater draining by gravity. We would be pleased
FILE No. 929-001-01 4
Allison Property
Slope Failure Investigation Report
June 14, 2017
to prepare design documents for your selected mitigation alternative and prepare a cost estimate for
implementation.
LIM fA[IONS
We have prepared this report for use by David Allison and his authorized agents regarding the soil
failure of the slope on his property located at 10 North Sundown Drive in Mason County, Washington.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with generally accepted practices in the field of geotechnical engineering in this area at the time this
report was prepared. No warranty or other conditions, expressed or implied, should be understood.
Please refer to Attachment D titled "Report Limitations and Guidelines for Use" for additional
information pertaining to use of this report.
We appreciate the opportunity to be of service to you on this project. Please contact us if you have
questions regarding the work performed or require additional information.
Respectfully Submitted, WaBh
INSIGHT GEOLOGIC, INC. �Q
ipY pCdo�t a.
BIG
William E. Halbert L.HG., L.E.G. A'sed Ggo�o
Principal William E. Halbert
FILE No. 929-001-01 5
FIGURES
- — —_ —Z
4
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12
-
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as
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Sh
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SOURCE: TERRAIN NAVIGATOR
HOODSPORT, WASHINGTON
7.5 MINUTE QUADRANGLE
Year1985
SCALE:,:24000 ALLISON PROPERTY
MASON COUNTY,WASHINGTON
Figure 1
INSIGHT GEOLOGIC. INC.
Vicinity Map
-------------
04;UO;-�
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'11
e
,
v
7%4 iL
47,
'! ' - ss �. -L . }."` y? , `' a+ •+�{ ^ems ar• i:.*
?�� �w�.• 'a. `mot �y Y�j� +'� 4� v M.-jf� y'�AA I
'V-2 ac r
SOURCE: GOOGLE _AR'H
LEGEND:
I B-1 APPROXIMATE BORING LOCATION
— — APPROXIMATE PROPERTY BOUNDARY
SCALE: 1'=60'
ALLISON PROPERTY
MASON COUNTY,WASHINGTON
INSIGHT GEOLOGIC. INC. Figure 2
Site Plan
DECK RESIDENCE DRIVEWAY B-Y SUNDOWN OR6POTUTCH DR �
4------------------?----------------`SP-w
------ -----------------------
------2G0
SP SP-SM - --
------------- - v---------------------
oY SP-SM
270 'PNDSJO SM SM
-_-
UKE CUSHMAN -- ------------- ML
FEET , T-i 20
0 10 IO 10 BO f00 1 W 1� 1!0 200 220 210
NORTH SOUTH
VIEW NORTHEAST
..?� ALLISON PROPERTY
rrc r.0
MASON COUNTV.WASHINGTON
—-�—� — Figure 3
ixvwrt Geaowc.K
Cross Section
ATTACHMENT A
EXPLORATION LOGS
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS GROUP NAME ADDITIONAL MATERIAL SYMBOLS
WELL-GRADED GRAVEL, SYMBOLS TYPICAL DESCRIPTION
GRAVEL CLEAN O GW FINE TO COARSE GRAVEL
AND GRAVEL CC CEMENT CONCRETE
GRAVELLY c5%FWEs "` GP POORLY GRADED GRAVEL
SOILS
MORE TMAN 50% AC ASPHALT CONCRETE
COARSE OF COARSE GRAVEL GM SILTY GRAVEL
GRAINED FRACTION ED WITH FINES CR CRUSHED ROCK 1
SOILS ON NO.4 SIEVE >12%FHES QUARRY SPALLS
GC CLAYEY GRAVEL
WELL-GRADED SAND, TS TOPSOIUSODIDUFF
MORE THAN 50% SAND CLEAN SW FINE TO COARSE SAND
RETAINED ON AND SAND
No.200 SEVE SANDY .5%FINES SP POORLY GRADED SAND GROUNDWATER
SOILS
MORE THAN 50% EXPLORATION SYMBOLS
OF COARSE SAND SM SILTY SAND
FRACTION WITH FINES MEASURED GROUNDWATER LEVEL IN EXPLORATION,
NO,A SEVE ,� ONESELL,OR PiEZOMETER
ScSC CLAYEY SAND GROUNDWATER OBSERVED AT TIME OF EXPLORATION
SILTS MIL SILT PERCHED WATER OBSERVED AT TIME OF EXPLORATION
AND INORGANIC �_ MEASURED FREE PRODUCT IN WELL OR PIEZOMETER
FINE CLAYS CL CLAY
GRAINED
SOILS I'O D""T ORGANIC SILT, STRATIGRAPHIC CONTACT
LESST.M50 rORGANIC OIL ORGANIC CLAY
— APPROXIMATE CONTACT BETWEEN SOIL STRATA
SILT OF HIGH PLASTICITY, OR GEOLOGIC UNIT
MOR
E THAN 50% Sip MH ELASTIC SILT --- APPROXIMATE LOCATION OF SOIL STRATA CHANGE
PASSING NO. INORGANIC WITHIN GEOLOGIC SOIL UNIT
200 SIM CLAYS CH CLAY OF HIGH PLASTICITY,
FAT CLAY APPROXIMATE GRADUAL CHANGE BETWEEN SOIL
uOuauw ORGANIC CLAY. STRATA OR GEOLOGIC SOIL UNIT
BOOR MORE ORGANIC OH ORGANIC SILT APPROXIMATE GRADUAL CHANGE OF SOIL STRATA
WITHIN GEOLOGIC SOIL UNIT
HIGHLY ORGANIC SOILS PT PEAT
LABORATORY/FIELD
TEST CLASSIFICATIONS
70
%F PERECENT FINES MD MOISTURE CONTENT AND
DRY DENSITY
AL ATTERBERG LIMITS
60 r CA CHEMICAL ANALYSIS OC ORGANIC COMPOUND
T PM PERMEABILITY OR
- -- CP LABORATORY HYDRAULIC CONDUCTIVITY
i A-LINE COMPACTION TEST
'0 PP POCKET PENETROMETER
W I j j CS CONSOLIDATION TEST
1 CH IDS DIRECT SHEAR SA SIEVE ANALYSIS
_ TX TRIAXIAL COMPRESSION
40 - - -+ - - HA HYDROMETER ANALYSIS
_...,.. _. __ IfI lttt'" MC MOISTURE CONTENT
UC UNCONFINED COMPRESSION
V ----• __ _._ ._ _ .__. I - VS VANE SHEAR
y 30f -
a M 3�H , SAMPLER SYMBOLS
20 CL I -—i 2.4 INCH I.D.SPLIT BARREL ® SHELBY TUBE
10 DIRECT-PUSH ® PISTON
10 - —' - - STANDARD PENETRATION TEST ® BULK OR GRAB
ML&OL
SHEEN CLASSIFICATIONS
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT NS NO VISIBLE SHEEN
SS SLIGHT SHEEN
SOIL MOISTURE MODIFIERS: MS MODERATE SHEEN
DRY-ABSENCE OF MOISTURE,DUSTY,DRY TO THE TOUCH
MOIST-DAMP,BUT NO VISIBLE WATER HS HEAVY SHEEN
WET-VISIBLE FREE WATER OR SATURATED,USUALLY SOIL IS OBTAINED BELOW WATER TABLE NT NOT TESTED
INSIGHT GEOLOGIC. INC_
�_-� Key to Exploration Logs
B-1
_ `�w REMARKS AND
o w ill ill I . LITNOLOGY SOIL DESCRIPTION LABORATORY
TEST RESULTS
0 SP-SM . Brown fine to coarse sand with fine gravel and silt,occasional
1 18l7 31 wood,dense,moist
2 18/12 33
3 18/16 68 Brown fine to coarse sand with fine gravel,trace silt,dense to
10 4 2/2 50/5
very dense,moist
5 16/14 47 Grades to dense
6 8/3 50/2 (- Grades to very dense
7 18/12 44 U) Grades to dense
20 8 18113 51 Grades to very dense
9 18l13 39 Grades to dense
10 18/14 22 Grades to medium to coarse sand with fine gravel,very dense
11 18/18 W6
30 12 18114 31
Brown fine to medium sand with silt,dense,moist
13 18/15 35 2
14 18/16 32 a Grades to wet
rn }15 18/18 36
40 16 18/18 30
17 18/18 34 Brown silty fine sand,dense,wet
18 18/18 20 Grades to medium dense
19 18/18 40 2 Grades to dense
J0 20 18/18 41 rn
21 18118 48 Grades to silty fine to medium sand
22 18/18 34 Grades to silty fine sand
23 18/18 41
60 24 18/18 35 Brown sandy silt,hard,wet
25 18/18 25 Grades to very stiff
26 18/18 29 J� Grades to gray-brown
27 18/18 35 Grades to hard
70 28 18/18 29 Grades to very stiff
Groundwater encountered at 35 feet
80
LEGEND:
PROJECT NO.:929-001-01
DATE:APRIL 27,2017
TOTAL DEPTH:71.5 FEET
DRILLING CONTRACTOR:BORETEC
DRILLING EQUIPMENT:TRACK-MOUNTED DRILL RIG
DRILLING METHOD:HOLLOW STEM AUGER
LOGGED BY:KEVIN VANDEHEY ALLISON PROPERTY
MASON COUNTY,WASHINGTON
INSIGHT GEOLOGIC, INC Exploration Log B-1
B-2
REMARKS
W �' y AN
LITHOLCKsv SOIL DESCRIPTION LABURATORV
Y y j TEST RESULTS
0
Brown fine to coarse sand with fine to coarse gravel and sift,
r ` medium dense,moist
1 18/16 28
10 2 18/13 30 (L Brown fine to coarse sand with fine gravel,dense,moist
CO
3 18118 62 (° tt Brown fine to coarse sand with fine gravel and sift,very dense,
cn as.a moist
20 4 1216 50/6 {
k.
y-
5 18/16 67 n- Brown fine to coarse sand with fine to coarse gravel,very dense,
mast
30 6 18/16 29 A Brown fine to coarse sand with silt,medium dense,wet
7 18/18 35 Grades to fine to medium sand with silt,dense
a
40 6 18/16 28 to Grades to medium dense
9 19/16 at Grades to dense
50 10 18/18 41 Brown silty fine sand,hard,wet
11 18/18 42 U)
60 12 18/18 31
Brown sandy silt,hard,wet
13 18118 50 —�
70 14 lane 33 1 Grades to silt,dense
Groundwater encountered at 30 feet
80
LEGEND:
PROJECT NO.:929-001-01
DATE:APRIL 27,2017
TOTAL DEPTH:71.5 FEET
DRILLING CONTRACTOR:BORETEC
DRILLING EQUIPMENT:TRACK-MOUNTED DRILL RIG
DRILLING METHOD:HOLLOW STEM AUGER
LOGGED BY:KEVIN VANDEHEY ALLISON PROPERTY
MASON COUNTY,WASHINGTON
INSIGHT GEOLOGIC. INC.
�ti , Exploration Log B-2
ATTACHMENT B
LABORATORY ANALYSES RESULTS
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 12.5'-14.0'
Date Tested: 5/1/17 Depth: 12.5- 14 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 6.4%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 2.1
1.5 in. (37.5) 100.0 Fine Gravel 25.3
3/4 in. (19.0) 97.9
3/8 in. (9.5-mm) 84.8 Coarse Sand 12.8
No. 4 (4.75-mm) 72.5 Medium Sand 33.9
No. 10 (2.00-mm) 59.7 Fine Sand 22.0
No. 20 (.850-mm) 44.3
No. 40 (.425-mm) 25.8 Fines 3.8
No. 60(.250-mm) 13.5 Total 100.0
No. 100 (.150-mm) 7.5
No. 200 (.075-mm) 3.8
LL --
PL --
PI --
D10 1.90
D30 0.50
D60 2.00
D90 13.00
Cc 0.07
Cu 1.05
ASTM Classification
Group Name: Poorly-Graded Sand with Gravel
Symbol: SP
INSIGHT GEOLOGIC. INC.
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 20.0'-21.5'
Date Tested: 5/1/17 Depth: 20-21.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 5.3%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 9.8
1.5 in. (37.5) 100.0 Fine Gravel 22.2
314 in. (19.0) 90.2
3/8 in. (9.5-mm) 79.5 Coarse Sand 16.1
No.4(4.75-mm) 68.0 Medium Sand 26.5
No. 10 (2.00-mm) 51.9 Fine Sand 20.8
No. 20 (.850-mm) 38.4
No. 40 (.425-mm) 25.4 Fines 4.6
No. 60 (.250-mm) 15.4 Total 100.0
No. 100 (.150-mm) 8.8
No.200 (.075-mm) 4.6
LL --
PL --
PI --
D10 0.18
D30 0.55
D60 3.10
D90 19.00
Cc 0.5
Cu 17.2
ASTM Classification
Group Name: Poorly-Graded Sand with Gravel
Symbol: SP
INSIGHT GEOLOGIC, INC.
%_ ,,` .1�� .,� .
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 30.0'-31.5'
Date Tested: 5/1/17 Depth: 30-31.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 9.2%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 4.0
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 97.9 Coarse Sand 2.7
No. 4(4.75-mm) 96.0 Medium Sand 9.5
No. 10 (2.00-mm) 93.3 Fine Sand 74.4
No. 20 (.850-mm) 89.3
No.40 (.425-mm) 83.8 Fines 9.3
No. 60(.250-mm) 67.4 Total 100.0
No. 100(.150-mm) 33.6
No. 200(.075-mm) 9.3
LL --
PL --
PI --
D,a 0.076
D30 0.150
D60 0.230
D90 1.000
Cc 1.29
Cu 3.03
ASTM Classification
Group Name: Poorly-Graded Sand with Silt
Symbol: SP-SM
INSIGHT \GEOLOGIC, INC.
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 40.0'-41.5'
Date Tested: 5/1/17 Depth: 40-41.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 26.8%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 0.2
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 100.0 Coarse Sand 0.4
No. 4 (4.75-mm) 99.8 Medium Sand 1.4
No. 10 (2.00-mm) 99.3 Fine Sand 82.0
No. 20 (.850-mm) 98.7
No. 40 (.425-mm) 98.0 Fines 16.0
No. 60 (.250-mm) 95.4 Total 100.0
No. 100 (.150-mm) 69.4
No. 200 (.075-mm) 16.0
LL --
PL --
PI --
D10 0.00
D30 0.09
D60 0.14
D90 0.22
Cc --
Cu --
ASTM Classification
Group Name: Silty Sand
Symbol: SM
INSIGHT GEOLOGIC, INC.
.R ,
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 50.0'-51.5'
Date Tested: 5/1/17 Depth: 50-51.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 27.2%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 0.0
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 100.0 Coarse Sand 0.1
No.4 (4.75-mm) 100.0 Medium Sand 0.3
No. 10(2.00-mm) 99.9 Fine Sand 63.5
No. 20(.850-mm) 99.7
No. 40 (.425-mm) 99.6 Fines 36.1
No. 60 (.250-mm) 99.3 Total 100.0
No. 100 (.150-mm) 90.7
No. 200(.075-mm) 36.1
LL --
PL --
PI --
D10 0.00
D30 0.00
D60 0.10
D90 0.16
Cc --
Cu --
ASTM Classification
Group Name: Silty Sand
Symbol: SM
INSIGHT GEOLOGIC, INC.
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 60.0'-61.5'
Date Tested: 5/1/17 Depth: 60-61.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 24.4%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 0.1
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 100.0 Coarse Sand 0.5
No. 4 (4.75-mm) 99.9 Medium Sand 2.0
No. 10 (2.00-mm) 99.4 Fine Sand 47.0
No. 20 (.850-mm) 99.1
No. 40 (.425-mm) 97.4 Fines 50.4
No. 60 (.250-mm) 92.9 Total 100.0
No. 100 (.150-mm) 86.2
No. 200 (.075-mm) 50.4
LL -
PL -
PI -
010 0.00
D30 0.00
D60 0.09
D90 0.20
Cc --
Cu --
ASTM Classification
Group Name: Sandy Silt
Symbol: ML
INSIGHT GEOLOGIC. INC.
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-1
Job Number: 929-001-01 Sample Name: B-1 70.0'-71.5'
Date Tested: 5/1/17 Depth: 70-71.5 Feet
Tested By: Kevin Vandehey
Moisture Content (%) 27.8%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 0.0
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 100.0 Coarse Sand 0.0
No. 4 (4.75-mm) 100.0 Medium Sand 0.1
No. 10 (2.00-mm) 100.0 Fine Sand 30.9
No. 20 (.850-mm) 100.0
No. 40 (.425-mm) 99.9 Fines 69.0
No. 60 (.250-mm) 99.8 Total 100.0
No. 100 (.150-mm) 99.2
No. 200 (.075-mm) 69.0
LL --
PL --
PI --
D10 0.00
DJ0 0.00
D60 0.00
D90 0.14
Cc --
Cu --
ASTM Classification
Group Name: Sandy Silt
Symbol: ML
INSIGHT GEOLOGIC. INC.
w
v
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-2
Job Number: 929-001-01 Sample Name: B-2 30.0'-31.5'
Date Tested: 5/1/17 Depth: 30-31.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 18.0%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 6.1
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 96.9 Coarse Sand 3.6
No. 4 (4.75-mm) 93.9 Medium Sand 7.9
No. 10(2.00-mm) 90.3 Fine Sand 73.8
No. 20(.850-mm) 87.1
No. 40(.425-mm) 82.4 Fines 8.5
No. 60 (.250-mm) 64.9 Total 100.0
No. 100(.150-mm) 30.4
No. 200(.075-mm) 8.5
LL --
PL --
PI --
D,o 0.08
D30 0.16
D60 0.24
Dyo 2.00
Cc 1.3
Cu 3.0
ASTM Classification
Group Name: Poorly-Graded Sand with Silt
Symbol: SP-SM
INSIGHT GEOLOGIC, INC.
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-2
Job Number: 929-001-01 Sample Name: B-2 50.0'-51.5'
Date Tested: 5/1/17 Depth: 50-51.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 33.7%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 0.8
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 100.0 Coarse Sand 0.6
No.4 (4.75-mm) 99.2 Medium Sand 0.9
No. 10(2.00-mm) 98.6 Fine Sand 76.8
No. 20(.850-mm) 98.1
No.40(.425-mm) 97.6 Fines 20.8
No. 60 (.250-mm) 96.7 Total 100.0
No. 100 (.150-mm) 85.0
No. 200 (.075-mm) 20.8
LL --
PL --
PI --
D10 0.000
D30 0.082
D60 0.120
D90 0.170
Cc --
Cu --
ASTM Classification
Group Name: Silty Sand
Symbol: SM
INSIGHT GEOLOGIC, INC.
4 w..
Gradation Analysis Summary Data
Job Name: Allison Property Sample Location: B-2
Job Number: 929-001-01 Sample Name: B-2 70.0'-71.5'
Date Tested: 5/1/17 Depth: 70-71.5 Feet
Tested By: Kevin Vandehey
Moisture Content(%) 28.1%
Percent Percent by
Sieve Size Passing Size Fraction Weight
3.0 in. (75.0) 100.0 Coarse Gravel 0.0
1.5 in. (37.5) 100.0 Fine Gravel 1.3
3/4 in. (19.0) 100.0
3/8 in. (9.5-mm) 98.7 Coarse Sand 0.1
No.4 (4.75-mm) 98.7 Medium Sand 0.4
No. 10 (2.00-mm) 98.6 Fine Sand 10.3
No. 20 (.850-mm) 98.4
No.40 (.425-mm) 98.2 Fines 87.9
No. 60 (.250-mm) 97.8 Total 100.0
No. 100(.150-mm) 97.2
No. 200(.075-mm) 87.9
LL --
PL --
PI --
DI, 0.000
D30 0.000
D69 0.000
D99 0.089
Cc --
Cu --
ASTM Classification
Group Name: Silt
Symbol: ML
INSIGHT GEOLOGIC, INC.
U.S.Standard Sieve Size
3" 1.5" 314" 318" #4 #10 #20 #40 #60 #100 0200
100 90
80 -
r
70
lit
60
x 50
d
c 40
Y
Y
a 30
20 1
1071_t I �
--
0
1000 100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
-B-1 12.5'-14.0' -•B-1 20.0'-21.5' k--B-1 30.0'-31.5' 1 * B-1 40.0'-41.5' —+—B-1 50.0'-51.5' —A-- B-1 60.0'•61.5'
COBBLES
ORAVEL SAND
SILT OR CLAY
COARSE FME COARSE I MEDIUM FINE
ALLISON PROPERTY
MASON COUNTY.WASHINGTON
Graph 1
INSIGHT GEOLOGIC, INC. Gradation Analysis Results
U.S.Standard Sieve Size
3" 1.5" 3/4" 3/8" 94 #10 020 #40 #60 #100 0200
100 - - - --
80 - - -
O1 70
k 60
so
e
o.
40
IL 30
20 1
10 -
I
0
1000 100 10 1 0.1 0.01 0.001
Grain Size In Millimeters
-s B-1 70.0'-71.5' a-•B-2 30.0'-31.5' -i-B-2 50.0'51.5' - -S-2 70.0'-71.5'
GRAVEL SAND
COBBLES SILT OR CLAY
COARSE DINE COARSE I MEDIUM FINE
ALLISON PROPERTY
MASON COUNTY,WASHINGTON
Graph 2
lNsicliT ceoLocic. INC. Gradation Analysis Results
ATTACHMENT C
MODELING RESULTS
t,
Page 1 of 8
Slide Analysis Information
SLIDE - An Interactive Slope Stability Program
Project Summary
File Name:Allison Property.slim
Slide Modeler Version:6.038
Project Title:SLIDE-An Interactive Slope Stability Program
Date Created:5/15/2017,10:17:26 AM
General Settings
Units of Measurement:Imperial Units
Time Units:days
Permeability Units:feet/day
Failure Direction:Left to Right
Data Output:Standard
Maximum Material Properties:20
Maximum Support Properties:20
Analysis Options
Analysis Methods Used
Bishop simplified
Janbu simplified
Number of slices:25
Tolerance:O.00S
Maximum number of iterations:50
Check malpha<0.2:Yes
Initial trial value of FS:1
Steffensen Iteration:Yes
Groundwater Analysis
Groundwater Method:Water Surfaces
Pore Fluid Unit Weight:62.4 Ibs/ft3
Advanced Groundwater Method:None
Random Numbers
Pseudo-random Seed:10116
Random Number Generation Method:Park and Miller v.3
Surface Options
Allison Property.slim 5/15/2017,10:17:26 AM
sumwrtxro[r c.o�e
•:•- Page 2 of 8
Surface Type:Circular
Search Method:Slope Search
Number of Surfaces:5000
Upper Angle:Not Defined
Lower Angle:Not Defined
Composite Surfaces:Disabled
Reverse Curvature:Create Tension Crack
Minimum Elevation:Not Defined
Minimum Depth:Not Defined
Material Properties
Property Material Material Material
Color
Strength Type Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb
Unsaturated Unit Weight[Ibs/ft3] 115 110
Saturated Unit Weight[Ibs/ft3] 140 140
Cohesion[psf] 100 400 0
Friction Angle[deg] 35 25 20
Water Surface Water Table Water Table Water Table
Hu Value 1 1 1
Global Minimums
Method:bishop simplified
FS:0.280355
Center:150.416,781.820
Radius:15.853
Left Slip Surface Endpoint:141.556,768.675
Right Slip Surface Endpoint:144.077,767.290
Resisting Moment=37.4129 lb-ft
Driving Moment=133.448 lb-ft
Total Slice Area=0.125222 ft2
Method:janbu simplified
FS:0.279693
Center:150.416,781.820
Radius:15.853
Left Slip Surface Endpoint:141.556,768.675
Right Slip Surface Endpoint:144.077,767.290
Resisting Horizontal Force=2.07074 lb
Driving Horizontal Force=7.40363 lb
Total Slice Area=0.125222 ft2
Valid/Invalid Surfaces
Method:bishop simplified
Allison Property.slim 5/15/2017, 10:17:26 AM
SllbpflfElMET fAL
®�•- Page 3 of 8
Number of Valid Surfaces:4291
Number of Invalid Surfaces:709
Error Codes:
Error Code-103 reported for 70 surfaces
Error Code-105 reported for 329 surfaces
Error Code-106 reported for 71 surfaces
Error Code-109 reported for 6 surfaces
Error Code-112 reported for 3 surfaces
Error Code-113 reported for 230 surfaces
Method:janbu simplified
Number of Valid Surfaces:4234
Number of Invalid Surfaces:766
Error Codes:
Error Code-103 reported for 70 surfaces
Error Code-105 reported for 329 surfaces
Error Code-106 reported for 71 surfaces
Error Code-108 reported for S7 surfaces
Error Code-109 reported for 6 surfaces
Error Code-112 reported for 3 surfaces
Error Code-113 reported for 230 surfaces
Error Codes
The following errors were encountered during the computation:
-103=Two surface/slope intersections,but one or more surface/nonslope external polygon intersections lie between
them.This usually occurs when the slip surface extends past the bottom of the soil region,but may also occur on a
benched slope model with two sets of Slope Limits.
-105=More than two surface/slope intersections with no valid slip surface.
-106=Average slice width is less than 0.0001`(maximum horizontal extent of soil region).This limitation is imposed to
avoid numerical errors which may result from too many slices,or too small a slip region.
-108=Total driving moment or total driving force<0.1.This is to limit the calculation of extremely high safety factors if
the driving force is very small(0.1 is an arbitrary number).
-109=Soiltype for slice base not located.This error should occur very rarely,if at all.It may occur if a very low number of
slices is combined with certain soil geometries,such that the midpoint of a slice base is actually outside the soil
region,even though the slip surface is wholly within the soil region.
-112=The coefficient M-Alpha=cos(alpha)(l+tan(alpha)tan(phi)/F)<0.2 for the final iteration of the safety factor
calculation.This screens out some slip surfaces which may not be valid in the context of the analysis,in particular,deep
seated slip surfaces with many high negative base angle slices in the passive zone.
-113=Surface intersects outside slope limits.
Slice Data
Global Minimum Query(bishop simplified)-Safety Factor:0.280355
Base Base Shear Shear Base Pore Effective
Slice Width Weight Base Cohesion Friction Stress Strength Normal Pressure Normal
Number IN [lbs] Material [psfl Angle [Psfl (psf] Stress (psf] Stress
[degrees] [psf] [psf]
Allison Property.slim 5/15/2017, 10:17:26 AM
srarwrt�r arm
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Page 4 of 8
1 0.100851 0.0849101 Material 3 0 20 0.32459 0.0910004 0.625131 0.375109 0.250022
2 0.100851 0.246926 Material 0 20 0.950991 0.266615 1.82366 1.09114 0.732523
3 0.100851 0.393412 Materia3l 0 20 1.52666 0.428008 2.91449 1.73855 1.17594
4 0.100851 0.524598 Material 0 20 2.05114 0.575047 3.89825 2.31833 1.57992
5 0.100851 0.640705 Material 0 20 2.52394 0.7076 4.77558 2.83146 1.94412
6 0.100851 0.741945 Materia3l 0 20 2.9446 0.825534 5.54704 3.2789 2.26814
7 0.100851 0.828524 Material 0 20 3.31264 0.928715 6.21317 3.66154 2.55163
8 0.100851 0.900641 Material 3 0 20 3.62758 1.01701 6.77447 3.98026 2.79421
9 0.100851 0.958488 Material 0 20 3.88889 1.09027 7.23143 4.23592 2.99551
10 0.100851 1.00225 Material 0 20 4.09616 1.14838 7.58446 4.42932 3.15514
11 0.100851 1.03211 Material 0 20 4.24879 1,19117 7.834 4.56127 3.27273
12 0.100851 1.04823 Materia3l 0 20 4.34635 1.21852 7.98039 4.63253 3.34786
13 0.100851 1.05079 Material 0 20 4.38829 1,23028 8.02399 4.64383 3.38016
14 0.100851 1.03994 Material 0 20 4,37406 1.22629 7.96511 4.5959 3.36921
15 0.100851 1.01585 Material 0 20 4.30315 1.20641 7.80402 4.48942 3.3146
16 0.100851 0,978662 Material 3 0 20 4.17503 1.17049 7.54098 4.32507 3.21591
17 0.100851 0.928526 Material 3 0 20 3.98916 1.11838 7.17621 4.10349 3.07272
18 0.100851 0.865584 Material 0 20 3.74489 1.0499 6.7099 3,82532 2.88458
19 0.100851 0.789974 Material 3 0 20 3,44175 0.964911 6.14223 3.49115 2.65108
20 0.100851 0.701827 Material3 0 20 3.07909 0.863237 5.47331 3.10159 2.37172
21 0.100851 0.601275 Material 0 20 2.65632 0.744713 4.70327 2.65719 2.04608
22 0.100851 0.48844 Material3 0 20 2.17284 0.609167 3.83218 2.15851 1.67367
23 0,100851 0.363446 Material3 0 20 1.62803 0.456425 2.86011 1.60609 1.25402
24 0.100851 0.226408 Material3 0 20 1,02123 0.286306 1.78707 1.00045 0.786622
25 0.100851 0.0774411 Material3 0 20 0.351801 0.0986293 0.613063 0.342082 0.270981
Allison Property.slim 5/15/2017, 10:17:26 AM
4JOEWIHPMF140H
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Page 5 of 8
Global Minimum Query Uanbu simplified)-Safety Factor:0.279693
Base Base Effective
Base Shear Shear Pore
Slice Width Weight Base Friction Normal Normal
Number Cohesion Stress Strength Pressure
[ft] [ibs] Material [psf] Angle [psf] [per Stress [psf] Stress
[degrees] [psf] [psf]
1 0.100851 0.0849101 Material 0 20 0.325708 0.0910983 0.6254 0.375109 0,250291
2 0.100851 0.246926 Material 3 0 20 0.954261 0.2669 1.82444 1.09114 0.733302
3 0.100851 0.393412 Material 0 20 1.53189 0.42846 2.91573 1.73855 1.17718
4 0.100851 0.524598 Material 3 0 20 2.05815 0.575649 3.89991 2.31833 1.S8158
5 0.100851 0.640705 Material 0 20 2.53254 0.708334 4.7776 2.83146 1.94614
6 0.100851 0.741945 Material 0 20 2.95461 0.826383 5.54937 3.2789 2.27047
7 0.100851 0.828524 Material3 0 20 3.32386 0.929661 6.21576 3.66154 2.55422
8 0.100851 0.900641 Material3 0 20 3.63981 1.01803 6.77729 3.98026 2.79703
9 0.100851 0.958488 Material 3 0 20 3.90199 1.09136 7.23441 4.23592 2.99849
10 0.100851 1.00225 Material 0 20 4.1099 1.14951 7.58758 4.42932 3.15826
11 0.100851 1.03211 Material 0 20 4.26303 1.19234 7.8372 4.56127 3.27593
12 0.100851 1.04823 Material3 0 20 4.36085 1.2197 7.98364 4.63253 3.35111
13 0.100851 1.05079 Material 0 20 4.4029 1.23146 8.02724 4.64383 3.38341
14 0.100851 1.03994 Material 0 20 4.3886 1.22746 7.96831 4.5959 3.37241
15 0.100851 1.01585 Material 0 20 4.31741 1.20755 7.80714 4.48942 3.31772
16 0.100851 0.978662 Material3 0 20 4.18884 1.17159 7.54398 4.32507 3.21891
17 0.100851 0.928S26 Material3 0 20 4.00228 1.11941 7.17904 4.10349 3.07555
18 0.100851 0.865584 Material3 0 20 3.75719 1.05086 6.71254 3.82532 2.88722
19 0.100851 0.789974 Material3 0 20 3.45301 0.965782 6.14462 3.49115 2.65347
20 0.100851 0.701827 Material3 0 20 3.08913 0.864007 5.47543 3.10159 2.37384
21 0.100851 0.601275 Material3 0 20 2.66496 0.74537 4.70508 2.65719 2.04789
22 0.100851 0.48844 Material3 0 20 2.17989 0.609699 3.83364 2.15851 1.67513
Material
Allison Property.slim 5/15/2017, 10:17:26 AM
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&C- Page 6 of 8
3
24 0.100851 0.226408 Material3 0 20 1.02452 0.28655 1.78774 1.00045 0.787292
25 0.100851 0.0774411 Material3 0 20 0.352931 0.0987124 0.613292 0.342082 0.27121
Interstice Data
Global Minimum Query(bishop simplified)-Safety Factor:0.280355
X Y Interslice Interslice Interslice
Slice coordinate coordinate-Bottom Normal Force Shear Force Force Angle
Number ]ft] [ft] [Ibs] [Ibs] [degrees]
1 141.556 768.675 0 0 0
2 141.657 768.608 0.00943526 0 0
3 141.757 768.541 0.0345281 0 0
4 141.858 768.476 0.0707597 0 0
5 141.959 768.412 0.114105 0 0
6 142.06 768.349 0.161014 0 0
7 142.161 768.287 0.208398 0 0
8 142.262 768.226 0.2S3611 0 0
9 142.363 768.166 0.294438 0 0
10 142.463 768.107 0.329081 0 0
11 142.564 768.049 0.356145 0 0
12 142.665 767.992 0.374631 0 0
13 142.766 767.936 0.38392 0 0
14 142.867 767.881 0.383764 0 0
15 142.968 767.827 0.374281 0 0
16 143.068 767.773 0,355941 0 0
17 143.169 767.721 0.329559 0 0
18 143.27 767.67 0.296291 0 0
19 143.371 767.619 0.257624 0 0
20 143.472 767.S7 0.215368 0 0
21 143.573 767.521 0.171655 0 0
22 143.674 767.473 0.128928 0 0
23 143.774 767.426 0.0899427 0 0
24 143.875 767.38 0,0577554 0 0
2S 143.976 767.335 0.0357242 0 0
26 144.077 767.29 0 0 0
Global Minimum Query Oanbu simplified)-Safety Factor:0.279693
X y Interslice Interslice Interslice
Slice coordinate coordinate-Bottom Normal Force Shear Force Force Angle
Number [ft] [ft] [Ibs] fibs] [degrees]
1 141.556 768.675 0 0 0
2 141.657 768.608 0.00949398 0 0
3 141.757 768.541 0.0347584 0 0
4 141.858 768.476 0.0712649 0 0
Allison Property.slim 5/15/2017, 10:17:26 AM
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i� •- Page 7 of 8
5 141.959 768.412 0.114979 0 0
6 142.06 768.349 0.16234 0 0
7 142.161 768.287 0.210251 0 0
8 142.262 768.226 0.256056 0 0
9 142.363 768.166 0.29753 0 0
10 142.463 768.107 0.332866 0 0
11 142.564 768.049 0.360659 0 0
12 142.665 767.992 0.3799 0 0
13 142.766 767.936 0.38996 0 0
14 142.867 767.881 0.390583 0 0
15 142.968 767.827 0.381875 0 0
16 143.068 767.773 0.364297 0 0
17 143.169 767.721 0.338655 0 0
18 143.27 767.67 0.306093 0 0
19 143.371 767.619 0.268088 0 0
20 143.472 767.57 0.226442 0 0
21 143.573 767.521 0.183273 0 0
22 143.674 767.473 0.141017 0 0
23 143.774 767.426 0.102416 0 0
24 143.875 767.38 0.0705174 0 0
25 143.976 767.335 0.0486671 0 0
26 144.077 767.29 0 0 0
List Of Coordinates
Water Table
X Y
0 779.881
121.151 779.881
193.641 740.07
External Boundary
X Y
0 729.688
207.888 729.688
193.641 740.07
102.938 789.884
100 800
0 800
0 740.07
Material Boundary
X Y
0 740.07
Allison Property.slim 5/15/2017,10:17:26 AM
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Page 8 of 8
176.129 740.07
Material Boundary
X Y
102.938 789.884
106.038 779.332
176.129 740.07
193.641 740.07
Allison Property.slim 5/15/2017, 10:17:26 AM
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Page 1 of 8
Slide Analysis Information
SLIDE - An Interactive Slope Stability Program
Project Summary
File Name:Allison Property.slim
Slide Modeler Version:6.038
Project Title:SLIDE-An Interactive Slope Stability Program
Date Created:5/15/2017,10:17:26 AM
General Settings
Units of Measurement:Imperial Units
Time Units:days
Permeability Units:feet/day
Failure Direction:Left to Right
Data Output:Standard
Maximum Material Properties:20
Maximum Support Properties:20
Analysis Options
Analysis Methods Used
Bishop simplified
Janbu simplified
Number of slices:25
Tolerance:0.005
Maximum number of iterations:50
Check malpha<0.2:Yes
Initial trial value of FS:1
Steffensen Iteration:Yes
Groundwater Analysis
Groundwater Method:Water Surfaces
Pore Fluid Unit Weight:62.4 Ibs/ft3
Advanced Groundwater Method:None
Random Numbers
Pseudo-random Seed:10116
Random Number Generation Method:Park and Miller v.3
Surface Options
Allison Property.slim 5/15/2017,10:17:26 AM
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•�•- Page 2 of 8
Surface Type:Circular
Search Method:Slope Search
Number of Surfaces:5000
Upper Angle:Not Defined
Lower Angle:Not Defined
Composite Surfaces:Disabled
Reverse Curvature:Create Tension Crack
Minimum Elevation:Not Defined
Minimum Depth:Not Defined
Material Properties
Property Material Material Material
Color
Strength Type Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb
Unsaturated Unit Weight[Ibs/ft3] 115 110
Saturated Unit Weight[Ibs/ft3] 140 140
Cohesion[psf] 100 400 0
Friction Angle[deg] 35 25 30
Water Surface Water Table Water Table Water Table
Hu Value 1 1 1
Global Minimums
Method:bishop simplified
FS:1.055830
Center:150.416,781.820
Radius:15.853
Left Slip Surface Endpoint:141.556,768.675
Right Slip Surface Endpoint:144.077,767.290
Resisting Moment=110.708 lb-ft
Driving Moment=104.854 lb-ft
Total Slice Area=0.125222 ft2
Method:janbu simplified
FS:1.053520
Center:150.416,781.820
Radius: 15.853
Left Slip Surface Endpoint: 141.556,768.675
Right Slip Surface Endpoint:144.077,767.290
Resisting Horizontal force=6.11604 lb
Driving Horizontal Force=5.80535lb
Total Slice Area=0.125222 ft2
Valid/invalid Surfaces
Method:bishop simplified
Allison Property.slim 5/1512017, 10:17:26 AM
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j Page 3 of 8
Number of Valid Surfaces:4291
Number of Invalid Surfaces:709
Error Codes:
Error Code-103 reported for 70 surfaces
Error Code-105 reported for 329 surfaces
Error Code-106 reported for 71 surfaces
Error Code-109 reported for 6 surfaces
Error Code-112 reported for 3 surfaces
Error Code-113 reported for 230 surfaces
Method:janbu simplified
Number of Valid Surfaces:4234
Number of Invalid Surfaces:766
Error Codes:
Error Code-103 reported for 70 surfaces
Error Code-105 reported for 329 surfaces
Error Code-106 reported for 71 surfaces
Error Code-108 reported for 57 surfaces
Error Code-109 reported for 6 surfaces
Error Code-112 reported for 3 surfaces
Error Code-113 reported for 230 surfaces
Error Codes
The following errors were encountered during the computation:
-103=Two surface/slope intersections,but one or more surface/nonslope external polygon intersections lie between
them.This usually occurs when the slip surface extends past the bottom of the soil region,but may also occur on a
benched slope model with two sets of Slope Limits.
-105=More than two surface/slope intersections with no valid slip surface.
-106=Average slice width is less than 0.0001`(maximum horizontal extent of soil region).This limitation is imposed to
avoid numerical errors which may result from too many slices,or too small a slip region.
-108=Total driving moment or total driving force<0.1.This is to limit the calculation of extremely high safety factors if
the driving force is very small(0.1 is an arbitrary number).
-109=Soiltype for slice base not located.This error should occur very rarely,if at all.It may occur if a very low number of
slices is combined with certain soil geometries,such that the midpoint of a slice base is actually outside the soil
region,even though the slip surface is wholly within the soil region.
-112=The coefficient M-Alpha=cos(alpha)(l+tan(alpha)tan(phi)/F)<0.2 for the final iteration of the safety factor
calculation.This screens out some slip surfaces which may not be valid in the context of the analysis,in particular,deep
seated slip surfaces with many high negative base angle slices in the passive zone.
-113=Surface intersects outside slope limits.
Slice Data
Global Minimum Query(bishop simplified)-Safety Factor:1.05583
Base Base Shear Shear Base Pore Effective
Slice Width Weight Base Friction Normal Normal
Number [ft] [lbs] Materi Cohesion Stress Strength Pressure al Angle Stress Stress
]Psfl [degrees] ]Psfl [Psfl [Psfl [Psi] [psfl
Allison Property.slim 5/15/2017, 10:17:26 AM
�:•- Page 4 of 8
1 0.100851 0.0667225 Material 0 30 0.264941 0.279733 0.484512 0 0.484512
2 0.100851 0.194021 Material 0 30 0.773822 0.817024 1.41513 0 1.41513
3 0.100851 0.309117 Material3 0 30 1.23826 1.30739 2.26446 0 2.26446
4 0.100851 0.412192 Material 0 30 1.6583 1.75088 3.03261 0 3.03261
5 0.100851 0.503418 Material3 0 30 2.03398 2.14754 3.71966 0 3.71966
6 0.100851 0.582964 Material3 0 30 2.36537 2.49743 4.32567 0 4.32567
7 0.100851 0.650991 Material 3 0 30 2.65248 2.80057 4.85074 0 4.85074
8 0.100851 0.707654 Material3 0 30 2.89536 3.05701 5.29489 0 5.29489
9 0.100851 0.753105 Material3 0 30 3.09403 3.26677 5.65822 0 5.65822
10 0.100851 0.78749 Material 0 30 3.24852 3.42989 5.94074 0 5.94074
11 0.100851 0.810948 Material3 0 30 3.35885 3.54637 6.1425 0 6.1425
12 0.100851 0.823616 Material3 0 30 3.42503 3.61625 6.26353 0 6.26353
13 0.100851 0.825626 Material 0 30 3.44708 3.63953 6.30385 0 6.30385
14 0.100851 0.817105 Material3 0 30 3.42499 3.61621 6.26346 0 6.26346
15 0.100851 0.798175 Material3 0 30 3.35878 3.5463 6.14237 0 6.14237
16 0.100851 0.768957 Material3 0 30 3.24843 3.42979 5.94056 0 5.94056
17 0.100851 0.729565 Material3 0 30 3.09394 3.26667 5.65804 0 5.65804
18 0.100851 0.68011 Material3 0 30 2.89529 3.05693 5.29475 0 5.29475
19 0.100851 0.620702 Material3 0 30 2.65245 2.80054 4.85067 0 4.85067
20 0.100851 0.551444 Material3 0 30 2.36542 2.49748 4.32576 0 4.32576
21 0.100851 0.472438 Material3 0 30 2.03415 2.14772 3.71996 0 3.71996
22 0.100851 0.383783 Material3 0 30 1.65861 1.75121 3.03319 0 3.03319
23 0.100851 0.285573 Material3 0 30 1.23876 1.30792 2.26538 0 2.26538
24 0.100851 0.1779 Material3 0 30 0.77455 0.817793 1.41646 0 1.41646
25 0.100851 0.0608549 Material3 0 30 0.265926 0.280773 0.486313 0 0.486313
Allison Property.slim 5/15/2017,10:17:26 AM
aioEvrnuw�r s.me
Page 5 of 8
Global Minimum Query(janbu simplified)-Safety Factor:1.05352
Base Base Shear Shear Base Pore Effective
Slice Width Weight Base Friction Normal Normal
Number Cohesion Stress Strength Pressure
[ft] fibs] Material [psf] Angle [psf] [per Stress [psf] Stress
[degrees] [psf] [psf]
1 0.100851 0.0667225 Material 0 30 0.265364 0.279566 0.484222 0 0.484222
2 0.100851 0.194021 Materia3l 0 30 0.77506 0.816541 1.41429 0 1.41429
3 0.100851 0.309117 Material 0 30 1.24025 1.30663 2.26314 0 2.26314
4 0.100851 0.412192 Material 0 30 1.66097 1.74987 3.03087 0 3.03087
5 0.100851 0.503418 Material 0 30 2.03728 2.14632 3.71754 0 3.71754
6 0.100851 0.582964 Material 0 30 2.36922 2.49602 4.32324 0 4.32324
7 0.100851 0.650991 Materia3l 0 30 2.65683 2.79902 4.84804 0 4.84804
8 0.100851 0.707654 Materia3l 0 30 2.90012 3.05533 5.29199 0 5.29199
9 0.100851 0.753105 Material 0 30 3.09913 3.265 5.65515 0 5.65515
10 0.100851 0.78749 Material 0 30 3.2539 3.42805 5.93756 0 5.93756
11 0.100851 0.810948 Material 0 30 3.36444 3.5445 6.13926 0 6.13926
12 0.100851 0.823616 Material 0 30 3.43076 3.61437 6.26027 0 6.26027
13 0.100851 0.825626 Material 3 0 30 3.45285 3.63765 6.3006 0 6.3006
14 0.100851 0.817105 Material 0 30 3.43076 3.61437 6.26028 0 6.26028
15 0.100851 0.798175 Material 0 30 3.36445 3.54452 6.13929 0 6.13929
16 0.100851 0.768957 Material 3 0 30 3.25394 3.42809 5.93763 0 5.93763
17 0.100851 0.729565 Material 0 30 3.09921 3.26508 5.65528 0 5.65528
18 0.100851 0.68011 Material 0 30 2.90024 3.05546 5.29221 0 5.29221
19 0.100851 0.620702 Material3 0 30 2.65701 2.79921 4.84838 0 4.84838
20 0.100851 0.551444 Material3 0 30 2.36949 2.49631 4.32374 0 4.32374
21 0.100851 0.472438 Material3 0 30 2.03767 2.14673 3.71824 0 3.71824
22 0.100851 0.383783 Material 0 30 1.6615 1.75042 3.03181 0 3.03181
Material
Allison Property.slim 5/15/2017,10:17:26 AM
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Page 6 of 8
3
24 0.100851 0.1779 Material 3 0 30 0,775906 0.817432 1.41583 0 1.41583
25 0.100851 0.0608549 Material 0 30 0.266394 0.280651 0.486101 0 0.486101
lnterslice Data
Global Minimum Query(bishop simplified)-Safety Factor:1.05583
Slice X Y lnterslice lnterslice lnterslice
Number coordinate coordinate-Bottom Normal Force Shear Force Force Angle
[ft] [ft] [Ibs] [Ibs] [degrees]
1 141.556 768.675 0 0 0
2 141.657 768.608 0.00594804 0 0
3 141.757 768.541 0.0217525 0 0
4 141.858 768.476 0.0445704 0 0
S 141.959 768.412 0.071866S 0 0
6 142.06 768.349 0.101402 0 0
7 142.161 768.287 0.131228 0 0
8 142.262 768.226 0.159671 0 0
9 142.363 768.166 0.185333 0 0
10 142.463 768.107 0.207074 0 0
11 142.564 768.049 0.224012 0 0
12 142.665 767.992 0.235514 0 0
13 142.766 767.936 0.241189 0 0
14 142.867 767.881 0.24088 0 0
15 142.968 767.827 0.234663 0 0
16 143.068 767.773 0.222836 0 0
17 143.169 767.721 0.20592 0 0
18 143.27 767.67 0.184648 0 0
19 143.371 767.619 0.159966 0 0
20 143.472 767.S7 0.133025 0 0
21 143.573 767.521 0.10S178 0 0
22 143.674 767.473 0.0779797 0 0
23 143.774 767.426 0.0531772 0 0
24 143.875 767.38 0.0327116 0 0
25 143.976 767.335 0.0187128 0 0
26 144.077 767.29 0 0 0
Global Minimum Query Ganbu simplified)-Safety Factor:1.05352
X y lnterslice lnterslice lnterslice
Slice coordinate coordinate-Bottom Normal Force Shear Force Force Angle
Number N [n] [Ibs] [Ibs] [degrees]
1 141.556 768.675 0 0 0
2 141.657 768.608 0.00588473 0 0
3 141.757 768.541 0.0215053 0 0
4 141.858 768.476 0.0440307 0 0
Allison Property.slim 5/15/2017, 10:17:26 AM
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; Page 7 of 8
5 141.959 768.412 0.070937 0 0
6 142.06 768.349 0.0999974 0 0
7 142.161 768.287 0.129273 0 0
8 142.262 768.226 0.157102 0 0
9 142.363 768.166 0.182096 0 0
10 142.463 768.107 0.203128 0 0
11 142.564 768.049 0.219325 0 0
12 142.665 767.992 0.230063 0 0
13 142.766 767.936 0.234962 0 0
14 142.867 767.881 0.233876 0 0
15 142.968 767.827 0.22689 0 0
16 143.068 767.773 0.214312 0 0
17 143.169 767.721 0.196671 0 0
18 143.27 767.67 0.174712 0 0
19 143.371 767.619 0.149388 0 0
20 143.472 767.57 0.121862 0 0
21 143.573 767.521 0.0934948 0 0
22 143.674 767.473 0.06585 0 0
23 143.774 767.426 0.0406847 0 0
24 143.875 767.38 0.0199488 0 0
25 143.976 767.335 0.00578153 0 0
26 144.077 767.29 0 0 0
List Of Coordinates
Water Table
X Y
0 759.713
193.641 740.07
External Boundary
X Y
0 729.688
207.888 729.688
193.641 740.07
102.938 789.884
100 800
0 800
0 740.07
Material Boundary
X Y
0 740.07
176.129 740.07
Allison Property.slim 5/15/2017, 10:17:26 AM
l�.•. Page 8 of 8
Material Boundary
X Y
102.938 789.884
106.038 779.332
176.129 740.07
193.641 740.07
Allison Property.slim 5/15/2017, 10:17:26 AM
Safety Factor
n 0.0
a0 0.5
1.0
1.5
2.0
m
2.5
3.0
3.5
4.0
m 4.5
`O 5.0
5.5
6.0+
m
n
1 ..
w
T
0 20 40 80 80 100 120 140 180 180 200 ZZO 240
RIP-?
4+1? Allison Property
INSIGHT GEOLOGIC, INC. WsDesaipWw Dewmeredew,ditm
—er C—f.V
iocurte.aan s.ax Age' May,2017 IF&,Yame
ATTACHMENT D
REPORT LIMITATIONS AND GUIDELINES FOR USE
ATTACHMENT D
REPORT LIMITATIONS AND GUIDELINES FOR USE
This attachment provides information to help you manage your risks with respect to the use of this
report.
HYDROGEOLOGIC :SFRVV"'-S ARE PI-RFORIVED FOR SPECIFIC PURPOSES. PERSONS
AND PROJECTS
This report has been prepared for the exclusive use of David Allison (Client) and his authorized
agents. This report may be made available to regulatory agencies for review. This report is not
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If important changes are made after the date of this report, Insight Geologic should be given the
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—tIRSURF CE CONDITIONS CAN CHANGE
This hydrogeologic or geologic report is based on conditions that existed at the time the study was
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manmade events such as construction on or adjacent to the site, or by natural events such as
Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences, www.asfe.org.
INSIGHT GEOLOGIC,INC. LIMITATIONS
floods, earthquakes, slope instability or ground water fluctuations. Always contact Insight Geologic
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MOST HYDROGEOLOGIC AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS
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INSIGHT GEOLOGIC,I NC. LIMITATIONS
HYDROGEOLOGIC, GEOLOGIC AND ENVIRONMENTAII RFPOPT-:� !}HOJ.11_n n'O.T P.
INTERCHANGED
The equipment, techniques and personnel used to perform an environmental study differ significantly
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INSIGHT GEOLOGIC,INC. LIMITATIONS
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
WALL REPAIR PLANS
10 NSUNDOW.NDRIVE
LAKE CUSHMAN, HOODSPORT, WA
CLIENT.- SHEET INDEX
DA VID E. ANDERSON
NO. DESCRIPTION
C-01 COVER SHEET
APPROXIMATE C-02 GENERAL NOTES
PROJECT LOCATION
LAT: 47.49 C-03 SITE PLAN
LONG:-123.241
C-04 PROFILE VIEW
C-05 SECTION VIEW
C-06 SECTION VIEW
C-07 SOIL NAIL DETAILS
N C-08 NAIL SCHEDULE
W E
Engineering and Architectural Drawings
Construction must match all designs and specifications of the
VICINITY MAP Architectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for
1 the work that has been altered.—NOTE:Structural engineering shall
1 (NOT TO SCALE) supersede Mason County"Typical"notes for structural items.—
100% DESIGN
I SHEET REVISIONS PROJECT NAME: OtAwsv,.dwJ-17swu
DATE DESCRIPTION NO
08/16/24 ISSUED FOR REVIEW IFR 10 NSUNDOWNDRIVE 001\ - � Rs
08122124 ISSUED FOR PERMIT 0 Dm:2o24.0ea
A. SEC
'{ SHEET TITLE: *9= �4� OF WAS 9,p
COVER SHEET
Gea5tabilization Internatinnal y z
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA NT�G 2202an4
vaa scrum T�r1EP�PPoE�TAAY P'FOfWAT70N 5MO�%iN 1�EftEON IS HOT Toes DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET Phone:855.579.0536 i Fax:970.245.7737 �,o �URALE�G`
TLws TTD�'TIHa�n�T.Wn��H u Is 06t-Y�IFDley www.geostabilization.com �`rjONALti�G
CONSTAV(,TED M'DSVPERviSED BY G5I DR RS AURIORI�D SUBCOHTAwCTOK JAG DRH DRH 8/16/24 17137, 244118WAON C-01
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Joshua Luck
Submit changes for approval
Mason County Building
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MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
CONSTRUCTION SEQUENCEIWORK SCHEDULE: OF TOP OF SHOTCRETE. BARS SHALL NOT BE FORCED INTO THE DRILL HOLE.IN HOLES WHERE RESISTANCE
THE CONTRACTOR WILL PROVIDE AND INSTALL THE SPECIFIED SOIL NAILS AND SLOPE IS ENCOUNTERED DURING BAR INSTALLATION,THE HOLES SHALL BE CLEAND AND
SURFACE TREATMENT PER THE CONSTRUCTION DOCUMENTS. THE ANTICIPATED REINFORCING STEEL PLACEMENT: INSPECTED PRIOR TO REPLACING THE TENDON.
CONSTRUCTION SEQUENCE IS AS FOLLOWS: ? REINFORCING SHALL BE PLACED SUCH THAT THE MINIMUM CONCRETE COVER IS S GROUT INSTALLATION METHODS MAY BE ADJUSTED UPON GSI ENGINEER APPROVAL
PROVIDED AS SHOWN. BASED ON SITE CONDITIONS DURING INSTALLATION.
1. DELINEATE LIMITS OF STABILIZATION.NOTIFY LOCAL UTILITIES PROVIDERS TO S REBAR WILL BE TIED TO THE WIRE MESH IN THE SHOTCRETE PORTION OF THE S DRILL HOLES SHOULD BE VISUALLY INSPECTED FOR GROUT LOSS.SOIL NAILS
LOCATE AND MARK POTENTIAL UNDERGROUND FACILITIES.DAYLIGHTING OF STABILIZATION SYSTEM. VERTICAL AND HORIZONTAL BARS WILL BE PLACED AS SHOWING SIGNS OF GROUT LOSS MAY BE FILLED BY PLACING A TREMIE GROUT PIPE
UTILITIES IN POTENTIAL CONFLICT.AS NECESSARY. SHOWN IN THE CONSTRUCTION PLANS. INTO THE DRILL HOLE UNTIL IT REACHES THE GROUT COLUMN.GROUT WILL BE
2. PREPARE THE WORK AREA FOR STABILIZATION CONSTRUCTION. NON-CONTACT SPLICES OF THE REBAR WILL NOT BE REQUIRED.21. PREPARE SITE ACCESS. PLACED UNDER GRAVITY PRESSURE UNTIL GROUT RETURN IS OBSERVED AT THE 2-2- SURFACE.DRILL HOLES SHOWING SIGNS OF MINOR GROUT LOSS MAY BE TOP INSTALL TEMPORARY EQUIPMENT ANCHORS AS REQUIRED. BEARING PLATE PLACEMENT: FILLED.
23. PREPARE WORKING FACE BY INSPECTING AND REMOVING DELETERIOUS S 8-X 8-X 318"STEEL BEARING PLATES WILL BE PLACED OVER THE NAILS AND
MATERIAL ATTACHED WITH A HEX NUT TO SECURE THE MESH AND REBAR DURING SHOTCRETE
24. PROTECT EXISTING HOME WITH PLASTIC SHEETING AND PLYWOOD AS NEEDED. PLACEMENT. IF THE SOIL NAILS EXTEND BEYOND THE HEX NUTS OR WELDED
3. MARK THE LOCATIONS OF THE PROPOSED SOIL NAILS WITH SURVEY MARKING PAINT. PLATES,THEY WILL BE TRIMMED.
4. INSTALLATION OF SOIL NAILS.
5. PLACEMENT OF
6. PLACEMENT OF BEARING PLATTES,HEX TE I"NUTS,REINFORCING STEEL,AND ANY S"°TCRETE: SPECIAL INSPECTIONS S+ REQUIRED
S *SPECIFICATIONS
MIX DESIGN SHAH COMPLY WITH THE REQUIREMENTS OF ACI 5062, (CONCRETE/SHOTCRETE)
CO N C RETE�S H OTC RETE) REPORTS
REQUIRED FORMWORK 'SPECIFICATIONS FOR MATERIALS,PROPORTIONING AND APPLICATION OF `l!
7. GSI TO PERFORM SITE RESTORATION. SHOTCRETE",UNLESS OTHERWISE APPROVED BY GSI ENGINEER.
7.2 EXPOSE AND REMOVE7A. REMOVE ON ANYDTEMIPORARY EQUIPMENT ANCHORS AT LEAST 24" SET TIME CONTROLLING ADDITIVES(I.E.HYDRATION STABILIZERS,RETARDERS)MAY MUST BE SUBMITTED TO THE BUILDING
BELOW FINAL GRADE.
BE USED PER THE MANUFACTURER SPECIFICATIONS AND UNDER THE DIRECTION Of
A GSI ENGINEER. DEPARTMENT UPON COMPLETION. SEE
SHO
CRETE MIX
IGN MAY BE
HOUSE KEEPING: S AVAIILLABILIlY,AND SITEMEATHEADJUSTED
CON IT o�BiAS. ON`°c`u SUPPLIERS, ATTACHED SPECIAL INSPECTION
5 THE SITE WILL BE ORGANIZED AND CLEAR OF ANY TRASH OR DEBRIS. ALL TRASH
WILL BE LACED IN A PROPER CONTAINER AND REMOVED AT THE END OF EACH
WORKDAY SHOTCRETE MIX DESIGN: AGREEMENT FOR MORE INFORMATION
S MINIMUM 28 DAY COMPRESSIVE STRENGTH:3000 PSI
SAFETY: TARGET WATER TO CEMENT RATIO:0.4 TO 0.5
5 ALL SAFETY PLANS FOR LIFTING,HEARING,DUST CONTROL,PPE ETC,WILL BE IN TARGET SLUMP:3 TO 4 INCHES
PLACE AND FOLLOWED ACCORDINGLY. PPE INCLUDES SAFETY VEST,STEEL TOED TARGET GRADATION:ACI NO.2 OR AS APPROVED BY GSI ENGINEER.
SHOES,HARD HAT,SAFETY GLASSES,RESPIRATOR DURING DUST PRODUCING
ACTIVITIES,AND GLOVES.
S ALL FIELD PERSONNEL SHALL ATTEND SITE SPECIFIC ORIENTATION PRIOR TO BEING SHOTCRETE APPLICATION:
ON SITE,AS REQUIRED. 1 SHOTCRETE WILL BE PLACED FROM THE LOWER PART OF THE AREA UPWARDS TO
DAILY PREIPOST JOB BRIEFINGS WILL BE HELD AND DOCUMENTED;ALL ON SITE PREVENT ACCUMULATION OF REBOUND. THE NOZZLE WILL BE ORIENTED A PROPER
PERSONNEL WILL BE REQUIRED TO REVIEW AND SIGN DISTANCE FROM AND APPROXIMATELY PERPENDICULAR TO THE WORKING FACE SO
THAT REBOUND WILL BE MINIMAL AND COMPACTION WILL BE MAXIMIZED. CARE WILL QUALITY CONTROL SCHEDULE
EMPLOYEE CERTIFICATIONS: BE TAKEN WHILE ENCASING REINFORCING STEEL AND MESH TO KEEP THE FRONT
ACI SHOTCRETE NOZZLEMEN CERTIFICATION FACE OF THE REINFORCEMENT CLEAN DURING PLACEMENT OPERATIONS,SO THAT DESCRIPTION FREQUENCY REFERENCE/CRITERIA
S 10-HOUR OCCUPATIONAL SAFETY AND HEALTH TRAINING COURSE IN CONSTRUCTION SHOTCRETE BUILDS UP FROM BEHIND,TO ENCASE THE REINFORCEMENT AND
SAFETY&HEALTH PREVENT VOIDS OR POCKETS FROM FORMING. DILL LOGS EVERY SOIL NAIL RECORD DATA PER SHEET C-14
AMERICAN RED CROSS STANDARD FIRST AID TRAINING 2 PRODUCTION NAILS,TEST
i AMERICAN RED CROSS BLOODBORNE PATHOGENS TRAINING:PDT GROUT MIX DESIGN: PROOF NAIL TEST AFTER 48 HRS FHWA 14-007,2015
SIZE AND TYPE OF NAILS: S WATERICEMENT RATIO=0.5 TO 0.6 MUD BALANCE READINGS ONCE EACH DAY OF SEE SHEET C-02&C-09 FOR MIX
1 THE SOIL NAILS SHALL BE AS SHOWN IN THE CONSTRUCTION PLANS.INSTALL OF NO. S DENSITY RANGE:112.2-108.6 PCF (SPECIFIC GRAVITY) GROUTING DESIGN AND DATA LOG
6 SOLID THREADBAR TENDONS AS SHOWN UNLESS UNSTABLE HOLE CONDITIONS t PORTLAND CEMENT:TYPE I/TIN OR EQUIVALENT
ARE ENCOUNTERED. T40/18 HOLLOW BAR SOIL NAILS ARE ACCEPTABLE AS
ALTERNATIVE ANCHORS.IF UNSTABLE HOLE CONDITIONS ARE ENCOUNTERED. (PER 94#BAG OF CEMENT)
S ALL ASSOCIATED ANCHOR HARDWARE SHALL HAVE A CAPACITY NOT BE LESS THAN MATERIAL WEIGHT VOLUME MIX RATIO
THE FULL ULTIMATE CAPACITY OF THE BAR TENDONS USED. CEMENT 94 LBS 0.47 FT3 1 BAG(94#)
FACING AND DRAINAGE SYSTEM:
WATER 47 TO 56.4 LBS 0.75 FT'TO 0.09 FT' 5.12 GALLONS TO 5.47 GALLONS
DRAIN STRIPS WILL BE PROVIDED AND INSTALLED BETWEEN THE SOIL NAILS PER
I THE CONSTRUCTION DOCUMENTS.DRAIN STRIPS WILL BE CONTINUOUS AND ANY NAIL INSTALLATION AND GROUTING:
SPLICES SHALL BE MADE WITH A ONE-FOOT MINIMUM OVERLAP SUCH THAT THE ALL NAILS SHALL BE TREMIE GROUTED CONCURRENTLY WITH PLACEMENT OF BARS 100% DESIGN
FLOW OF WATER IS NOT IMPEDED. NO DRAIN STRIPS WILL BE LOCATED WITHIN 18" INTO THE DRILLED HOLES.
SHEET REVISIONS PROJECT NAME:
viaery.vba w aer s>..
pt aus.
DATE DESCRIPTION NO
08/16/24 ISSUED FOR REVIEW IFR 1 D NSUNDOWNDIZIVE
0822/24 ISSUED FOR PERMIT 0
0a'202�.
m;]lua.oaa 1107 07asva
F� A. S'PG
sHEET TITLE: �� OF W ASy� Q�
GENERAL NOTES
6aen5tab€1€zat€nn Internatianal= y z
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA N'`pG 22024774
TM'SDRA NGisr111tNI sa-ELY101 THE USE ova IN1,1.+Ell H ws DRAWN BY: DESIGNED BY: CHECKED BY. DATE: PURSUIT NUMBER PROJECT NUMBER SHEET Phone:855.579.0536 1 Fax:970-245.7737 �URALEIG`�`��
PROJECT ANO TIE PRORPoEiMYUTAT.WORSIGN'N REREONISH nBE vrww.geostabilization.com �S' G
TWiS EOSTA OANYOTMERCR TIONAT(GSI),I EDESIGN IS LYV&MIF BY ����
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Changes Reviewed for Code Compliance
Submit changes for approval Joshua Luck
Mason County Building
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MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
4-1
PROPOSED SHOTCRETE WALL
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SHOTCRETE
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SHEET REVISIONS PROJECT NAME:
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DATE DESCRIPTION NO j: EaeeC-Usesye '�.
08116t24 ISSUED FOR REVIEW IFR 10 N SUNDO WN DRIVE �
08/22/24 ISSUED FOR PERMIT 0 {� r m24.0ea���
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��SHEET TITLE: � ��'�p� WASy�
SITE PLAN c�
Gea5tatlittzation Intemattanat� he z
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA �� 22024T74 wV4�L�
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PROJECTMDTEPROPRIEf YINFORfMMNSNG. HERSONISNOTT09E DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUITNUMBER: PROJECT NUMBER: SHEET U
TRANSWTTEO TIIMYOTHEROROANIZATIONWRHOUT SPECJFICAVn10WIAT 81 www.geostabilization.com s'sl
CANSTR pANO�I�nBYYGS1(o r:sAu CWZFDs°eYca"'DrnACTOR JAG DRH DRH 8116/24 171374296 244118WAON C-03 AL
L
Changes Reviewed for Code Compliance
Submit changes for approval p Joshua Luck
prior to performing work Mason County Building Department Approved for Issuance
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
NOTES:
ALL DISTANCES ARE SLOPE DISTANCE
UNLESS NOTED OTHERWISE.
NOTIFY ENGINEERING IF COMPETENT
APPROXIMATE SOIL IS NOT ENCOUNTERED WHILE
DRILLING.
APPROXIMATE LOCATION LOCATION OF
PROTECT EXISTING STAIRWAY.
OF EXISTING TIMBER EXISTING STAIRWAY
MODIFICATION OF SOIL NAIL LOCATION
AND ORIENTATION ACCEPTABLE PER
DIRECTION FROM GSI ENGINEERING.
TEST NAIL INFORMATION:
_j BONDED LENGTH: 18(FT)
J
Q C) tO _j ,'i UNBONDED LENGTH:3(FT)
z + + Q + HOLE DIAMETER:4(IN)
1 5'-0" f SHOTCRETE p C BOND STRENGTH: 1,000(LB/FT)
1'6"
m � TYP FACING PROTECT EXISTING w �
CORRUGATED DRAIN
1 2 3 a El El a 8 9— El El
1 2 3 4 5 6 7 8 9 i 10 11 a
C)
L 4 22
m 21 0
o
a o �- 0 o a o '$ o a
in
o a
Tn F- A
a it � C-07
23 24 25 SOIL NAIL
EXTENDED GEOCOMPOSITE STRIP
DRAIN BELOW SHOTCRETE WALL,TYP
LEGEND
0 UP TO 20'-0'SOIL NAIL
i
TYPICAL PROFILE _
h SCALE: 1"=5'
t 100% DESIGN
o4nvb Wined by JeR Sg"
PROJECT NAME:
SHEET REVISIONS DN ems.
DATE DESCRIPTION NO "Ipa
08/16/24 ISSUED FOR REVIEW IFR 10 NSUNDOWNDRIVE tnt-Wr �y..
08/22/24 ISSUED FOR PERMIT 0 n m 4.oe22 ays�ar
F� BG
SHEET TITLE: dr�—VAr—m-a —� �� p� WAS
C,
PROFILEVIEWS Ge 0225 Wes moor rive,Suite
205
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA ;0 Nip 22024774
T dS OB WNGISt dSMEOSOUFLYFORTHEUS OfO 'N NNearwnvm s DRAWN BY: DESIGNED BY: ICHECKEDBY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET Phone:855.579.0536 1 Fax:970.245.7737 OGCTURALENG`�`��
TRA�11o,5=M To�011 ROR IZN TI(ak no TOSSN FIE-0NLS.N IONO BE BY www.geostabilization.com
MNST�RI.�c�TID�05t�1PERVISEDnHY°m ail.n�psi�SUSYVALJO IF
C To0. JAG DRH DRH 8/16/24 171374296 244118WAON C-04 �NALE
Changes Reviewed for Code Compliance
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prior to performing work Mason County Building 40Approved for Issuance
Department
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
EXISTING STRUCTURE NOTES:
PROTECT FROM DAMAGE LEAVE EXISTING TIMBER STRUCTURE
ESPECIALLY OVERSPRAY IN-PLACE AS PRACTICAL
VARIES
MIN.5'
EXISTING TO BE REMOVED
BY OWNER
EXISTING TIMBER WALL TO
BE STABILIZED IN PLACE
6"NOMINAL
REINFORCED -
SHOTCRETE a
NAIL SOIL L
EXISTING TIMBER A
WALL C-07
15't5°
UP Tp 2 p,�MgFpti1E TYP
NrL�NGrN �P
TYPICAL SECTION
SCALE:1"=5'
I
100% DESIGN
SHEET REVISIONS PROJECT NAME: � �Ja^�
DATE DESCRIPTION NO �� Eue°.6°°"�°'-'•
08716I24 ISSUED FOR REVIEW IFR
10 N SUNDOWN DRI VE V N
] 08/22/24 ISSUED FOR PERMIT 0 0rt 20240822
SEG
SHEET TITLE: flj� .p
SECTION VIEWS �� cT
Geo5tabilization International h 2
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA
THIS DRANTNG IS PERM R SOIELY FOR THE ISSE OF OR IN OONNECT1QV WfTH THIS . . . .
PROEOT-ID THE PROPRIRARY biFOWAAnO ShC'—HEREON IS NOT TO BE DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: Phone:8555790536 SHEET I Fax:9702457737
OAF cTURAL
TRANSNMED TO ANY OTHER ORG L'ATION W17HOIIT SPED FIC A ORVATION BY www.geostabilization.com ALF'�G
��TRUC/EI-D0 SUPE ED�(G�S�AV»SIRI ED SO4ve`YcoN�ucroR. JAG DRH DR H 8(16/24 171374296 244118WAON C-05
Changes Reviewed for Code Compliance Joshua Luck
Submit changes for approval Mason County Building
prior to performing work Department Approved for Issuance
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
NOTES:
WORKING FACE(SCARP)PREPARATION:
CLEAR WORKING FACE OF
EXCESSIVELY LOOSE MATERIALS AND
TRIM ALL VEGETATION FLUSH.
THE WORKING FACE SHALL HAVE A
RELATIVELY UNIFORM AND PLANAR
SURFACE ALLOWING FINAL FACING
TO BE HAVE A POSITIVE BATTER.
— 6"NOMINAL
REINFORCED
SHOTCRETE
SOIL NAIL
SLOPED BENCH FOR
POSITIVE DRAINAGE
A
Clp TO 20 C-07
FIb1QFOMFNTC�NGTN,
71 p 15"t5°
TYP
ATYPICAL SECTION
~ J SCALE: 1"=5'
100% DESIGN
i
SHEET REVISIONS PROJECT NAME: v �.ymabyJeffsegv
ON:DATE DESCRIPTION NO EaleQSn2'C%si_.
,.}/� � � "
08/16/24 ISSUED FOR REVIEW IFR 10 NSUNDOWNDRIVE Al. J a-C_olw,cN�rts"yar
08/22124 ISSUED FOR PERMIT 0 OW 2024.0822
F N. SEC
fSHEET TITLE: �� p� R ASy�Q�
SECTION VIEWS cT
6ea5W�tlizatlon tnternattonal> h 2
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA N'pG u�Oza77a
TNIS DMYANG ISF"SHED SOLELY FOR THE USE OF ORIN CONNECTION MTM THIS Phone:855.579.0536 1 Fax:970.245.7737 ,n G
r�OJECT AND THE CRovwR,.m wFORUAnoN SHowI+nEREDN cs Nor To eE DRAWN BY: DESIGNEDBY: CHECKEDBY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET O�' URAL V-tk �
TR 111781 TO ANY OTHER ORGAN¢AU.umlaut SPECIFIC AUT,1111.nON BY www.geostabilizafion.com �sIONAL���
MNSET�nr�0SLLiEXASEDnBYGS1Mo AAUT�ORG�"OSUBCOWRACToa JAG DRH DRH 8116/24 171374296 244118WAON C-06
Changes Reviewed for Code Compliance
Submit changes for approval Joshua Luck
prior to performing work Mason County Building -Department Approved for Issuance
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
NOTES:
(SEE NOTE 4) 1. ALL SOIL NAIL HEAD HARDWARE
SHALL BE EPDXY COATED.
2. LAP SPLICE LENGTH
2.1. NO.4 REBAR-24"MINIMUM
WALERS(REBAR) DRAIN STRIP 3. WELDED WIRE MESH TO HAVE A
MINIMUM OF 8"OVERLAP(2 SQUARES
OVERLAP FOR 4 x 4 MESH).
STEEL PLATE TO BE WET SET 4 x 4-W2.9 x W2.9 WELDED 4. REBAR CHAIRS OR EQUIVALENT TO
WIRE MESH(ASTM A185) BE USED TO ENSURE SUFFICIENT
Cl) O CONCRETE COVER BETWEEN
WELDED WIRE MESH (2)36"LONG NO.4 GRADE 60 BARS GROUND SURFACE AND
ZD VERTICAL EACH SIDE OF NAIL REINFORCEMENT.2 TO 3 DOBIES PER
(2)CONTINUOUS NO.4 5'x 10'SHEET OF MESH,TYPICAL.
GRADE 60 BARS HORIZONTAL 5. HORIZONTAL WALERS ARE
BIRDS BEAK 8"x 8"x 3/8"A36 STEEL PLATE CONTINUOUS
(SHOTCRETE OR
GROUT BACKFILL) � 6. INSTALL CENTRALIZERS ALONG THE
Ct LENGTH OF THE SOIL NAIL AT
TYPICAL AVAIL HEAD INTERVALS NOT GREATER THAN 8'
LENC'�NP�RP FROM EACH OTHER.THE
N HEX NUT CENTRALIZERS ON THE ENDS OF THE
NAIL SHALL BE INSTALLED 1.5'FROM
PER PLAN THE COLLAR OF THE HOLE AND THE
I
BEVELED WASHER BOTTOM OF THE HOLE.
1"
MIN — 6"NOM.3,000 PSI SHOTCRETE
75 KSI-NO.6 EPDXY COATED UNDISTURBED GUN FINISH
THREADED BAR(ASTM A615) REBAR CHAIRS OR SIMILAR
3,000 PSI NEAT CEMENT GROUT (SEE NOTE 3)
CENTRALIZERS
4"0 ORILLHOLE MIN. 3
MIN
STANDARD DETAIL
SCALE:1"=1'
i
100% DESIGN
° SHEET REVISIONS PROJECT NAME: DN:Cp siymd Oy bR Sogar
DATE DESCRIPTION NO ENa-say®s�+.
08116124 ISSUED FOR REVIEW IFR 10NSUNDOWNDRIVE
08/22/24 ISSUED FOR PERMIT 0 °' o
i SHEET TITLE: 'I ��C OF WAS
qjf .p
SOIL NAIL DETAILS
GeaStahilizatinn lnternatianal'- z
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA "Op pG 224774
Is DRAW NG S FUR ISM®SO E Y Ea TME O.« coNNEcnon wm is Phone:855.579.0536 1 Fax:970.245.7737 OAF R pL E G��`tL
vaacc�i ronE—OwMET�xYinowyno snwn r FIEO IS OTTOM DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER: SHEET U r1 fi
MA TTIW TO ANY OT ORGANIZATION WRYiOUT SYEgFIC AIRNOR{7AnON BY www.geostabilizabon.com �if'f �G
CONOSTR hpANowvEmasener SI,MITS�RJZEDSUBCOWM ONLY ACTOR JAG DRH DR H 8/16/24 171374296 244118WAON C-07 �NAL�
Changes Reviewed for Code Com liance
Submit changes for approval p Joshua Luck —
prior to performing work Mason County Building -Department Approved for Issuance
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01082 SITE
COPY
NAIL ID DATE EMBEDMENT LENGTH(ft) MUD BALANCE TESTING-SPECIFIC GRAVITY(ASTMD4380)
DRILLED GROUTED SOIL ROCK
1
2 DATE NAIL ID' READING-SP.GR.(1.75-1.84,TYP GSI)"
3
4
5
6
7
8
9 APPROXIMATE NAIL NUMBER GROUTED WITH SAMPLED BATCH.
10 SAMPLE SHALL BE TAKEN FROM END OF GROUT HOSE.
• 11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
>t
i
t
i
100% DESIGN
SHEET REVISIONS PROJECT NAME: tio. , y J'ffS a
ON:An!
ft
DATE DESCRIPTION NO l
ecre2s�pcAprn.,
08116f24 ISSUED FOR REVIEW IFR 10 N SUNDO WN DRI VE
] 08/22/24 ISSUED FOR PERMIT 0 /Lt r ram 2=,I..c2 seas
uca
F N. S CG
SHEET TITLE: I �Fi�pF WAS 9�
NAIL SCHED ULE — cT
GeoStabilization International
10225 Westmoor Drive,Suite 205
Westminster,CO 80021 USA m��G 22024774 F`4cp�
TNUDR,vnN�Is RNSN�nS«�YF«+TNE1Iseo`oaMcoNNEc*a vmN N5 Phone:855.579.0536 I Fax:970245.7737 0,n
PROF_CT-O� EPROPRUE LNFOM1A N5HO—IHEREO IS NOT TO BE DRAWN BY: DESIGNED BY: CHECKED BY: DATE: PURSUIT NUMBER: PROJECT NUMBER SHEET �` URAL
fi o�suw W IONINFV' TITIO LOGS. EDESIGNISONLY ^B EY www_geostabilization.com rr70NALE�G
7i c0NSTRucreo,w0w WSEDBY¢SIORrrSlumwR¢EGsvacorm+^crori JAG DRH DRH 8116124 171374296 244118WAON C-08
Changes Reviewed for Code Compliance Joshua Luck
Submit changes for approval Mason County Building
prior to performing work Department Approved for Issuance
'IZ3f - 5-0 oaoil �
�T
SITE
COPY
s
REVIEWED FOR
CODE COMPLIANCE
MASON COUNTY
ByIL�G DEPARTMENT
Date L