Lot 7 Palisades WLOT 7 PALISADES WEST
GENERAL NOTES:
DESIGN PROVISIONS:
1. THE FOLLOWING EFFECTIVE STRENGTH PARAMETERS WERE ASSUMED IN THE
PREPARATION OF THE STRUCTURAL CALCULATIONS FOR THE RETAINING WALL SYSTEM:
SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED BY THE SITE
GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION OR THESE PLANS SHALL BE
VOIDED.
2. THE WALL(S) ARE DESIGNED TO SUPPORT THE FOLLOWING MAXIMUM SURCHARGE
LOADINGS:
LIVE LOAD: 50 PSF (YARD)
DEAD LOAD: NONE
BACK SLOPE: NONE
SEISMIC: 0.4g
HYDROSTATIC: NOTAPPLICABLE
3. THE FOUNDATION SOILS AT WALL LOCATIONS SHALL BE CAPABLE OF SAFELY
SUPPORTING THE MAXIMUM APPLIED BEARING PRESSURE, AS SHOWN ON THE WALL
PROFILES, WITHOUT FAILURE OR EXCESSIVE SETTLEMENT. LOCAL BEARING CAPACITY
SHALL BE CONFIRMED BY THE SITE GEOTECHNICAL ENGINEER AFTER FOUNDATION
EXCAVATION AND PRIOR TO WALL CONSTRUCTION.
. REFERENCES:
4.1. GEOTECHNICAL REPORT
4.1.1.
T:\Projects\2021\RFA\21-000-25 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:25 PM, DWG To PDF.pc3
YELM, WA
GravityStone Edge
Retainina Wall
SHEETINDEX
SHEET
SOIL PROPERTIERS
T-1
ZONE
S.1
COH (PSF) y (PCF)
DESCRIPTION
REINFORCED FILL
32
0 120
SILTY SAND
RETAINED FILL
32
0 120
SILTY SAND
FOUNDATION
32
50 120
SILTY SAND
SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED BY THE SITE
GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION OR THESE PLANS SHALL BE
VOIDED.
2. THE WALL(S) ARE DESIGNED TO SUPPORT THE FOLLOWING MAXIMUM SURCHARGE
LOADINGS:
LIVE LOAD: 50 PSF (YARD)
DEAD LOAD: NONE
BACK SLOPE: NONE
SEISMIC: 0.4g
HYDROSTATIC: NOTAPPLICABLE
3. THE FOUNDATION SOILS AT WALL LOCATIONS SHALL BE CAPABLE OF SAFELY
SUPPORTING THE MAXIMUM APPLIED BEARING PRESSURE, AS SHOWN ON THE WALL
PROFILES, WITHOUT FAILURE OR EXCESSIVE SETTLEMENT. LOCAL BEARING CAPACITY
SHALL BE CONFIRMED BY THE SITE GEOTECHNICAL ENGINEER AFTER FOUNDATION
EXCAVATION AND PRIOR TO WALL CONSTRUCTION.
. REFERENCES:
4.1. GEOTECHNICAL REPORT
4.1.1.
T:\Projects\2021\RFA\21-000-25 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:25 PM, DWG To PDF.pc3
YELM, WA
GravityStone Edge
Retainina Wall
SHEETINDEX
SHEET
DESCRIPTION
T-1
TITLE PAGE
S.1
SPECIFICATION
P-1
PLAN VIEW
1-1
WALL 1
1}I
GR I VITYSTONE EDGE DETAILS
GENERAL NOTES:
SUGGESTED QUALITY ASSURANCE PROVISIONS:
1. WALL CONSTRUCTION SHALL BE SUPERVISED BY A QUALIFIED ENGINEER OR TECHNICIAN TO VERIFY FIELD AND SITE SOIL
CONDITIONS. IF THIS WORK IS NOT PERFORMED BY THE SITE GEOTECHNICAL ENGINEER, A QUALIFIED GEOTECHNICAL
ENGINEER/TECHNICIAN SHALL BE CONSULTED IN THOSE MATTERS PERTAINING TO THE SOIL CONDITIONS AND WALL
PERFORMANCE.
2. THE FOUNDATION SOILS AT THE BASE OF THE WALL(S) SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER. ANY
UNSUITABLE SOILS OR IMPROPERLY COMPACTED EMBANKMENT MATERIAL SHALL BE REMOVED AND REPLACED AS DIRECTED
BY THE ENGINEER PRIOR TO WALL CONSTRUCTION TO PROVIDE ADEQUATE BEARING CAPACITY AND MINIMIZE SETTLEMENT.
3. ALL WALL EXCAVATION AND RETAINED SOILS SHALL BE INSPECTED FOR GROUNDWATER CONDITIONS. ANY ADDITIONAL
DRAINAGE PROVISIONS REQUIRED IN THE FIELD SHALL BE INCORPORATED INTO THE WALL CONSTRUCTION AS DIRECTED BY
THE GEOTECHNICAL ENGINEER.
4. WALL BACKFILL MATERIAL SHALL BE TESTED AND APPROVED BY THE ENGINEER. MEETING THE MINIMUM REQUIREMENTS OF
THE APPROVED DESIGN PLANS OR SPECIFICATIONS.
5. ALL SOIL BACKFILL SHALL BE TESTED BY THE GEOTECHNICAL ENGINEER FOR MOISTURE, DENSITY, AND COMPACTION
PERIODICALLY (EVERY 2' VERTICALLY, 10(Y-200' C/C) MEETING THE MINIMUM REQUIREMENTS OF THE APPROVED DESIGN PLANS
OR SPECIFICATIONS.
6. THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN QUALITY CONTROL FOR THE CONSTRUCTION OF THE WALL TO ASSURE
COMPLIANCE WITH CONTRACT REQUIREMENTS AND MAINTAIN RECORDS OF ITS QUALITY CONTROL.
7, ALL WALL ELEVATIONS, GRADES, AND BACK SLOPE CONDITIONS SHALL BE VERIFIED BY THE ENGINEER IN THE FIELD FOR
CONFORMANCE WITH APPROVED DESIGN PLANS. ANY REVISIONS TO THE STRUCTURE GEOMETRY OR DESIGN CRITERIA SHALL
REQUIRE DESIGN MODIFICATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION.
8. SURFACE WATER SHALL BE DIVERTED AWAY FROM THE RETAINING WALL. WHERE WATER CANNOT BE DIVERTED,
NOTIFY THE ENGINEER FOR DESIGN OF A SWALE TO DIVERT THE FLOW OR A DROP BOX TO DRAIN THE WATER
THROUGH THE WALL.
Name aM Md -
10708 PALISADES ST SE
YELM, WA
r'rF- Nome and Md—
RACE ENGINEERING ASSOC.
4651 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
t: 612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNAL STABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIM ITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OF THE OWNER AND OWNER'S
ENGINEER-
Digitally
NGINEER
General Notes
Robert Race
.' ,
1N: CN = Robert J Race
•
9Rti'\
C=USO=Race
Data
9/16/21
Engineering Associates
LLCgq
No. Revision/Issue
Date
Digitally signed by:
Robert Race
.' ,
1N: CN = Robert J Race
•
9Rti'\
C=USO=Race
Data
9/16/21
Engineering Associates
LLCgq
Date: 2021, 09.16 16:37:
39 -05'00'
,
SNEr DIIE
TITLE PAGE
P.ja
Swat
21-000-25
T-1
Data
9/16/21
saab
SPECIFICATION:
Part 1:GENERAL
Ll Description
A The work to be performed includes sourcing, providing, and installing concrete retaining wall blocks to the lines and grades as specified on the project construction drawings and as
may be further specified herein.
B Work includes preparing foundation soil, furnishing, and installing leveling pad, unit fill and backfill to the lines and grades shown on the construction drawings,
C Work includes furnishing and installing all related materials required for construction of the retaining wall as shown on the construction shop drawings.
1.2 Referenced Standards
A Engineering Design
1 NCAfA Design Manitalfor Segmental Retaining Nails 3'd F.drlion
2 A57MD 6638 - Standard Test Methad for Determining fit, Connection Strength Renreen Geas.-thelics Reinforcement and Segmental Concrete Units
3 ASTM D 6916 - Standard Test Method for Determining the Shear Strength Renreen Segmental Concrete Units
B Segmental Retaining Wall Units
I AS7M C 140 - Standard Test Methods for Sampling and Testing Concrete Masonry Unils and Related (torts
1 ASTMC 1262- Standard Test Method for Fvalnaling the Frce_e-Than• Durabdiry ofManufacanred Concrete Afasonr)' Units and Related Concrete Units
3 AS7MC 1372- Standard Specfficationfor Dry -Cosi Segmental Retaining Wall Units
C Gcosynlhclie Reinforcement
1 ASTMD 4595 -Standard Tau Methodfor Tensile properties ofCcurexales bvlhe lVide-Widdr Strip Method
2 A57MD 5262 -Standard Test Merhodsfor Evaloaling line Unconfined Tension Creep and Creep Rnpotre Relrmlor ofGeosyntherics
3 ASLMD 5321 - Standard Test Method for Determining the Coe07cient g1Sod and GeosJntheric or Geosynthetic and Geaspsthetrc Friction by the Direct Shear Method
4 AS7M D 5818-5'tandord Practiccffor Exposure and Retrieval of Samples to Evaluate installation Damage of Geos•.wrrhelics
5 ASTMD 6637 -Standard Test Mcthodjor Determining Tensile Properries at Geogrids bJ' the Single or Multi -Rib Tensile Method
6 ASTMD 6706-Slandm•d Test MethodforMeasurmg Geasynlhetic Pullow Resistance r"Soil
7 AS7A1 D6992 -Standard Test M•thodfor Amet eraled Tensile Creep and Creep -Rupture ofGeosJndrelic Materials Rased on Time-Temperalime5'aperposi/ion Using Stepped Isothermal
Method
D Soils
1 ASTMD 422-.Slmrdard Test Afellrod Tor ParticleSise Anaims gr.Wls
2 A57MD 698-5'landard Test Method(oP laboratory Compaction Characteristics ofS'oil Using Standard Flforl(12.400ft-Ihffr3(60O 01-1m3))3 ASTMD 1556 -Standard Test Methodfor Density and UniI Weight glSod in Place by the Sand -Cone Method
4 AS7AfD1557-Standard Test Methodfor T.ahoralorr Compaction Characteristics of Soil Using A fodrfned FJ.Tort(56, 000rr-lbfR3(2,700 AN -mm3))
5 A57MD 2487 -Standard Practice Ar Classification ofSodsfor Engineering Proposes ITInlfred.sbd Classificalion Sysrem)[Ref 89]
6 ASIM D 6938- Standard Test Methadfor ht -Place DensiO• and Water Content ofSarl and Sod -Aggregate by Nuclear Methods (Shallaw Depth)
7 ASTMD 4318 -Standard Test Methods for Liquid Limit. Plastic Limit, and Plasticity Ind" of.S'or/s
8 ASTMD 6913- Standard Test Madradsfor ParlicleSire Dislnbntion(Gmdalion) afSorls Using Siciv Analysts
9 A57MG 51- Standard Test AlethodjorMeasuring PH o(Soilfor Use in Corrosion Testing
E Drainage Pipe
I AS7Af F405-Srandard Snecrficationfor Comigated PolJrthvlene(PF-) Pipe and Fittings.
2 ASTM F 758- Srandard Spmcflcatiouior Smooth -Wail Polv(h-rmd Chloride)(PIC) Plastic Underdmin Svstemsfor Highmnv. Airport, and Similar Drainage
F Where spimifrcations and reference documents conflict, the Owners Engineer shall make the final determination of applicable document,
1.3 Quality Assurance
A Owner shall be responsible for soil testing and inspection quality control during earthwork operations,
Part 2:MATERIALS
2.1 Definitions
A Retaining Wall Unit -A segmental concrete facing block that is able to be arranged, stacked, placed, combined, or interchanged easily into an assembled wall system,
B Leveling Pad - A compacted crushed stone pad which serves as a Flat surface for placing the initial course of precast units.
C Granular Aggregate - Clean 1" minus crushed angular rock located within and immediately behind the retaining wall units to facilitate drainage and avoid compaction in close
proximity to the retaining wall units.
D Joint Geotextile- Afilterfabric installedto prevent infill and/or backfill material from migrating through thejoints.
E Foundation Soil -Soil zone immediately beneath the retaining wall facing units, the wall leveling pad and the reinforced soil zone.
F Reinforced Backfill - Soil immediately behind the retaining wall facing drainage aggregate for reinforced walls,
G Retained Soil - Soil immediately behind the retaining wall facing drainage aggregate or reinforced backfill if present
H Subsurface Drainage System -A system for removing water from behind the wall and channeling it to a point of positive drainage.
2.2 Gravity5tone Edge
A GravityStone Edge wall units shall have a minimum 28 -day compressive strength of 3,000 psi.
B Texture on the face of the block shall be specified. Other surfaces to be smooth form type.
C Base Leveling Pad Material
D Material shall consist of compacted crushed stone as shown on the construction drawing.
T:\Projects\2021\REA\21-000-25 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:26 PM, DWG To PDF.pc3
2.3 Gravel Layer
A Gravel layer shall consist of clean 1" minus crushed stone or crushed gravel meeting the Following gradation:
Sieve Size % Passing
1" 100
3/4" 100-75
No,4 0-10
Na, 50 0-5
2.4 Reinforced Backfill
I For walls mer 15,11 in total height:
(a)The reinforced backfill shall be free of debris and consist of one of the Jolla, ing inorganic USCS soil NPM- GP, GW, SW, SP, SM, meeting the fallossing gradation as determined in
accordance w ith ASTMD 422,
Sieve Size Percent Passing
lin. 100
No. 4 100-20
No. 40 0-60
No.200 0-15
(a)The maximum size should be limited to 1,0 in for geosv n(hetic reinforced soil SRWs unless tests has c been performed to evaluate potential strength reduction in the gcosynlhclic due to
installation damage.
(b)The plasticity of tic fine fraction of the rcinforced soil shall be less than 20,
2 For Halls less than l5ft in total height:
(a)Thc reinforced backfill shall be frcc of debris and consist afore of the folloss ing inorganic USCS soil hpcs: GP, GW, SW, SP, SM, meeting the following gradation as dclermined in
accordance ssilh ASTM D 422.
Sieve Size Percent Passing
1 in. 10D
No. 4 100-20
No. 40 0-60
No. 200 0-35
(b)The maximum sire should be limited to 1.0 in for goosynlltetic reinforced soil SRWs unless tests hos c been performed to evaluate potential strength reduction in the geaslmthelic due to
inslallolion damagc.
(c) Pimlicity Index (PI)QO and Liquid Limit (LL)<40.
(d)The pH of the backfill material shall be ber—ri 3 and 9 when Icslcd in accordance with ASTM G 51.
2.5 Retained Backfill
A Backfill shall be free of debris or organic material,
B Plasticity Index (PI)<20 and Liquid Limits (LL)<40
C Material can be site excavated material when the above requirements are met. Unsuitable soils for backfill (high plastic clays or organic materials) shall not be used in the retained
soil mass.
Part 3:EXECUTION
3.1 Excavation
A Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall be careful not to disturb embankment and foundation materials beyond lines
shown,
3.2 Foundation Soil Preparation
A Foundation soil shall be excavated as required for leveling pad dimensions shown on the construction drawings, oras directed by the Geotechnical Engineer.
B Unsuitable soils shall be removed and replaced with acceptable material
C Over -excavated areas shall be backfilled with approved compacted backfill material,
33 Base Leveling Pad
A Leveling pad materials shall be placed upon approved foundation as shown on the construction drawings to a minimum thickness of 6".
B Aggregate material shall be compacted to provide a dense, level surface on which to place the Firstcourse of modular units. Compaction shall be to 95%of Standard Proctor Density
as determined in accordance with ASTM DG9& For crushed rock, material shall be densely compacted as determined by visual observation.
3.4 Unit Installation
A The first course of concrete modular wall units shall be carefully placed on the base leveling pad. Each unit shall be checked for level and alignment.
B Units are placed side by side for full length of wall alignment. Alignment maybe done by means of a string line or offset from abase line.
C Sweep excess material from top of units and install next course. Ensure that each course is completely unit filled between and 12" behind block. Backfill and compact prior to
proceeding to next course.
3.5 Fill Placement
3.6 Fill Placement
A Backfill material shall be placed with a maximum of 8" lifts and compacted to 95% of 5tandard Proctor Density, As determined in accordance with ASTM Di The in-place moisture
content shall not exceed the optimum moisture content as determined in accordance with ASTM D698 and be no lowerthan 2% below optimum moisture content.
B Only hand -operated compaction equipment shall be allowed within 3' of the back surfaces of the concrete units.
10708 PALISADES ST SE
YELM,WA
F- Noma inM Add—
RACE ENGINEERING ASSOC.
4651 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
t:612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNAL STABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIMITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OFTHE OWNER AND OWNER'S
ENGINEER.
raon�'alwst srauruar
t4
s �o
slim tate
SPECIFICATION
General Notes
No. Revision/Issue Date
SAT a.
PmHat cwt
21-000-25
a-
9/16/21
sib
111 i+AMUNWO
..JL 1'1-� yv�• cG
l�rrrw fr,..l++r
R
to mm aft Ib swum i q r
r�
two" or ad TAM y ry
scan
�r"nlw I e%s77
J11400
1.
130R6�
410
'ww_'Sta 148.64
TW 414
BW 414+— --
-...ft r
PM, DWG To PDF.pc3
wMQ1-
i
I 1^ —1
0 40 60 120
GRAPHIC SCALE IN FEET
GENERAL DESIGN NOTES:
THE SITE PLAN IS FOR ILLUSTRATION ONLY. H WAS
REPRODUCED FROM
E.92
W110
0
TW�4 2� � S
BW 4 2
-- qly
Pmj,d l m m,d Addn
10708 PALISADES ST SE
YELM, WA
r m "a and Md—
RACE ENGINEERING ASSOC.
4651 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
t:612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNALSfABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIMITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OFTHE OWNERAND OWNER'S
ENGINEER
Crneral Nolos
No. Revision/Issue Date
Pvor®ow� cansvu
r
v} #
SHEET RE
PLAN VIEW
IS
miset STa!
21-000-25
9/16/21
T:\Projects\2027\RFA\21-000-26 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:27
P-1
mb
415-
41 cc
40EL
40
Rein
Bearing(pso
Wall Nino 1
Palisades 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125
41
41
4057
40
Rein
Bearing(pso
Wall No: 1
Palisades 125 130 135 140 145 150
T:\Projects\2021\RFA\21-000-25 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:28 PM, DWG To PDF.pc3
PmJect Nome aM Md -
10708 PALISADES ST SE
YELM, WA
roaIw."r1*-
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
[r—
:612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNAL STABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIMITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OF THE OWNER AND OWNER'S
ENGINEER.
�y
General Notes
No. Revision/Issue Date
SHEET TIRE
WALL 1
P�b�
peel
Q]
OD
ome
9/16/21
Smb
CAP
«
GS EDGE
SG200 GEOGRID
`•
41447
Cn
REINFORCEMENT
�GQ-czr.2L'
—
L
�_ �—S(.700-=14
679=
SG - _ �_SG26� L=10
I
? 1
4
_-G2OQ- t=10
_ _�
! SC;700- 1 =14
SQa[I0L!
20�L9 .SG26A L=LQ
L -
k - ZG200-1=4
SC gp
2
4
��G901
—
--I --
I =10
SG200-114 -
- _
4 _.
_.....i
_.I _.
P=in
--
I
Sr700-1_74—
SG200- L=i
-
G
3
14
BOTTOM
—
— —
OF BLOCK
—
{
i 1 I '7-- F7 -r-
I I I 1
•-r• T-- T
--
Palisades 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125
41
41
4057
40
Rein
Bearing(pso
Wall No: 1
Palisades 125 130 135 140 145 150
T:\Projects\2021\RFA\21-000-25 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:28 PM, DWG To PDF.pc3
PmJect Nome aM Md -
10708 PALISADES ST SE
YELM, WA
roaIw."r1*-
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
[r—
:612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNAL STABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIMITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OF THE OWNER AND OWNER'S
ENGINEER.
�y
General Notes
No. Revision/Issue Date
SHEET TIRE
WALL 1
P�b�
peel
21-000-25
1-1
ome
9/16/21
Smb
P�b�
peel
21-000-25
1-1
ome
9/16/21
Smb
T:\Projects\2021\REA\21-000-26 Johnson Maddox\Drawings\21-000-25 Lot 7 Paisades.dwg, 9/16/20214:36:29 PM, DWG To PDF.pc3
1. THE SECTION SHOWN IS A REPRESENTATIVE WALL SECTION. THE WALL HEIGHTS,
ELEVATIONS, TOE SLOPES, AND BACK SLOPES VARY ACCORDING TO THE ELEVATION PLAN
AND SITE PLAN RESPECTIVELY.
2. UPON EXCAVATION, WHERE UNSUITABLE SOILS ARE FOUND, SUBCUTTO DEPTH "D" AS
REQUIRED BY THE ONSITE GEOTECHNICAL ENGINEER AND REPLACE WITH SUITABLE
COMPACTED STRUCTURAL FILL TO ACHIEVE THE REQUIRED BEARING CAPACITY. THE
STRUCTURAL FILL SHALL BE COMPACTED TO A MINIMUM 95% STANDARD PROCTOR
DENSITY.
3. APPROXIMATE LIMITS OF EXCAVATION VARIES. ACTUAL LIMITS AND SIDE SLOPES TO BE
DETERMINED BY CONTRACTOR, FIELD CONDITIONS AND OSHA REGULATIONS.
4. THE WALL SHALL BE CONSTRUCTED WITH GRAVITYSTONE EDGE UNITS USING THE 6.2"
SETBACK.
5. THE DESIGN REQUIRES STRATA SG200 SOIL REINFORCEMENTAT THE ELEVATIONS SHOWN.
6. DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3' OF THE BACK OF
THE RETAINING WALL.
7. SEE MANUFACTURER INFORMATION FOR ADDITIONAL DETAILS ON THE GRAVITYSTONE
EDGE RETAINING WALL SYSTEM.
P�J.d N.— — Md -
10708 PALISADES ST SE
YELNI, WA
,.,, Nome oM Mdrw
RACE ENGINEERING ASSOC.
4651 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-Ilc.com
1:612-670-7009
DESIGN INFORMATION PROVIDED FOR
INTERNAL STABILITY ONLY. EXTERNAL
STABILITY, INCLUDING BUT NOT LIMITED TO
FOUNDATION SETTLEMENT, GLOBAL
STABILITY AND SLOPE STABILITY ARE THE
RESPONSIBILITY OFTHE OWNER AND OWNER'S
ENGINEER
General Notes
No. Revision/Issue Date
PParmsY
p. SOME
A�ElT 1. per'
s ��f
q �'4pnn
`�vnl
SXEEf LIRE
GRAVITYSTONE EDGE DETAILS
ffI
D-1