22-013-01 TAHOMA TERRA 4, 5 & 6 Rev 0 2025-03-34 SealedTAHOMA TERRA PHASE 2 - DIVISION 4, 5 & 6
YELM, WA
GENERAL NOTES: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, 100'-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.
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: 250PSF (PARKING, ROADS)
DEAD LOAD: NONE
BACK SLOPE: NONE
SEISMIC: 0.481g
HYDROSTATIC: NOT APPLICABLE
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.
4.REFERENCES:
4.1.GEOTECHNICAL REPORT
4.1.1.GEOTECHNICAL INVESTIGATION, TAHOMA TERRA 7/8, YELM, WA., INSIGHT
GEOLOGIC, INC., PROJECT NO. 362-006-02, SEPT. 29, 2021.
SOIL PROPERTIERS
ZONE f°COH (PSF)g (PCF)DESCRIPTION
REINFORCED FILL 32 20 120 SILTY SAND < 20% FINES
RETAINED FILL 32 0 120 SILTY SAND
FOUNDATION 32 50 120 SILTY SAND
GravityStone Edge
Retaining Wall
SHEET INDEX
SHEET DESCRIPTION
T-1 TITLE PAGE
S-1 SPECIFICATIONS
P-1 PLAN VIEW
1-1 WALL 1
2-1 WALL 2
D-1 GRAVITYSTONE EDGE DETAILS
D-2 CONSTRUCTION DETALS
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
T-1
TITLE PAGE
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
S-1
SPECIFICATION
Part 1:GENERAL
1͘1 ĞƐĐrŝƉtŝŽŶ
A TŚĞ ǁŽrŬ tŽ ďĞ ƉĞrĨŽrŵĞĚ ŝŶĐůƵĚĞƐ ƐŽƵrĐŝŶŐ͕ ƉrŽǀŝĚŝŶŐ͕ aŶĚ ŝŶƐtaůůŝŶŐ ĐŽŶĐrĞtĞ rĞtaŝŶŝŶŐ ǁaůů ďůŽĐŬƐ tŽ tŚĞ ůŝŶĞƐ aŶĚ ŐraĚĞƐ aƐ ƐƉĞĐŝĨŝĞĚ ŽŶ tŚĞ ƉrŽũĞĐt ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐƐ aŶĚ aƐ
ŵaLJ ďĞ ĨƵrtŚĞr ƐƉĞĐŝĨŝĞĚ ŚĞrĞŝŶ͘
tŽrŬ ŝŶĐůƵĚĞƐ ƉrĞƉarŝŶŐ ĨŽƵŶĚatŝŽŶ ƐŽŝů͕ ĨƵrŶŝƐŚŝŶŐ͕ aŶĚ ŝŶƐtaůůŝŶŐ ůĞǀĞůŝŶŐ ƉaĚ͕ ƵŶŝt Ĩŝůů aŶĚ ďaĐŬĨŝůů tŽ tŚĞ ůŝŶĞƐ aŶĚ ŐraĚĞƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐƐ͘
C tŽrŬ ŝŶĐůƵĚĞƐ ĨƵrŶŝƐŚŝŶŐ aŶĚ ŝŶƐtaůůŝŶŐ aůů rĞůatĞĚ ŵatĞrŝaůƐ rĞƋƵŝrĞĚ ĨŽr ĐŽŶƐtrƵĐtŝŽŶ ŽĨ tŚĞ rĞtaŝŶŝŶŐ ǁaůů aƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ƐŚŽƉ ĚraǁŝŶŐƐ͘
1͘2 Referenced Standards
A Engineering Design
1 NCMA Design Manual for Segmental Retaining Walls 3rd Edition
2 ASTM D 6638 - Standard Test Method for Determining the Connection Strength Between Geosynthetics Reinforcement and Segmental Concrete Units
3 ASTM D 6916 - Standard Test Method for Determining the Shear Strength Between Segmental Concrete Units
Segmental Retaining Wall Units
1 ASTM C 140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units
2 ASTM C 1262 - Standard Test Method for Evaluating the Freeze-Thaw Durability of Manufactured Concrete Masonry Units and Related Concrete Units
3 ASTM C 1372 - Standard Specification for Dry-Cast Segmental Retaining Wall Units
C Geosynthetic Reinforcement
1 ASTM D 4595 - Standard Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip Method
2 ASTM D 5262 - Standard Test Methods for Evaluating the Unconfined Tension Creep and Creep Rupture Behavior of Geosynthetics
3 ASTM D 5321 - Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method
4 ASTM D 5818 - Standard Practice for Exposure and Retrieval of Samples to Evaluate Installation Damage of Geosynthetics
5 ASTM D 6637 - Standard Test Method for Determining Tensile Properties of Geogrids by the Single or Multi-Rib Tensile Method
6 ASTM D 6706 - Standard Test Method for Measuring Geosynthetic Pullout Resistance in Soil
7 ASTM D 6992 - Standard Test Method for Accelerated Tensile Creep and Creep-Rupture of Geosynthetic Materials Based on Time-Temperature Superposition Using Stepped Isothermal
Method
Soils
1 ASTM D 422 - Standard Test Method for Particle-Size Analysis of Soils
2 ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600 kN-m/m3))
3 ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
4 ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
5 ASTM D 2487 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) [Ref. 89]
6 ASTM D 6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
7 ASTM D 4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
8 ASTM D 6913 - Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
9 ASTM G 51 - Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing
E Drainage Pipe
1 ASTM F 405 - Standard Specification for Corrugated Polyethylene (PE) Pipe and Fittings.
2 ASTM F 758 - Standard Specification for Smooth-Wall Poly(Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage
&Where specifications and reference documents conflict, the Owner's Engineer shall make the final determination of applicable document.
1͘3 YƵaůŝtLJ AƐƐƵraŶĐĞ
A OǁŶĞr ƐŚaůů ďĞ rĞƐƉŽŶƐŝďůĞ ĨŽr ƐŽŝů tĞƐtŝŶŐ aŶĚ ŝŶƐƉĞĐtŝŽŶ ƋƵaůŝtLJ ĐŽŶtrŽů ĚƵrŝŶŐ ĞartŚǁŽrŬ ŽƉĞratŝŽŶƐ͘
Part 2:MATERIALS
2͘1 ĞĨŝŶŝtŝŽŶƐ
A RĞtaŝŶŝŶŐ taůů UŶŝt Ͳ A ƐĞŐŵĞŶtaů ĐŽŶĐrĞtĞ ĨaĐŝŶŐ ďůŽĐŬ tŚat ŝƐ aďůĞ tŽ ďĞ arraŶŐĞĚ͕ ƐtaĐŬĞĚ͕ ƉůaĐĞĚ͕ ĐŽŵďŝŶĞĚ͕ Žr ŝŶtĞrĐŚaŶŐĞĚ ĞaƐŝůLJ ŝŶtŽ aŶ aƐƐĞŵďůĞĚ ǁaůů ƐLJƐtĞŵ͘
LĞǀĞůŝŶŐ PaĚ Ͳ A ĐŽŵƉaĐtĞĚ ĐrƵƐŚĞĚ ƐtŽŶĞ ƉaĚ ǁŚŝĐŚ ƐĞrǀĞƐ aƐ a Ĩůat ƐƵrĨaĐĞ ĨŽr ƉůaĐŝŶŐ tŚĞ ŝŶŝtŝaů ĐŽƵrƐĞ ŽĨ ƉrĞĐaƐt ƵŶŝtƐ͘
C GraŶƵůar AŐŐrĞŐatĞ Ͳ CůĞaŶ 1Η ŵŝŶƵƐ ĐrƵƐŚĞĚ aŶŐƵůar rŽĐŬ ůŽĐatĞĚ ǁŝtŚŝŶ aŶĚ ŝŵŵĞĚŝatĞůLJ ďĞŚŝŶĚ tŚĞ rĞtaŝŶŝŶŐ ǁaůů ƵŶŝtƐ tŽ ĨaĐŝůŝtatĞ ĚraŝŶaŐĞ aŶĚ aǀŽŝĚ ĐŽŵƉaĐtŝŽŶ ŝŶ ĐůŽƐĞ
ƉrŽdžŝŵŝtLJ tŽ tŚĞ rĞtaŝŶŝŶŐ ǁaůů ƵŶŝtƐ͘
:ŽŝŶt GĞŽtĞdžtŝůĞ Ͳ A ĨŝůtĞr ĨaďrŝĐ ŝŶƐtaůůĞĚ tŽ ƉrĞǀĞŶt ŝŶĨŝůů aŶĚͬŽr ďaĐŬĨŝůů ŵatĞrŝaů ĨrŽŵ ŵŝŐratŝŶŐ tŚrŽƵŐŚ tŚĞ ũŽŝŶtƐ͘
E &ŽƵŶĚatŝŽŶ SŽŝů Ͳ SŽŝů njŽŶĞ ŝŵŵĞĚŝatĞůLJ ďĞŶĞatŚ tŚĞ rĞtaŝŶŝŶŐ ǁaůů ĨaĐŝŶŐ ƵŶŝtƐ͕ tŚĞ ǁaůů ůĞǀĞůŝŶŐ ƉaĚ aŶĚ tŚĞ rĞŝŶĨŽrĐĞĚ ƐŽŝů njŽŶĞ͘
&RĞŝŶĨŽrĐĞĚ aĐŬĨŝůů Ͳ SŽŝů ŝŵŵĞĚŝatĞůLJ ďĞŚŝŶĚ tŚĞ rĞtaŝŶŝŶŐ ǁaůů ĨaĐŝŶŐ ĚraŝŶaŐĞ aŐŐrĞŐatĞ ĨŽr rĞŝŶĨŽrĐĞĚ ǁaůůƐ͘
G RĞtaŝŶĞĚ SŽŝů Ͳ SŽŝů ŝŵŵĞĚŝatĞůLJ ďĞŚŝŶĚ tŚĞ rĞtaŝŶŝŶŐ ǁaůů ĨaĐŝŶŐ ĚraŝŶaŐĞ aŐŐrĞŐatĞ Žr rĞŝŶĨŽrĐĞĚ ďaĐŬĨŝůů ŝĨ ƉrĞƐĞŶt͘
,SƵďƐƵrĨaĐĞ raŝŶaŐĞ SLJƐtĞŵ Ͳ A ƐLJƐtĞŵ ĨŽr rĞŵŽǀŝŶŐ ǁatĞr ĨrŽŵ ďĞŚŝŶĚ tŚĞ ǁaůů aŶĚ ĐŚaŶŶĞůŝŶŐ ŝt tŽ a ƉŽŝŶt ŽĨ ƉŽƐŝtŝǀĞ ĚraŝŶaŐĞ͘
2͘2 GraǀŝtLJStŽŶĞ EĚŐĞ
A GraǀŝtLJStŽŶĞ EĚŐĞ ǁaůů ƵŶŝtƐ ƐŚaůů ŚaǀĞ a ŵŝŶŝŵƵŵ 2ϴͲĚaLJ ĐŽŵƉrĞƐƐŝǀĞ ƐtrĞŶŐtŚ ŽĨ 3͕ϬϬϬ ƉƐŝ͘
TĞdžtƵrĞ ŽŶ tŚĞ ĨaĐĞ ŽĨ tŚĞ ďůŽĐŬ ƐŚaůů ďĞ ƐƉĞĐŝĨŝĞĚ͘ OtŚĞr ƐƵrĨaĐĞƐ tŽ ďĞ ƐŵŽŽtŚ ĨŽrŵ tLJƉĞ͘
C aƐĞ LĞǀĞůŝŶŐ PaĚ MatĞrŝaů
MatĞrŝaů ƐŚaůů ĐŽŶƐŝƐt ŽĨ ĐŽŵƉaĐtĞĚ ĐrƵƐŚĞĚ ƐtŽŶĞ aƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐ͘
2͘3 GraǀĞů LaLJĞr
A GraǀĞů ůaLJĞr ƐŚaůů ĐŽŶƐŝƐt ŽĨ ĐůĞaŶ 1Η ŵŝŶƵƐ ĐrƵƐŚĞĚ ƐtŽŶĞ Žr ĐrƵƐŚĞĚ ŐraǀĞů ŵĞĞtŝŶŐ tŚĞ ĨŽůůŽǁŝŶŐ ŐraĚatŝŽŶ:
Sieve Size % Passing
1"100
3/4"100-75
No. 4 0-10
No. 50 0-5
2͘ϰ RĞŝŶĨŽrĐĞĚ aĐŬĨŝůů
1 For walls over 15 ft in total height:
;aͿ The reinforced backfill shall be free of debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP, SM, meeting the following gradation as determined in
accordance with ASTM D 422.
Sieve Size Percent Passing
1 in.100
No. 4 100 - 20
No. 40 0 - 60
No. 200 0 - 15
;aͿ The maximum size should be limited to 1.0 in. for geosynthetic reinforced soil SRWs unless tests have been performed to evaluate potential strength reduction in the geosynthetic due to
installation damage.
;ďͿ The plasticity of the fine fraction of the reinforced soil shall be less than 20.
2 For walls less than 15 ft in total height:
;aͿ The reinforced backfill shall be free of debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP, SM, meeting the following gradation as determined in
accordance with ASTM D 422.
Sieve Size Percent Passing
1 in.100
No. 4 100 - 20
No. 40 0 - 60
No. 200 0 - 35
;ďͿ The maximum size should be limited to 1.0 in. for geosynthetic reinforced soil SRWs unless tests have been performed to evaluate potential strength reduction in the geosynthetic due to
installation damage.
;ĐͿ Plasticity Index (PI)<20 and Liquid Limit (LL)<40.
;ĚͿ The pH of the backfill material shall be between 3 and 9 when tested in accordance with ASTM G 51.
2͘ϱ RĞtaŝŶĞĚ aĐŬĨŝůů
A aĐŬĨŝůů ƐŚaůů ďĞ ĨrĞĞ ŽĨ ĚĞďrŝƐ Žr ŽrŐaŶŝĐ ŵatĞrŝaů͘
PůaƐtŝĐŝtLJ IŶĚĞdž ;PIͿф2Ϭ aŶĚ LŝƋƵŝĚ LŝŵŝtƐ ;LLͿфϰϬ
C MatĞrŝaů ĐaŶ ďĞ ƐŝtĞ ĞdžĐaǀatĞĚ ŵatĞrŝaů ǁŚĞŶ tŚĞ aďŽǀĞ rĞƋƵŝrĞŵĞŶtƐ arĞ ŵĞt͘ UŶƐƵŝtaďůĞ ƐŽŝůƐ ĨŽr ďaĐŬĨŝůů ;ŚŝŐŚ ƉůaƐtŝĐ ĐůaLJƐ Žr ŽrŐaŶŝĐ ŵatĞrŝaůƐͿ ƐŚaůů ŶŽt ďĞ ƵƐĞĚ ŝŶ tŚĞ rĞtaŝŶĞĚ
ƐŽŝů ŵaƐƐ͘
Part 3:EXECUTION
3͘1 EdžĐaǀatŝŽŶ
A CŽŶtraĐtŽr ƐŚaůů ĞdžĐaǀatĞ tŽ tŚĞ ůŝŶĞƐ aŶĚ ŐraĚĞƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐƐ͘ CŽŶtraĐtŽr ƐŚaůů ďĞ ĐarĞĨƵů ŶŽt tŽ ĚŝƐtƵrď ĞŵďaŶŬŵĞŶt aŶĚ ĨŽƵŶĚatŝŽŶ ŵatĞrŝaůƐ ďĞLJŽŶĚ ůŝŶĞƐ
ƐŚŽǁŶ͘
3͘2 &ŽƵŶĚatŝŽŶ SŽŝů PrĞƉaratŝŽŶ
A &ŽƵŶĚatŝŽŶ ƐŽŝů ƐŚaůů ďĞ ĞdžĐaǀatĞĚ aƐ rĞƋƵŝrĞĚ ĨŽr ůĞǀĞůŝŶŐ ƉaĚ ĚŝŵĞŶƐŝŽŶƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐƐ͕ Žr aƐ ĚŝrĞĐtĞĚ ďLJ tŚĞ GĞŽtĞĐŚŶŝĐaů EŶŐŝŶĞĞr͘
UŶƐƵŝtaďůĞ ƐŽŝůƐ ƐŚaůů ďĞ rĞŵŽǀĞĚ aŶĚ rĞƉůaĐĞĚ ǁŝtŚ aĐĐĞƉtaďůĞ ŵatĞrŝaů͘
C OǀĞrͲĞdžĐaǀatĞĚ arĞaƐ ƐŚaůů ďĞ ďaĐŬĨŝůůĞĚ ǁŝtŚ aƉƉrŽǀĞĚ ĐŽŵƉaĐtĞĚ ďaĐŬĨŝůů ŵatĞrŝaů͘
3͘3 aƐĞ LĞǀĞůŝŶŐ PaĚ
A LĞǀĞůŝŶŐ ƉaĚ ŵatĞrŝaůƐ ƐŚaůů ďĞ ƉůaĐĞĚ ƵƉŽŶ aƉƉrŽǀĞĚ ĨŽƵŶĚatŝŽŶ aƐ ƐŚŽǁŶ ŽŶ tŚĞ ĐŽŶƐtrƵĐtŝŽŶ ĚraǁŝŶŐƐ tŽ a ŵŝŶŝŵƵŵ tŚŝĐŬŶĞƐƐ ŽĨ ϲΗ͘
AŐŐrĞŐatĞ ŵatĞrŝaů ƐŚaůů ďĞ ĐŽŵƉaĐtĞĚ tŽ ƉrŽǀŝĚĞ a ĚĞŶƐĞ͕ ůĞǀĞů ƐƵrĨaĐĞ ŽŶ ǁŚŝĐŚ tŽ ƉůaĐĞ tŚĞ ĨŝrƐt ĐŽƵrƐĞ ŽĨ ŵŽĚƵůar ƵŶŝtƐ͘ CŽŵƉaĐtŝŽŶ ƐŚaůů ďĞ tŽ ϵϱй ŽĨ StaŶĚarĚ PrŽĐtŽr ĞŶƐŝtLJ
aƐ ĚĞtĞrŵŝŶĞĚ ŝŶ aĐĐŽrĚaŶĐĞ ǁŝtŚ ASTM ϲϵϴ͘ &Žr ĐrƵƐŚĞĚ rŽĐŬ͕ ŵatĞrŝaů ƐŚaůů ďĞ ĚĞŶƐĞůLJ ĐŽŵƉaĐtĞĚ aƐ ĚĞtĞrŵŝŶĞĚ ďLJ ǀŝƐƵaů ŽďƐĞrǀatŝŽŶ͘
3͘ϰ UŶŝt IŶƐtaůůatŝŽŶ
A TŚĞ ĨŝrƐt ĐŽƵrƐĞ ŽĨ ĐŽŶĐrĞtĞ ŵŽĚƵůar ǁaůů ƵŶŝtƐ ƐŚaůů ďĞ ĐarĞĨƵůůLJ ƉůaĐĞĚ ŽŶ tŚĞ ďaƐĞ ůĞǀĞůŝŶŐ ƉaĚ͘ EaĐŚ ƵŶŝt ƐŚaůů ďĞ ĐŚĞĐŬĞĚ ĨŽr ůĞǀĞů aŶĚ aůŝŐŶŵĞŶt͘
UŶŝtƐ arĞ ƉůaĐĞĚ ƐŝĚĞ ďLJ ƐŝĚĞ ĨŽr ĨƵůů ůĞŶŐtŚ ŽĨ ǁaůů aůŝŐŶŵĞŶt͘ AůŝŐŶŵĞŶt ŵaLJ ďĞ ĚŽŶĞ ďLJ ŵĞaŶƐ ŽĨ a ƐtrŝŶŐ ůŝŶĞ Žr ŽĨĨƐĞt ĨrŽŵ a ďaƐĞ ůŝŶĞ͘
C SǁĞĞƉ ĞdžĐĞƐƐ ŵatĞrŝaů ĨrŽŵ tŽƉ ŽĨ ƵŶŝtƐ aŶĚ ŝŶƐtaůů ŶĞdžt ĐŽƵrƐĞ͘ EŶƐƵrĞ tŚat ĞaĐŚ ĐŽƵrƐĞ ŝƐ ĐŽŵƉůĞtĞůLJ ƵŶŝt ĨŝůůĞĚ ďĞtǁĞĞŶ aŶĚ 12Η ďĞŚŝŶĚ ďůŽĐŬ͘ aĐŬĨŝůů aŶĚ ĐŽŵƉaĐt ƉrŝŽr tŽ
ƉrŽĐĞĞĚŝŶŐ tŽ ŶĞdžt ĐŽƵrƐĞ͘
3͘ϱ &ŝůů PůaĐĞŵĞŶt
3͘ϲ &ŝůů PůaĐĞŵĞŶt
A aĐŬĨŝůů ŵatĞrŝaů ƐŚaůů ďĞ ƉůaĐĞĚ ǁŝtŚ a ŵadžŝŵƵŵ ŽĨ ϴΗ ůŝĨtƐ aŶĚ ĐŽŵƉaĐtĞĚ tŽ ϵϱй ŽĨ StaŶĚarĚ PrŽĐtŽr ĞŶƐŝtLJ͘ AƐ ĚĞtĞrŵŝŶĞĚ ŝŶ aĐĐŽrĚaŶĐĞ ǁŝtŚ ASTM ϲϵϴ͘ TŚĞ ŝŶͲƉůaĐĞ ŵŽŝƐtƵrĞ
ĐŽŶtĞŶt ƐŚaůů ŶŽt ĞdžĐĞĞĚ tŚĞ ŽƉtŝŵƵŵ ŵŽŝƐtƵrĞ ĐŽŶtĞŶt aƐ ĚĞtĞrŵŝŶĞĚ ŝŶ aĐĐŽrĚaŶĐĞ ǁŝtŚ ASTM ϲϵϴ aŶĚ ďĞ ŶŽ ůŽǁĞr tŚaŶ 2й ďĞůŽǁ ŽƉtŝŵƵŵ ŵŽŝƐtƵrĞ ĐŽŶtĞŶt͘
OŶůLJ ŚaŶĚͲŽƉĞratĞĚ ĐŽŵƉaĐtŝŽŶ ĞƋƵŝƉŵĞŶt ƐŚaůů ďĞ aůůŽǁĞĚ ǁŝtŚŝŶ 3Ζ ŽĨ tŚĞ ďaĐŬ ƐƵrĨaĐĞƐ ŽĨ tŚĞ ĐŽŶĐrĞtĞ ƵŶŝtƐ͘
SPECIFICATION:
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
P-1
PLAN VIEW
GRAPHIC SCALE IN FEET
0 30 60 90
GENERAL DESIGN NOTES:
THE SITE PLAN IS FOR ILLUSTRATION ONLY. IT WAS
REPRODUCED FROM:
ENLARGED GRADING PLANS, TAHOMA TERRA PHASE 2 -
DIVISIONS 4, 5 & 6, HATTON GODAT PANTIER ENGINEERS AND
SURVEYORS, JOB 21-041, SHEETS 8 OF 109, 10/12/23.
5
SCALE 1" = 30'
SCALE 1" = 30'
St
a
r
t
R
a
d
i
u
s
St
a
6
9
.
4
3
En
d
R
a
d
i
u
s
St
a
8
6
.
8
5
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
375.50 376.16Ma
t
c
h
L
i
n
e
371.83 371.16 370.50 369.83 369.16 369.83 370.50
Wall No: 1
Lots 447-441
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
600 lbf/ft2 700 lbf/ft2 800 lbf/ft2 900 lbf/ft2 900 lbf/ft2 900 lbf/ft2 800 lbf/ft2
GEOGRID
REINFORCING
GS EDGECAP
BOTTOM
OF BLOCK
370
375
380
Rein
Brng
Wall No: 1
Lots 447-441
125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250
376.16 376.83 376.16Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
370.50 371.16
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
700 lbf/ft2 800 lbf/ft2 800 lbf/ft2 700 lbf/ft2 700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
GEOGRID
REINFORCING
GS EDGECAP
BOTTOM
OF BLOCK
370
375
380
Rein
Brng
Wall No: 1
Lots 447-441
370
375
380
Rein
Brng
Wall No: 1
Lots 447-441 250 255 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 365 370
370
375
380
376.16 375.50 374.83 374.16 374.16
Ma
t
c
h
L
i
n
e
371.83 372.50 373.16
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
700 lbf/ft2 600 lbf/ft2 600 lbf/ft2 500 lbf/ft2 400 lbf/ft2
L=0.88 ft
300 lbf/ft2
L=0.88 ft
GEOGRID
REINFORCING GS EDGE
CAP
BOTTOM
OF BLOCK
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
1-1
WALL 1
St
a
r
t
R
a
d
i
u
s
St
a
0
.
0
0
En
d
R
a
d
i
u
s
St
a
1
0
.
4
9
St
a
r
t
R
a
d
i
u
s
St
a
4
7
.
2
0
En
d
R
a
d
i
u
s
St
a
5
6
.
3
3
St
a
r
t
R
a
d
i
u
s
St
a
7
6
.
5
9
En
d
R
a
d
i
u
s
St
a
8
4
.
6
5
St
a
r
t
R
a
d
i
u
s
St
a
1
0
4
.
7
0
St
a
r
t
R
a
d
i
u
s
St
a
1
1
4
.
9
3
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
360.96 360.30 360.96 361.63 Ma
t
c
h
L
i
n
e
356.63
355.30
353.96 353.96
355.30
Wall No: 2
Lots 495-399
3XT-L=5
3XT-L=5
L=5.0 ft L=6.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
900 lbf/ft2 1000 lbf/ft2 700 lbf/ft2 800 lbf/ft2
3XT-L=4
3XT-L=4
L=4.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
3XT-L=6
3XT-L=6
3XT-L=6
L=6.0 ft
1000 lbf/ft2
3XT-L=6
3XT-L=6
3XT-L=6
L=6.0 ft
900 lbf/ft2
3XT-L=6
3XT-L=6
3XT-L=6
L=6.0 ft
900 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=4
3XT-L=4
L=4.0 ft
600 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
GEOGRID
REINFORCING
GS EDGECAP
BOTTOM
OF BLOCK
DETAIL
0
350
355
360
365
Rein
Brng
Wall No: 2
Lots 495-399
0
350
355
360
365
370
Rein
Brng
Wall No: 2
Lots 495-399
En
d
R
a
d
i
u
s
St
a
1
2
4
.
8
8
En
d
R
a
d
i
u
s
St
a
1
3
9
.
4
1
En
d
R
a
d
i
u
s
St
a
2
1
7
.
2
2
120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240
362.30 362.96 363.63 364.30
Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
356.63 357.30 357.96 358.63 359.30
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
GEOGRID
REINFORCINGGS EDGE
CAP
BOTTOM
OF BLOCK
St
a
r
t
R
a
d
i
u
s
0
350
355
360
365
370
375
356.63
Rein
Brng
Wall No: 2
Lots 495-399 240 245 250 255 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360
364.96 365.63 366.30 366.96 367.63
Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
359.96 360.63 361.30 361.96 362.63
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
800 lbf/ft2 700 lbf/ft2 700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
GEOGRID
REINFORCING
GS EDGE
CAP
BOTTOM
OF BLOCK
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
2-1
WALL 2
Ou
t
s
i
d
e
C
n
r
St
a
4
1
7
.
0
0
In
s
i
d
e
C
n
r
St
a
4
2
3
.
0
0
In
s
i
d
e
C
n
r
St
a
4
3
5
.
0
0
Ou
t
s
i
d
e
C
n
r
St
a
4
4
2
.
0
0
360 365 370 375 380 385 390 395 400 405 410 415 420 425 430 435 440 445 450 455 460 465 470 475 480
368.30 368.96 369.63 369.63 370.30 370.96
Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
363.30 363.96 364.63
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2 800 lbf/ft2 900 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 800 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
3XT-L=6
3XT-L=6
3XT-L=6
L=6.0 ft
900 lbf/ft2
GEOGRID
REINFORCINGGS EDGE
CAP
BOTTOM
OF BLOCK
St
a
r
t
R
a
d
i
u
s
0
350
355
360
365
370
375
380
356.63
Rein
Brng
Wall No: 2
Lots 495-399
0
350
355
360
365
370
375
380
Rein
Brng
Wall No: 2
Lots 495-399 480 485 490 495 500 505 510 515 520 525 530 535 540 545 550 555 560 565 570 575 580 585 590 595 600
371.63 372.30 372.96 373.63
Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
365.30 365.96 366.63 367.30
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2 800 lbf/ft2 800 lbf/ft2 900 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
800 lbf/ft2
3XT-L=6
3XT-L=6
3XT-L=6
L=6.0 ft
800 lbf/ft2
GEOGRID
REINFORCING
GS EDGE CAP
CAP
BOTTOM
OF BLOCK
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
2-1
WALL 2
600 605 610 615 620 625 630 635 640 645 650 655 660 665 670 675 680 685 690 695 700 705 710 715 720
Ma
t
c
h
L
i
n
e
Ma
t
c
h
L
i
n
e
367.96 368.63
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
3XT-L=5
L=5.0 ft
900 lbf/ft2 800 lbf/ft2 800 lbf/ft2 700 lbf/ft2
GEOGRID
REINFORCING
GS EDGE CAPCAP
BOTTOM
OF BLOCK
St
a
r
t
R
a
d
i
u
s
0
350
355
360
365
370
375
380
356.63
Rein
Brng
Wall No: 2
Lots 495-399
0
350
355
360
365
370
375
380
Rein
Brng
Wall No: 2
Lots 495-399
St
a
r
t
R
a
d
i
u
s
St
a
7
6
0
.
5
0
En
d
R
a
d
i
u
s
St
a
7
7
5
.
7
6
720 725 730 735 740 745 750 755 760 765 770 775 780 785 790 795 800 805 810 815 820 825 830 835 840
374.30Ma
t
c
h
L
i
n
e
369.30 369.96 370.63 371.30
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=4
L=4.0 ft
3XT-L=4
L=4.0 ft
700 lbf/ft2 700 lbf/ft2 800 lbf/ft2 800 lbf/ft2 600 lbf/ft2 500 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
600 lbf/ft2
GEOGRID
REINFORCING
GEOGRID
REINFORCING
GS EDGE
GS EDGE CAP
BOTTOM
OF BLOCK
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
2-1
WALL 2
St
a
r
t
R
a
d
i
u
s
St
a
7
6
0
.
5
0
En
d
R
a
d
i
u
s
St
a
7
7
5
.
7
6
720 725 730 735 740 745 750 755 760 765 770 775 780 785 790 795 800 805 810 815 820 825 830 835 840 845
374.30 374.30Ma
t
c
h
L
i
n
e
369.30 369.96 370.63 371.30
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=4
3XT-L=4
L=4.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=5
3XT-L=5
L=5.0 ft
3XT-L=4
L=4.0 ft
3XT-L=4
L=4.0 ft
700 lbf/ft2 700 lbf/ft2 800 lbf/ft2 800 lbf/ft2 600 lbf/ft2 500 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
700 lbf/ft2
3XT-L=5
3XT-L=5
L=5.0 ft
600 lbf/ft2
GEOGRID
REINFORCING
GEOGRID
REINFORCING
GS EDGE
GS EDGE CAP
BOTTOM
OF BLOCK
371.30
St
a
r
t
R
a
d
i
u
s
0
350
355
360
365
370
375
380
356.63
Rein
Brng
Wall No: 2
Lots 495-399
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
2-1
WALL 2
Mirafi 3XT GEOGRID
REINFORCING
6.00
CAP UNIT
GRAVITYSTONE EDGE
BATTER: 6.2°
12" CRUSHED
STONE
6" CRUSHED STONE
LEVELING PAD
.
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, SUBCUT TO 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 WALLS SHALL BE CONSTRUCTED WITH GRAVITYSTONE EDGE UNITS USING THE 6.2°
SETBACK.
5.THE DESIGN REQUIRES MIRAFI 3XT SOIL REINFORCEMENT AT 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.
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
D-1
GRAVITYSTONE EDGE DETAILS
Drainage Fill
Geogrid Installation on Curves
Note:
Check with manufacturer's
specifications on geogrid
orientation.
Place Additional
Pieces of Geogrid
When Angle
Exceeds 20 degs.
3'' of Soil Fill is Required
Between Overlapping
Geogrid for Proper
Anchorage. (Typ.)
Additional Drainage Fill
Extend Wall Height/2
ang
2ND COURSE BELOW GRADE
2ND COURSE ABOVE GRADE
1ST COURSE BELOW GRADE
1ST COURSE ABOVE GRADE
SPACING VARIES
50' MAXIMUM
2" CUT
DAYLIGHT DRAIN
THRU WALL FACE
REMOVE PORTION OF
ADJACENT UNITS TO ALLOW
DRAIN TILE THRU FACE
DAYLIGHT DRAIN
THRU WALL
4" TEE
4" Ø PERFORATED DRAIN TILE
(EL VARIES, SLOPE 1% MIN.)
FINISHED
GRADE
Drainage Fill
Place Additional Pieces of Geogrid
When Angle Exceeds 20 degs.
3'' of Soil Fill is Required
Between Overlapping
Geogrid for Proper
Anchorage. (Typ.)
Additional Drainage
Fill Extend Wall
Height/2
Geogrid Installation at Corners
3.3 FT. MIN.
5 FT. MIN.
GUIDE RAIL (DESIGNED BY OTHERS)
CAP BLOCK
SLEEVE AND NON-SHRINK
GROUT AROUND POST/PIPE
SLEEVE INSTALLED DURING
WALL CONSTRUCTION
GEOSYNTHETIC
REINFORCEMENT12" (MIN) OF FREE-
DRAINING AGGREGATE
3 FEET
MINIMUM
DEPTH
VARIES
CAP BLOCK
FENCE OR RAILING
(DESIGNED BY OTHERS)
SLEEVE AND NON-SHRINK GROUT AROUND POST
SLEEVE INSTALLED DURING WALL CONSTRUCTION
GEOSYNTHETIC
REINFORCEMENT
12" (MIN) OF FREE-
DRAINING AGGREGATE
*FENCING SYSTEMS APPROVED FOR USE WITH SLEEVE-IT ARE LIMITED TO THE
FOLLOWING HEIGHTS:
A.CHAIN LINK UP TO 8 FEET ABOVE FINISHED GRADE WITH POST SPACING OF 8
FEET (MIN)
B.ORNAMENTAL (STEEL, ALUMINUM, WROUGHT IRON) POST UP TO 6 FEET ABOVE
GRADE WITH POST SPACING OF 10 FEET (MIN)
C.OPEN BOARD / GAP BOARD (70% OPEN) POST UP TO 6 FEET ABOVE FINISHED
GRADE WITH POST SPACING OF 6 FEET (MIN)
REINFORCED BACKFILL ZONE -
COMPACT TO 95% MDD PER ASTM D698.
FOR MORE INFORMATION CONTACT:
STRATA GLOBAL SOLUTIONS
1-800-680-7750
CAP BLOCK
SET POSITION OF SLEEVE
IMMEDIATELY BEHIND
TOPMOST SRW UNIT
FENCE POST*
INSTALL 12"ØX24" DEEP SLEEVE-IT DURING
CONSTRUCTION OF WALL. SET FENCE POST IN
CONCRETE AFTER BACKFILLING.
FILL SLEEVE W/ CONCRETE,
SET FENCE POST
12" (MIN) OF FREE-
DRAINING AGGREGATE
RACE ENGINEERING ASSOC.
4851 Four Seasons Ct
Eagan, MN 55122
e: rrace@rea-llc.com
t: 612-670-7009
TAHOMA TERRA PHASE 2
DIVISION 4, 5 & 6
YELM, WA
22-013-01
3/31/2025
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.
D-2
DETAILS