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Exhibit C - Structural Plat-07-21-2022SUMMIT AT STEEL LAKE FEDERAL WAY, 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: 250 PSF (PARKING, ROADS) DEAD LOAD: NONE BACK SLOPE: NONE SEISMIC: 0.486g 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 ENGINEERING STUDY, PROPOSED RESIDENTIAL DEVELOPMENT, SOUTH 304TH STREET & 11TH AVE. SOUTH, FEDERAL WAY, WA., EARTH SOLUTIONS NW, LLC., REPORT NO. ES-6372, NOV., 13, 2018. SOIL PROPERTIERS ZONE f°COH (PSF)g (PCF)DESCRIPTION REINFORCED FILL 32 0 120 SILTY SAND 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 1-1/1-2 WALL 1 D-1 GRAVITYSTONE EDGE DETAILS RACE ENGINEERING ASSOC. 4851 Four Seasons Ct Eagan, MN 55122 e: rrace@rea-llc.com t: 612-670-7009 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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: BEGIN WALL 1 POND RACE ENGINEERING ASSOC. 4851 Four Seasons Ct Eagan, MN 55122 e: rrace@rea-llc.com t: 612-670-7009 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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 20 40 60 GENERAL DESIGN NOTES: THE SITE PLAN IS FOR ILLUSTRATION ONLY. IT WAS REPRODUCED FROM: PRELIMINARY GRADING PLAN, SUMMIT AT STEEL LAKE, CORE DESIGN, PROJECT NO. 21159, SHEET P04, JULY, 2021. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 441.33442.00 444.00 Match Line438.33 437.00 435.67 SG200- L=11 SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1100psf SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1100psf SG200- L=5 SG200- L=5 L=5.0ft 600psf SG200- L=5 SG200- L=5 SG200- L=5 L=5.0ft 800psf CAP SG200 GEOGRID REINFORCEMENTGS EDGE BOTTOM OF BLOCK 435 440 445 450 Rein Brng(psf) Wall No: 1 Pond Start RadSta 193.00Start RadSta 228.17120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 445.33Match LineMatch Line436.33 437.00 436.33 SG200- L=5 SG200- L=5 SG200- L=5 L=5.0ft SG200- L=5 SG200- L=5 SG200- L=5 L=5.0ft SG200- L=5 SG200- L=5 SG200- L=5 SG200- L=5 L=5.0ft 900psf 900psf 1000psf SG200- L=8 SG200- L=8 SG200- L=8 SG200- L=8 L=8.0ft 1100psf SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1000psf CAP SG200 GEOGRID REINFORCEMENTGS EDGE BOTTOM OF BLOCK SG200- L=8 SG200- L=8 SG200- L=8 SG200- L=8 L=8.0ft 1000psf 435 440 445 450 Rein Brng(psf) Wall No: 1 Pond RACE ENGINEERING ASSOC. 4851 Four Seasons Ct Eagan, MN 55122 e: rrace@rea-llc.com t: 612-670-7009 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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 End RadSta 273.79Start RadSta 300.49End RadSta 327.48240 245 250 255 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 444.67 444.00 442.00Match LineMatch Line436.33 435.67 435.00 434.33 433.67 SG200- L=9 SG200- L=9 SG200- L=9 SG200- L=9 L=9.0ft 1100psf SG200- L=11 SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1000psf SG200- L=11 SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1100psf SG200- L=11 SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1100psf SG200- L=11 SG200- L=11 SG200- L=11 SG200- L=11 L=11.0ft 1100psf CAP SG200 GEOGRID REINFORCEMENTGS EDGE BOTTOM OF BLOCK 435 440 445 450 Rein Brng(psf) Wall No: 1 Pond 360 365 370 375 380 385 390 395 400 405 410 415 420 425 430 435 440 441.33 440.00Match Line434.33435.00 437.00 437.67 SG200- L=9 SG200- L=9 SG200- L=9 SG200- L=9 L=9.0ft 1100psf SG200- L=5 SG200- L=5 L=5.0ft 500psf SG200- L=5 SG200- L=5 L=5.0ft 700psf DETAIL CAP SG200 GEOGRID REINFORCEMENT GS EDGE BOTTOM OF BLOCK 435 440 445 450 Rein Brng(psf) Wall No: 1 Pond RACE ENGINEERING ASSOC. 4851 Four Seasons Ct Eagan, MN 55122 e: rrace@rea-llc.com t: 612-670-7009 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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. 1-2 WALL 1 9' WALL 1 STA 375 6" CRUSHED STONE LEVELING PAD CAP GS EDGE BATTER: 6.2° 12"GRAVEL ZONE 4" PERFORATED DRAINAGE PIPE OUTLET 50' C/C SG200 GEOGRID REINFORCING 8"24 " 10.5" 18 "10"4"24 10"4"24 "8"10.5" 13.8"8"26"8"Drainage Fill Geogrid Installation on Curves 3'' of soil fill is required between overlapping geogrid for proper anchorage. (Typ.) Additional drainage fill extend wall height/2 Note: Check with manufacturer's specifications on geogrid orientation. 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 . 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 WALL SHALL BE CONSTRUCTED WITH GRAVITYSTONE EDGE UNITS USING THE 6.2° SETBACK. 5.THE DESIGN REQUIRES STRATA SG200 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 SUMMIT AT STEEL LAKE FEDERAL WAY, WA 22-013-03 3/24/22 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