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APPROVED PLN BLD BLD2025-0013+Structural PLANS & Calculations+1.6.2025_6.13.54_AM+4696821._._._._._._._._._._._._._._._._._._._._._Ja�D2025-0013 CITY OF EDMONDS ! The following documentation shall be available on BUILDING DIVISION site for the building inspector: APPROVED PLAN ! ®COE APPROVED ARCHITECTURAL PLAN SET ❑ COE APPROVED STRUCTURAL PLAN SET ; ! ❑ COE REVIEWED CALCULATION PACKET November 1, 2024 ! ❑ ENERGY CREDIT WORKSHEET ' Updated December 5, 2024! ❑SITE PLAN Earth Solutions NW I-I-C ES-1 01 86 . ❑ CIVIL PLAN deotechnical Engineering, Construction ❑ Observation/Testing and Environmental Services ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 1 Teshome Haile 620 View Place Edmonds, Washington 98020 RECEIVED Jan 07 2025 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Subject: Erosion Hazard Evaluation and Modular Block Walls -------------- Haile Property Reviewed by 620 View Place City of Edmonds Edmonds, Washington Planning Division '--------------- Greetings, Teshome: In accordance with your request, Earth Solutions NW (ESNW) has prepared this letter and wall design for the subject site. ESNW visited the site on October 17, 2024 to observe site surface conditions and the recently constructed modular block walls. Project Description The subject site is located at 620 View Place in Edmonds, Washington. Modular block walls were recently constructed within the yard area in the western portion of the subject property. The block walls range in exposed heights of up to about six feet. City of Edmonds interactive mapping indicates the western yard area is within an erosion hazard area. Per the referenced City of Edmonds critical areas determination, a geotechnical evaluation is necessary for alterations within the western yard area. Geologic Setting Based on the referenced geologic map, the site is underlain by Vashon advance outwash deposits. Vashon advance outwash typically consists of sand and gravel soil that has been glacially overridden, typically underlies Vashon till, and generally exhibits relatively high strength characteristics. The referenced Web Soil Survey (WSS) indicates the site soils consist of Alderwood-urban land complex. Alderwood series soils formed over glacial till deposits under conifers and hardwoods and are characterized with medium surface water runoff and a moderate hazard of water erosion. Urban land complex soils are described as areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter the soils so that identification is not possible; classification as urban land also suggests that man-made modifications to the natural landscape and soil profile have occurred in the past, including grade cuts or fills. 15365 NE 90" Street, Suite 100 ■ Redmond, WA 98052 • (425) 449-4704 3130 Varney Lane, Suite 105 • Pasco, WA 99301 ■ (509) 905-0275 esnw.com Teshome Haile ES-10186 November 1, 2024 Page 2 Updated December 5, 2024 Geotechnical Conclusions and Recommendations Per Edmonds City Code section 23.80.20.A.1., the areas of the site sloped steeper than 15 percent would be considered erosion hazard areas. Based on our review, the recently completed grading and block walls within the western yard area present a low erosion hazard provided the surface conditions are stabilized with vegetation (grass or other plantings). It is unclear if the existing block walls were constructed with suitable geogrid reinforcement (where over 4 feet in height), proper drainage, and suitable compaction of backfill. We recommend that the block walls be constructed in general accordance with the attached wall design. This may require reconstruction of some, or all, of the block walls within the western yard area. Per Edmonds City Code, the maximum height for retaining walls within property setback areas is 36 inches; modular block walls within the setbacks should be reconstructed to a maximum height of 36 inches. ESNW can provide additional observations and recommendations as necessary. We trust this letter and modular block wall design meet your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC of TWA H�/Cti Zoe 0' 12/05/2024 Henry T. Wright, P.E. Associate Principal Engineer Attachments: Modular Block Wall Designs and Notes Modular Block Wall Calculations cc: The Leren Company, Inc. Attention: Tom Leren Earth Solutions NW. LLC Teshome Haile November 1, 2024 Updated December 5, 2024 References: ES-10186 Page 3 • Critical Areas Determination, prepared by City of Edmonds, dated June 13, 2022 • Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, compiled by James P. Minard, dated 1983 • Site Plan for Teshome Haile, prepared by Acreage Land Surveying, dated September 8, 2024 • Site Plan, prepared by Puget Sound Planning, dated May 2, 2022 • WSS, provided by the USDA Earth Solutions NW. LLC SPECIFICATIONS: MODULAR BLOCK WALL CONSTRUCTION GENERAL A. Work shall consist of furnishing and construction of a Modular Block Retaining Wall System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, and dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. D. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. E. Owner shall provide soil testing and quality assurance inspection during earthwork and wall construction operations. Owner's quality assurance program does not relieve the contractor of responsibility for wall performance. DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Unit: a concrete retaining wall element, machine made from Portland Cement, water, and aggregates. B. Structural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backfill: compacted soil which is placed within the reinforced soil volume as outlined on the plans. MODULAR CONCRETE RETAINING WALL UNITS A. Modular Concrete Units shall conform to the following architectural requirements: bond configuration: running with bonds nominally located at midpoint vertically adjacent units, in both straight and curved alignments. B. Modular concrete materials shall conform to the requirements of ASTM C1372 - Standard Specifications for Segmental Retaining Wall Units. C. Modular concrete units shall conform to the following structural and geometric requirements measured in accordance with appropriate references: compressive strength = 3000 psi minimum absorption = 8% maximum (6% in northwestern states) for standard weight aggregates dimensional tolerances = ±1/8" from nominal unit dimensions not including rough split face, ±1/16" unit height - top and bottom planes unit size = 75 lb. / unit inter -unit shear strength = 1500 plf minimum at 2 psi normal pressure geogrid/unit peak connection strength = 1000 plf minimum at 2 psi normal force D. Modular concrete units shall conform to the following constructability requirements: vertical setback = 6 - 12 Degree Batter alignment and grid positioning mechanism - connecting lugs maximum horizontal gap between erected units shall be - 1/2 inch BASE LEVELING PAD MATERIAL A. Material shall consist of a compacted clean crushed rock base or non -reinforced concrete as shown on the construction drawings. UNIT DRAINAGE FILL A. Unit Drainage Fill shall consist of clean 1" crushed rock meeting the following gradation tested in accordance with ASTM D-422: Sieve Size Percent Passing 1 inch 100 3/4 inch 75-100 No.4 0-10 No. 200 0-5 B. Drainage Fill shall be placed within cores of, between, and behind units a minimum distance of 12" as shown on the plans. REINFORCED BACKFILL A. Reinforced Backfill shall be free of debris and consist of a suitable granular material approved by the Geotechnical Engineer. B. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. C. Contractor shall submit reinforced fill sample and laboratory test results to the Geotechnical Engineer for approval prior to the use of any reinforced fill material. GEOGRID SOIL REINFORCEMENT A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yarn or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yarn with a molecular weight exceeding 25,000 meg/m and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking, and stripping. B. Long Term Design Strength of the geogrid material shall be at least 2,575 Ibs/ft. (Miragrid 5XT or equivalent) C. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HDPE) Molecular Weight (Polyester) DRAINAGE PIPE A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance with ASTM D-3034. EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The Geotechnical Engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the Geotechnical Engineer to determine if remedial work is required. B. Over -excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVELING PAD A. Leveling Pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extended laterally a minimum of 4" in front and behind the modular wall unit. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D-1557-91. C. Leveling Pad shall be prepared to ensure full contact to the base surface of the concrete units. MODULAR UNIT INSTALLATION A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. B. Place the front units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. C. Wall batter shall be 1 H : 12V min. D. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structural backfill. E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. STRUCTURAL GEOGRID INSTALLATION A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer. C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continuous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. REINFORCED BACKFILL PLACEMENT A. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. Client Teshome Haile Proj. No. 10186 Date 11/01/2024 Designed HTW Drawn MRS Checked HTW Approved HTW No. Date Revision NOTE: Wall Alignment and Heights To Be Established By Contractor / Surveyor. This design is for development perimeter walls as part of early clear and grade plan. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density. C. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D-1557-91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimum moisture content. D. Only lightweight hand -operated equipment shall be allowed within 3 feet from the tail of the modular concrete unit. E. Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. CAP INSTALLATION A. Cap units shall be glued to underlying units with an all-weather adhesive or as recommended by the manufacturer. AS -BUILT CONSTRUCTION TOLERANCES A. Vertical alignment: ±1.5" over any 10' distance B. Wall Batter: within 2 degrees of design batter C. Horizontal alignment: ±1.5" over any 10' distance Corners, bends, curves ±1 ft. to theoretical location D. Maximum horizontal gap between erected units shall be 1/2 inch FIELD QUALITY CONTROL A. The wall construction shall be observed by the Geotechnical Engineer on a full time basis. Testing of the compacted backfill shall be performed by the Geotechnical Engineer. B. As a minimum, quality assurance shall include foundation soil inspection, soil and backfill testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications. 4' Chain Link Fence By Others (As Required per Plans) 4' Chain Link Fence By Others No (As Required per Plans) Modular Block (12" Min.) 12" Min. D4v D4v D °°��d°�°°°° ° ° °4 7 °° Structural °a pd° v°D4 °a°4°°a 2'- 6" > a Reinforced Fill Min. o a°° .4Zone 4 pA°a �O 4Qa 4 4 4 4 O 4 ° °°' �° ° > 7 G Geogrid Length �o4 ao4c 4 4444 4°4 4 L = H 6 Min. Q D° ° 4 4 D O° D _W 4 4 - Wall Height ~ o °� ° °°° 4, ° 04GD044D Geogrid Layer 2 (etc.) 8' Max. N 4D °a °OaQo 44 a o04 av . ' 4 e° 4°4 GOp4 a GDa Da°doa °U a74 4<74 a174 pp °°v° ° ° a °4>aa4> Geogrid 4 °a o a°°aoo ,°4o o4 2 (Miragrid 5XT) m ° 4 ° 0 4 4 4Da °4a4oa °�°4� 4,17,°4 04 a ° °a D O°p4 D4v474D4 v,74 D a 4 24iMin.* p< ° °°°o° *Embedment shall be 24" Min. * D a oa�oa °o4_oa °o ff a ...... . Geogrid Layer 1 i for sloped toe condition. , G O4v° 4 4v4 a 4 av°° D4 a°, a 4 a D °QD< 4Da 0 �' p4 44 4 O 4°4 Goa °4Da °4oa°4 ' 12" Min. '4 <peo4o°a4 oaD i 4 4 4 4 4 4 4 4 p°`°° °°4 , Unit Drainage Fill cDap ° 4 °p1 G °p° 4 Op4 4 (1" Clean Crushed Rock) D 4 G D 0 4 D v 4 D 0 °,% 4O< °4�D°4 �°Dav i Op°44v444 44 Goa ca 4eDa°4 ' 4Dv °44Dd °44 ° '.otia°Goa°d NOTE: Wall Toe Backfill must be placed during or immediately 4" Diameter Perforated PVC after Wall Construction. 2" - 4" Leveling Pad Drain Pipe (Crushed Rock) Competent Subgrade (Geotechnical Engineer to Confirm) TYPICAL MODULAR BLOCK WALL DETAIL Not - To - Scale Modular Block (12" Min.) 12" Min. a a° 4 D a 4 D v° p4a°a DO° °a Q 4 O v4 °Op444 GOO 4 i a° D C N a °Ga°doa o Competent Cut va o°eva0°4,5 2'- 6" _ °4 ° ° °° ° a or Structural Min. L a o aoo�o4a °� Wall Height H 4ap°° 04 Fill 4 Max. m a 4 apo� ° 4°0 0 0 °°° oo 4 Unit Drainage Fill °aoa°° (1" Clean Crushed Rock) 84D °44a° �7°44 °'044 4 °4oa°Gc 4 4 4 4 4 p a °4°4 a 12" Min. °DG v°Dd ° D4 4D 4 4 4 4 4 4 Goa 74 oa °4oa °4 4 p4D40°D4v°D °a °4G °°4°a Da 4 4 4 v 4 4 4° 4 4 4 4° Da 4Da 4oa °4D ° ° pa 4<°4v °° NOTE: Wall Toe Backfill R must be placed during or immediately \ 4" Diameter Perforated PVC after Wall Construction 2" - 4" LevelingPad (Crushed Rock) Competent Drain Pipe RECEIVED meet t C (Geotechnical Engineer to Confirm) GRAVITY WALL CONDITION Not - To - Scale Modular Block Wall Designs and Notes HAILE PROPERTY Edmonds, Washington Jan 07 2025 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �( T . W �SWA HNcG'yl 53803 �FGISTE \� FSS/ONM_ 11 /01 /2024 Sheet No. W1 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov 01 11:31:05 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\1.BENp AASHTO 2002 ASD DESIGN METHOD Haile Property MSEW+: Update # 2024.01 PROJECT IDENTIFICATION Title: Haile Property Project Number: ES-10186 Client: Teshome Haile ��( T . W Designer: HTW W Station Number: Asy/Nc y� Description: `" z 8 Foot Modular Block Wall with 250 psf Dead Load Surcharge 53803, Company's information: ��� 'QFGISTER�� Name: ESNW FSS�4NA\-��� Street: 15365 Northeast 90th Street 11 /01 /2024 Suite 100 Redmond, WA 98052 Telephone #: 425-449-4704 Fax #: E-Mail: henryw@esnw.com File path and name: C:\Users\henry.wright\Documents\MSEW Files\10186 MB\1.BENp Original date and time of creating this file: Fri Nov 01 11:26:17 2024 PROGRAM MODE: Haile Property Copyright © 1998-2024 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 5 License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\1.BENp SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 32.00 RETAINED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 32.00 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, �equi,,. 32.00 Equivalent cohesion, c equiv. 0.01b/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, fir= 61.00' (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity is controlled by general shear. Bearing capacity factors (calculated by MSEW): Nc = 35.49 N y= 30.21 SEISMICITY (using AASHTO 2007) Maximum ground acceleration coefficient, A = 0.655 Design acceleration coefficient in Internal Stability: Kh = Am = 0.655 Design acceleration coefficient in External Stability: Kh_d = 0.437 => Kh = Am = 0.443 (Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6747 Kae ( Kh = 0 ) = 0.2768 0 Kae = 0.3979 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. Haile Property Page 2 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\1.BENp INPUT DATA: Geogrids (Analysis) D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 4700.0 Durability reduction factor, RFd 1.10 Installation -damage reduction factor, RFid 1.10 Creep reduction factor, RFc 1.44 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 25.67 Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Haile Property Page 3 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\1.BENp INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 8.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 7.00 ft } Soil in front of wall is Horizontal. Batter, w 4.7 [deg] Backslope, R 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Haile Property Page 4 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\1.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.25, Meyerhof stress = 1324 lb/ft2. FnnnHntinn TntarfnPP• TIirPPt elillina Fe = Z 777 FPPPntriritc, P/T = n 051 1 Fe-nvPrtnrnino = A QS GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 2.00 8.00 2 4.00 8.00 3 6.00 8.00 2.19 2.75 2.754 5.762 3.208 0.0259 Miragrid 5XT 3.41 5.85 5.853 7.953 4.564 0.0083 Miragrid 5XT 2.48 6.69 6.689 5.122 8.214-0.0012 Miragrid 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 5.07, Meyerhof stress = 1882 lb/ft2. Fnnnrintinn Tnterfhon- Diront clirlino, Fa = 1 191 Fneontrinity P/T. = 0 1 R41 Fs-nvP.rhirnino = 2 51 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 2.00 8.00 2 4.00 8.00 3 6.00 8.00 1.76 2.06 2.059 3.877 1.470 0.0953 Miragrid 5XT 2.57 3.61 3.610 4.198 2.299 0.0355 Miragrid 5XT 2.06 4.18 4.180 2.747 4.958 0.0038 Miragrid 5XT Haile Property Page 5 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov 01 11:31:46 2024 C:\Users\henry.wrigbt\Doc=ents\MSEW Files\10186 MB\2.BENp AASHTO 2002 ASD DESIGN METHOD Haile Property MSEW+: UDdate # 2024.01 PROJECT IDENTIFICATION Title: Haile Property Project Number: ES-10186 Client: Teshome Haile Designer: HTW Station Number: Description: 6 Foot Modular Block Wall with 250 psf Dead Load Surcharge Company's information: Name: ESNW Street: 15365 Northeast 90th Street Suite 100 Redmond, WA 98052 Telephone #: 425-449-4704 Fax #: E-Mail: henryw@esnw.com File path and name: C:\Users\henry.wright\Documents\MSEW Files\10186 MB\2.BENp Original date and time of creating this file: Fri Nov 01 11:26:17 2024 PROGRAM MODE: Haile Property Copyright © 1998-2024 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 5 License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\2.BENP SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 32.00 RETAINED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 32.00 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, �equi,,. 32.00 Equivalent cohesion, c equiv. 0.01b/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, fir= 61.00' (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity is controlled by general shear. Bearing capacity factors (calculated by MSEW): Nc = 35.49 N y= 30.21 SEISMICITY (using AASHTO 2007) Maximum ground acceleration coefficient, A = 0.655 Design acceleration coefficient in Internal Stability: Kh = Am = 0.655 Design acceleration coefficient in External Stability: Kh_d = 0.437 => Kh = Am = 0.443 (Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6747 Kae ( Kh = 0 ) = 0.2768 0 Kae = 0.3979 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. Haile Property Page 2 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\2.BENp INPUT DATA: Geogrids (Analysis) D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 4700.0 Durability reduction factor, RFd 1.10 Installation -damage reduction factor, RFid 1.10 Creep reduction factor, RFc 1.44 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 25.67 Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Haile Property Page 3 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\2.BENp INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 6.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 5.00 ft } Soil in front of wall is Horizontal. Batter, w 4.7 [deg] Backslope, R 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Haile Property Page 4 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Haile Property Present Date/Time: Fri Nov Ol 11:31. 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\10186 MB\2.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 9.43, Meyerhof stress = 1067 lb/ft. FnnnHntinn TntarfnPP• TIirPPt elM;— Fe = Z OR7 FPPPntriritc, P/T = 0 01;1;7 Fe-nwprt ;r a = A dQ GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 2.00 6.00 1 2.10 3.60 3.602 4.049 3.391 0.0213 Miragrid 5XT 2 4.00 6.00 1 2.48 6.69 6.689 4.076 6.128 0.0014 Miragrid 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.87, Meyerhof stress = 1486 lb/ft. Foundation Interface: Direct slidine. Fs = 1.414. Eccentricitv. e/L = 0.1808. Fs-overturnine = 2.55 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 2.00 6.00 1 1.77 2.66 2.657 2.677 1.708 0.0700 Miragrid 5XT 2 4.00 6.00 1 2.10 4.35 4.351 2.298 3.699 0.0104 Miragrid 5XT Haile Property Page 5 of 5 Copyright 0 1998-2024 ADAMA Engineering, Inc. License number MSEW-401240