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APPROVED BLD RESUB1 BLD2023-1244+WALL STRUCTURAL PLAN & CALCS+1.24.2024_4.46.17_PM+4018900SPECIFICATIONS: 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 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 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. 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 observation, 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 10. (As Required per Plans) 4' Chain Link Fence By Others (As Required per Plans) i Modular Block Wall Height F 4' Max. Fnnfinrn (nr Trnffir Si irrharnel or Structural Fill Unit Drainage Fill (1" Clean Crushed Rock) V°4� ° NOTE: Wall Toe Backfill must be placed during or immediately 4" Diameter Perforated PVC after Wall Construction 2" - 4" Leveling Pad Competent Subgrade Drain Pipe (Crushed Rock) (Geotechnical Engineer to Confirm) GRAVITY WA L L CONDITION Footing Setback 5' min. / Modular Block Traffic Surcharge (Where Applicable) 12„ (12" Min.) Min. °a°°Q a°4 D ° ° ° ° °°° °°° Structural 4oa°°tea°4� ° 1,p °° D4 °a °°a °°a 2'- 6" o4," o4," Reinforced Fill Min. oa ao°a °° ° Zone a°°va tea °D 1°1 °4 °° ° ° 7 4 ° 4 4° Geogrid Length Q°> °4 D 4°°4 L=6' D°4 ° 4 ° 4 ° ° Geogrid Layer 2 (etc.) D a4°4 DQ° ° Wall Height 17 °D D a a4Da10 °° Max. ° a°°4 a 4 ° v° °4a°4 4 '74 pa° Geogrid �a°44 o, 21 (Miragrid 5 XT) a°Oa °v17 °°°°4�a°a°e4°4p m °°o°" c 4�a°4 D aG °°�app4G°4 ° °�D . shall be 16" min. aa�ao4 000aoEmbedment Geogrid Layer 1 sloped toe condition. 4°o 461 °°ovfor 4Da°4 a 16„ Min. 44Da 44D 4>4 10. v4a 444 412" °44a4 D1444D 451°4a4 °°a v° v°°�7 Unit Drainage Fill 4 4&�P4Da Da p7 4 4 (1Clean Crushed Rock) Qaa 4 4 4D4D°p°°4 °4 °4aGv4 - 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 Not - To - Scale T�W AwSy,R��y�, Z 53803 144 ISTER� � S/ONA�F. 01 /16/2024 1 • Z a. co • • • • 1 Co LU 3: LU • • • • • •• U J J o uLn o u ao O w � r� V_ vi C I"' v so y..l v L u U U V � W E = .� w s y . > � � J _ W pZ N N O O N C)U) o z � � � U a- 0 0 U Sheet No. w1 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Tue Jan 16 14:18:31 2024 98th Avenue West Short Plat C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\10 Foot.BENp AASHTO 2002 ASD DESIGN METHOD 98th Avenue West Short Plat MSEW+: Update # 2022.10 PROJECT IDENTIFICATION Title: 98th Avenue West Short Plat Project Number: ES-8203.02 Client: Select Homes, Inc. Designer: HTW Station Number: Description: 10 Foot Modular Block Wall with Footing Load and Traffic 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\8203.02 MB\1..... .....3.02 MB\10 Foot.BENp Original date and time of creating this file: Tue Jan 16 14:11:11 2024 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 01 /16/2024 98th Avenue West Short Plat Page 1 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 11 14:1831 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\10 Foot.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 = 0.598 Design acceleration coefficient in Internal Stability: Kh = Am = 0.598 Design acceleration coefficient in External Stability: Kh_d = 0.390 => Kh = Am = 0.414 (Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6322 Kae ( Kh = 0 ) = 0.2768 0 Kae = 0.3554 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. 98th Avenue West Short Plat Page 2 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:1831 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\10 Foot.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 24.00 Pullout resistance factor, F* 0.67•taO 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 98th Avenue West Short Plat Page 3 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 11 14:1831 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\10 Foot.BENp INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 10.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 9.00 ft } Soil in front of wall is Horizontal. Batter, co 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 0.0 [lb/ft 2], and live load is 250.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 1500.0 and Pv-1= 500.0 [lb/ft]. Footing width, b=1.5 [ft]. Distance of center of footing from wall face, d = 5.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] 98th Avenue West Short Plat Page 4 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 11 14:1831 2024 C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\10 Foot.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.16, Meyerhof stress = 1740 lb/ft2. Foundation Interface: Direct slidine. Fs = 3.134. Eccentricity. e/L = 0.0488. Fs-overturnine = 6.94 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 10.00 1 2.20 2.23 2.230 5.833 2.698 0.0284 Miragrid 5XT 2 4.00 10.00 1 3.49 4.39 4.390 8.238 3.406 0.0128 Miragrid 5XT 3 6.00 10.00 1 3.41 5.85 5.853 7.333 4.650 0.0020 Miragrid 5XT 4 8.00 10.00 1 2.48 6.69 6.689 4.951 7.688 -0.0036 Miragrid 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 5.89, Meyerhof stress = 2285 lb/ft2. Foundation Interface: Direct slidine, Fs = 1.365, Eccentricitv, e/L = 0.1836. Fs-overturnine = 2.50 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 10.00 1 1.73 1.71 1.715 4.073 1.221 0.1117 Miragrid 5XT 2 4.00 10.00 1 2.53 2.87 2.870 4.675 1.631 0.0574 Miragrid 5XT 3 6.00 10.00 1 2.56 3.60 3.605 3.864 2.438 0.0201 Miragrid 5XT 4 8.00 10.00 1 2.05 4.13 4.132 2.618 4.791 0.0000 Miragrid 5XT 98th Avenue West Short Plat Page 5 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Tue Jan 16 14:19:20 2024 98th Avenue West Short Plat C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\8 Foot.BENp AASHTO 2002 ASD DESIGN METHOD 98th Avenue West Short Plat MSEW+: Update # 2022.10 PROJECT IDENTIFICATION Title: 98th Avenue West Short Plat Project Number: ES-8203.02 Client: Select Homes, Inc. Designer: HTW Station Number: Description: 8 Foot Modular Block Wall with Footing Load and Traffic 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\8203.02 MB\8..... .....03.02 MB\8 Foot.BENp Original date and time of creating this file: Tue Jan 16 14:11:11 2024 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 98th Avenue West Short Plat Page 1 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:19:20 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\8 Foot.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 = 0.598 Design acceleration coefficient in Internal Stability: Kh = Am = 0.598 Design acceleration coefficient in External Stability: Kh_d = 0.390 => Kh = Am = 0.414 (Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6322 Kae ( Kh = 0 ) = 0.2768 0 Kae = 0.3554 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. 98th Avenue West Short Plat Page 2 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:19:20 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\8 Foot.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 24.00 Pullout resistance factor, F* 0.67•taO 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 98th Avenue West Short Plat Page 3 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:19:20 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\8 Foot.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, co 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 0.0 [lb/ft 2], and live load is 250.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 1500.0 and Pv-1= 500.0 [lb/ft]. Footing width, b=1.5 [ft]. Distance of center of footing from wall face, d = 5.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] 98th Avenue West Short Plat Page 4 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:19:20 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\8 Foot.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.24, Meyerhof stress = 1456 lb/ft2. FrornHntinn TntarfnPP• TIirPPt elilli— Fe = Z 1 nQ FPPPntririt" P/T = n 0')7Z Fe_nvarfiirnino = 7 n5 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 1 2 4.00 8.00 1 3 6.00 8.00 1 2.19 2.75 2.754 4.552 2.827-0.0031 Miragrid 5XT 3.41 5.85 5.853 6.577 3.925-0.0297 Miragrid 5XT 2.48 6.69 6.689 4.537 6.722-0.0583 Miragrid 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 6.48, Meyerhof stress = 1831 lb/ft2. Fnnnrintinn Tnterfhon- Diront clirlino, Fa = 1 407 Fneontrinity P/T. = 0 1 542 Fs-nvP.rhirnino = 2 fig 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 1 2 4.00 8.00 1 3 6.00 8.00 1 1.79 2.11 2.105 3.153 1.353 0.0639 Miragrid 5XT 2.62 3.73 3.735 3.620 2.058-0.0029 Miragrid 5XT 2.09 4.32 4.321 2.536 4.189-0.0531 Miragrid 5XT 98th Avenue West Short Plat Page 5 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Tue Jan 16 14:20:04 2024 98th Avenue West Short Plat C:\Users\henry.wright\Doc=ents\MSEW Files\8203.02 MB\6 Foot.BENp AASHTO 2002 ASD DESIGN METHOD 98th Avenue West Short Plat MSEW+: Update # 2022.10 PROJECT IDENTIFICATION Title: 98th Avenue West Short Plat Project Number: ES-8203.02 Client: Select Homes, Inc. Designer: HTW Station Number: Description: 6 Foot Modular Block Wall with Footing Load and Traffic 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\8203.02 MB\6..... .....03.02 MB\6 Foot.BENp Original date and time of creating this file: Tue Jan 16 14:11:11 2024 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 98th Avenue West Short Plat Page 1 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:20:04 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\6 Foot.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 = 0.598 Design acceleration coefficient in Internal Stability: Kh = Am = 0.598 Design acceleration coefficient in External Stability: Kh_d = 0.390 => Kh = Am = 0.414 (Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6322 Kae ( Kh = 0 ) = 0.2768 0 Kae = 0.3554 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. 98th Avenue West Short Plat Page 2 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:20:04 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\6 Foot.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 24.00 Pullout resistance factor, F* 0.67•taO 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 98th Avenue West Short Plat Page 3 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:20:04 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\6 Foot.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, co 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 0.0 [lb/ft 2], and live load is 250.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 1500.0 and Pv-1= 500.0 [lb/ft]. Footing width, b=1.5 [ft]. Distance of center of footing from wall face, d = 5.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] 98th Avenue West Short Plat Page 4 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240 MSEW -- Mechanically Stabilized Earth Walls 98th Avenue West Short Plat Present Date/Time: Tue Jan 16 14:20:04 2024 C:\Users\henry.wright\Documents\MSEW Files\8203.02 MB\6 Foot.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 9.08, Meyerhof stress = 1238 lb/ft2. FrornHntinn Tntprfnpp• TlirPrt elilli— Fc ='? 012 P—Pa riri ,, P/T = n 1T2dF Pe-nvprt—;no = d Zd 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 3.151 2.255-0.0762 Miragrid 5XT 2 4.00 6.00 1 2.48 6.69 6.689 3.987 5.756-0.1735 Miragrid 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 6.36, Meyerhof stress = 1479 lb/ft. Foundation Interface: Direct slidine. Fs = 1.174. Eccentricitv. e/L = 0.1520. Fs-overturnine = 2.35 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 1.79 2.72 2.719 2.147 1.366-0.0316 Miragrid 5XT 2 4.00 6.00 1 2.13 4.49 4.487 2.336 3.587-0.1654 Miragrid 5XT 98th Avenue West Short Plat Page 5 of 5 Copyright © 1998-2022 ADAMA Engineering, Inc. License number MSEW-401240