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REVIEWED BLD SUB1 BLD2023-1421+Geotechnical_Letter+3.8.2024_7.46.32_AM+4112963November 1, 2022 Updated March 14, 2023 ES-7291.02 Ms. Krista Carlson 7824 — 175t" Street Southwest Edmonds, Washington 98026 Subject: Geotechnical Addendum Proposed Patio Block Wall 7824 — 175t" Street Southwest Edmonds, Washington Earth Solutions NWLLc Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services . The following documentation shall be available on site for the building inspector: ■ ❑ COE APPROVED ARCHITECTURAL PLAN SET ❑ COE APPROVED STRUCTURAL PLAN SET : : ❑X COE REVIEWED CALCULATION PACKET ' ❑ ENERGY CREDIT WORKSHEET ■ ❑ SITE PLAN ; ❑ CIVIL PLAN ' 2-"1PPtC Wi1� and Al ■ :❑ '16 . .CITY OF EDMONDS BUILDING DEPARTMENT 2021 . ■ Reference: Earth Solutions NW, LLC (ESNW) Geotechnical Evaluation, ES-7291, dated September 9, 2020 Michel Construction, Inc. Hamby Addition Plans, Sheets A3 and P1 Sound Structural Solutions Engineers Structural Details, dated March 13, 2023 Dear Ms. Carlson: ...................................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE As requested, ESNW has prepared this letter for the proposed patio block wall to be constructed adjacent to the recently constructed deck and building addition. This letter is provided as an addendum to the referenced geotechnical evaluation that was prepared for the recently constructed deck and building addition. This letter has been updated to evaluate the currently proposed patio wall. Project Description We understand that a new block wall is proposed to support a level patio area immediately adjacent to the recently constructed building and deck addition. The retaining wall will be about six feet in exposed height. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations provided in this addendum. ESNW should review the final design to verify the geotechnical recommendations provided in this letter have been incorporated into the plans. 15365 N.E. 90th Street, Suite 100 0 Redmond, WA 98052 6 (425) 449-4704 • FAX (425) 449-4711 Ms. Krista Carlson November 1, 2022 Updated March 14, 2023 Analysis of Proposal ES-7291.02 Page 2 The proposed block wall will be installed immediately adjacent to the recently constructed deck and building addition. Based on the referenced site plans, the grading will involve minor fills to establish a level patio; the fill will be supported by the new block wall. The grading and construction should be completed in general accordance with the recommendation in this letter, the attached modular block wall design, and the referenced structural details. The design recommendations include the following items: • Proposed grading area should be bench cut into native soil. • Engineered geofoam lightweight fill should be used for majority of fill placed in patio area. • Up to two feet (in height) of structural fill can be placed at the top of the patio fill area. • The top layer of geogrid should be anchored to the existing foundation per the referenced structural details. Based on the results of slope stability analysis (attached) and provided the construction is completed in accordance with the design documents, the proposed project will not negatively affect the factor of safety within the site and slope hazard area; additionally, there will be no new geological hazards adjacent to the property related to this construction. Limitations The recommendations and conclusions provided in this letter are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the boring location may exist and may not become evident until construction. ESNW should reevaluate the conclusions provided in this letter if variations are encountered. Earth Solutions NW. LLC Ms. Krista Carlson November 1, 2022 Updated March 14, 2023 ES-7291.02 Page 3 We trust this letter meets your current needs. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC �lT•W WA o 53803 /STER�� FSSlO NA 1. 03/14/2023 Henry T. Wright, P.E. Associate Principal Engineer Attachments: Sheet W1 — Modular Block Wall Designs and Notes MSEW Calculations Slope Stability Analysis Results cc: Michel Construction, Inc. Attention: Mr. Rob Michel (Email only) 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. Structural Fill: 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 Ib. /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 Passina 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. STRUCTURAL FILL A. Structural Fill 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. GEOFOAM A. Geofoam shall consist of an engineered geofoam product intended for lightweight fill. B. Geofoam shall have a maximum density of 10 pcf and minimum compressive strength of 500 psf. GEOGRID 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 5,000 Ib/ft. (Miragrid 10XT 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 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. STRUCTURAL FILL PLACEMENT A. Structural Fill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. B. Structural Fill 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. Structural Fill 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 days 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. Fence (As Required) I YI Modular Block 12" Structurally Anchor (12" Min.) Min. Geogrid to Existing Foundation (per aoaoaoa0000 Structural Engineer a o a a°o a °a o Struc Ural Fill Specifications) avao ava D° - a 000 a 000 a � (24 �� Max. New Geogrid Length = Approx. 10' D Q ° D Q ° D Q a a o ava o ao SOII Fill) (Miragrid 10XT) 2'- 6" ° D Q ° as ava D° v4 Min. - o o � � �. °— — — — — — — — — — — — — — — — — — — — o ava a a° �4pa°4�a�°, 4° a ava D ava D� / 4 4 4 4 a ° oaa°oao°o / Wall Height `� o a oa p a vo p a Existing Slope / / 8' Max. N � °dove ooaoa� � � r- a o a° a a s . - �° ° ° D Q° � D Qa v D° v _ �°o���°o�o�° ooa, ' I 1 � / / � dv ° v °d aid � / d 4 4 4Da °Da�4oa�4 �°o� o��o� oaoo� oo°o -+--� v4 ° d p a° 4 4 4 4 CB — 4Da 4Da �4oa �°t m a � a�°a o� �°40 o°ao (Q oaf°oav°oa�°o ° v ° D ° v ° D ° v ° D ° � Geogrid Layer 1 24 n �� pd°pa �d°Qa �d°�° / Min. - D�a°��a�o �ao�° �� — — — — — — — — — — — — - Existing Slope ° ° 000 a ooa a ooa a a (Miragrid 10XT) a ° D a 4Da 4 p a — �44�a pd°Qa pd°Dap C v4 °4 4 4 4�4 4 °°D�°���°°���° Bench Cuts Into °D� ad Da v4 Daa �°D � ° �v� ° �v� ° ono � Native Soil ° D � ° D � ° D �° � Unit Drainage Fill - Q aQ° DQ a4° DQ D °� � °� � °�� (1" Clean Crushed Rock) ° Ov4 ° 4v4 ° 4 4 Da 4Da °Dad°pa ° o°�o� o°�o� o°�o� o dad ° 4 v4 ° 4 4 4 ° D a 4 D a �° o a° QQQQaQQaDa° a �.� �a �4�a�° v°D° v°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) PATIO MODULAR BLOCK WALL DETAIL Not - To -Scale Existing House Foundation � � T . �� ��'�OE WAStiR/�� � �� � � 53803 �c�, �'�FS�FGIST ERA ��\�� S/pNA��. 03/14/2023 1 • • � � • • 1 , • • • �� � � .• • • J J � zo .0 �� �� o O U �� 'L � �, � �� �� O w V �� �o v. y.� L � W = U V L a, � o .� � w �� � �- v � �.� W �Z 0 N N O � N � � o � � � � _ o z �, � � � °� U � � � 0 U Sheet No. w� MSEW -- Mechanically Stabilized Earth Walls 7824 - 175th Street S.W. Present Date/Time: Thu Mar 09 11:28:46 2023 C:\Users\henry.wright\Doc=ents\MSEW Files\7291.02 MB Geofoam\8 Feet.BENp AASHTO 2002 ASD DESIGN METHOD 7824 - 175th Street S.W. MSEW+: Update # 2020.2 PROJECT IDENTIFICATION Title: 7824 - 175th Street S.W. Project Number: ES-7291.02 Client: Mr. Michael Hamby Designer: HTW Station Number: Description: 8 Foot Modular Block Wall with Geofoam Backfill Company's information: Name: ESNW Street: 15365 NE 90th St, Ste 100 Redmond, WA 98052 Telephone #: 425-449-4704 Fax #: E-Mail: henryw@esnw.com y try z o 53803 �es'sfFGISTERE�/ONA� 03/14/2023 File path and name: C:\Users\henry.wright\Documents\MSEW Files\7291.02 MB G..... ..... Geof6am\8 Feet.BENp Original date and time of creating this file: Mon Jan 30 09:45:01 2023 PROGRAM MODE: 7824 - 175th Street S.W. Copyright 0 1998-2021 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 5 License number MSEW-401027 MSEW -- Mechanically Stabilized Earth Walls 7824 - 175th Street S.W. Present Date/Time: Thu Mar 09 11:28:47 2023 C:\Users\henry.wright\Doc=ents\MSEW Files\7291.02 MB Geofo=\8 Feet.BENp SOIL DATA REINFORCED SOIL Unit weight, y 10.0 lb/ft 3 Design value of internal angle of friction, 30.00 RETAINED SOIL Unit weight, y 10.0 lb/ft 3 Design value of internal angle of friction, 30.00 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) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, fir= 60.00' (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (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 = 0.00 N y= 7.40 SEISMICITY (using AASHTO 2007) Maximum ground acceleration coefficient, A = 0.618 Design acceleration coefficient in Internal Stability: Kh = Am = 0.618 Design acceleration coefficient in External Stability: Kh_d = 0.342 => Kh = Am = 0.379 (Kh in External Stability is based on allowable displacement, d = 50 mm. using AASHTO 2002 equation) Kae ( Kh > 0 ) = 0.6345 Kae ( Kh = 0 ) = 0.3028 0 Kae = 0.3318 Seismic soil-geogrid friction coefficient, F* is 100.0% of its specified static value. 7824 - 175th Street S.W. Page 2 of 5 Copyright 0 1998-2021 ADAMA Engineering, Inc. License number MSEW-401027 MSEW -- Mechanically Stabilized Earth Walls 7824 - 175th Street S.W. Present Date/Time: Thu Mar 09 11:28:47 2023 C:\Users\henry.wright\Doc=ents\MSEW Files\7291.02 MB Geofo=\8 Feet.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] 9500.0 Durability reduction factor, RFd 1.10 Installation -damage reduction factor, RFid 1.10 Creep reduction factor, RFc 1.58 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 20.00 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 7824 - 175th Street S.W. Page 3 of 5 Copyright 0 1998-2021 ADAMA Engineering, Inc. License number MSEW-401027 MSEW -- Mechanically Stabilized Earth Walls 7824 - 175th Street S.W. Present Date/Time: Thu Mar 09 11:28:47 2023 C:\Users\henry.wright\Doc=ents\MSEW Files\7291.02 MB Geofo=\8 Feet.BENp INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 8.00 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 6.00 ft } Soil in front of the wall is inclined at 211:1 V. Hs = 6.56 ft. 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 250.0 [lb/ft 2], and live load is 50.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] E7824 - 175th Street S.W. Page 4 of 5 Copyright © 1998-2021 ADAMA Engineering, Inc. License number MSEW-401027 MSEW -- Mechanically Stabilized Earth Walls 7824 - 175th Street S.W. Present Date/Time: Thu Mar 09 11:28:47 2023 C:\Users\henry.wright\Doc=ents\MSEW Files\7291.02 MB Geofo=\8 Feet.BENp ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 9.65, Meyerhof stress = 414 lb/ft2. FrornHntinn TntarfnPP• TIirPPt elilli— Fe = 1 QRO FPPPntriritc, P/T = (1 t1R22 Fe-nvPrt ;l a = d 77 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 6.00 10.00 1 2.23 5.48 5.481 1.547 4.680-0.0002 Miragrid L. ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 8.81, Meyerhof stress = 433 lb/ft2. Fnnnrlatinn TntPrfacP T)irent dirlino Fa = 1 676 Fccentricity P./T. = n 1(154 Fa-nverhirninc, = '1 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 6.00 10.00 1 2.17 5.13 5.130 1.396 4.458 0.0002 Miragrid L. 7824 - 175th Street S.W. Page 5 of 5 Copyright 0 1998-2021 ADAMA Engineering, Inc. License number MSEW-401027 LLI 180 170 140 130 0 Color Name Unit Effective Effective Weight Cohesion Friction (pcfl (psfl Angle (°) Concrete Footing 150 Loose Sand 115 0 30 Very Dense Glacial Till 130 500 38 Edmonds SFR ES-7291.02 Current Seismic Conditions Seismic Acceleration = 0.31 g 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) LLI 180 170 140 130 0 Color Name Unit Effective Effective Weight Cohesion Friction (pcfl (psfl Angle (°) Concrete Footing 150 Loose Sand 115 0 30 Very Dense Glacial Till 130 500 38 Edmonds SFR ES-7291.02 Current Seismic Conditions Seismic Acceleration = 0.31 g IN 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) 3/9/23, 11:12 AM Current Seismic Conditions Current Seismic Conditions Report generated using GeoStudio 2021. Copyright © 1991-2020 GEOSLOPE International Ltd. File Information File Version: 11.00 Created By: Henry Wright Last Edited By: Henry Wright Revision Number: 37 Date:03/09/2023 Time: 11:10:45 AM Tool Version: 11.0.0.21118 File Name: 7291.02 Proposed Patio Wall (Existing).gsz Directory: C:\Users\henry.wright\Documents\SlopeW\7291.02\ Last Solved Date: 03/09/2023 Last Solved Time: 11:10:46 AM Project Settings Unit System: U.S. Customary Units Analysis Settings Current Seismic Conditions Kind: SLOPE/W Parent: Edmonds SFR ES-7291.02 Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 3 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 1/6 3/9/23, 11:12 AM Current Seismic Conditions Solution Settings Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Loose Sand Model: Mohr -Coulomb Unit Weight: 115 pcf Effective Cohesion: 0 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Very Dense Glacial Till Model: Mohr -Coulomb Unit Weight: 130 pcf Effective Cohesion: 500 psf Effective Friction Angle: 38 ° Phi-B: 0 ° Concrete Footing Model: High Strength Unit Weight: 150 pcf Pore Water Pressure Piezometric Line: 1 Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (7.29987, 175) ft Left -Zone Right Coordinate: (71, 167) ft Left -Zone Increment: 24 Right Type: Range Right -Zone Left Coordinate: (79, 164) ft Right -Zone Right Coordinate: (125, 150) ft Right -Zone Increment: 16 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 175) ft Right Coordinate: (135, 150) ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 2/6 3/9/23, 11:12 AM Piezometric Lines Current Seismic Conditions Piezometric Line 1 Coordinates X Y Coordinate 1 0 ft 149 ft Coordinate 2 125 ft 149 ft Seismic Coefficients Horz Seismic Coef.: 0.31 Vert Seismic Coef.: 0 Surcharge Loads Surcharge Load 1 Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates X Y 13 ft 176 ft 30 ft 176 ft 40 ft 168 ft 73 ft 168 ft Geometry Name: 2D Geometry Settings View: 2D Element Thickness: 1 ft Points X Y Point 1 0 ft 130 ft Point 2 135 ft 130 ft Point 3 0 ft 175 ft Point 4 13 ft 175 ft Point 5 20 ft 175 ft Point 6 30 ft 175 ft Point 7 40 ft 167 ft Point 8 52 ft 167 ft Point 9 73 ft 167 ft Point 10 83 ft 162 ft Point 11 90 ft 160 ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 3/6 3/9/23, 11:12 AM Current Seismic Conditions Point 12 96 ft 157 ft Point 13 100 ft 155 ft Point 14 118 ft 150 ft Point 15 135 ft 150 ft Point 16 109 ft 151 ft Point 17 135 ft 148 ft Point 18 0 ft 148 ft Point 19 2 ft 148 ft Point 20 72.5 ft 167 ft Point 21 73 ft 166 ft Point 22 74 ft 166 ft Point 23 74 ft 165 ft Point 24 71.5 ft 165 ft Point 25 71.5 ft 166 ft Point 26 72.5 ft 166 ft Regions Material Points Area Region Loose Sand 3,18,19,17,15,14,16,13,12,11,10,9,21,22,23,24,25,26,20,8,7,6,5,4 ft2 16.5 Region Very Dense Glacial 19,18,1,2,17 2,430 ftZ 2 Till Region Concrete Footing 23,22,21,9,20,26,25,24 3 ft2 L3 Slip Results Slip Surfaces Analysed: 1637 of 2125 converged Current Slip Surface Slip Surface: 2,017 Factor of Safety: 0.8 Volume: 161.50761 ft3 Weight: 18,678.375 Ibf Resisting Moment: 622,240.74 Ibf-ft Activating Moment: 815,402.42 Ibf-ft Resisting Force: 8,911.744 Ibf Activating Force: 11,664.793 Ibf Slip Rank: 1 of 2,125 slip surfaces Exit: (112.82265, 150.57526) ft Entry: (68.228901, 167) ft Radius: 64.229917 ft Center: (111.1501, 214.7834) ft Slip Slices Frictional Cohesive Suction Base X y PWP Strength Strength Strength Material Slice 69.046676 166.28998 -1,079.4169 114.01981 psf 0 psf 0 psf Loose 1 ft ft psf p Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 4/6 3/9/23, 11:12 AM Current Seismic Conditions Slice 70.682225 164.91633 -993.65953 1 167.47747 psf 0 psf 0 psf Loose 2 ft ft sf p _ -928.22642 219.49596 psf Sand Slice 72 ft 163.86823 0 psf 0 psf Loose 3 ft psf Sand Slice 72.75 ft 163.29731 -892.58361 253.0726 psf 0 psf 0 psf Loose 4 ft p sf Sand Slice 73.5 ft 162.74907 -858.35689 158.45361 psf 0 psf 0 psf Loose 5 ft p sf Sand Slice 161.87133 -803.55984 Loose 6 74.75 ft ft psf 153.88461 psf 0 psf 0 psf Sand Slice 76.25 ft 160.86988 -741.03895 161.92128 psf 0 psf 0 psf Loose Sand Slice 77.75 ft 159.92773 -682.22001 169.17489 psf 0 psf 0 psf Loose 8 ft p sf 176.05076 psf 0 psf Sand Slice 79.25 ft 159.04186 -626.91506 0 psf Loose 9 ft psf 182.88759 psf 0 psf Sand Slice 80.75 ft 158.20963 -574.95882 0 psf Loose 10 ft psf Sand Slice 82.25 ft 157.4287 ft -526.20536 189.94305 psf 0 psf 0 psf Loose 11 psf Sand Slice 83.7 ft 156.71986 -481.95206 203.81173 psf 0 psf 0 psf Loose 12 ft psf Sand Slice -441.89977 Loose 13 85.1 ft 156.0783 ft psf 225.11125 psf 0 psf 0 psf Sand Slice 86.5 ft 155.47673 -404.34376 247.72272 psf 0 psf 0 psf Loose 14 ft psf Sand Slice 87.9 ft 154.91395 -369.20872 271.59646 psf 0 psf 0 psf Loose 15 89.3 ft ft _ 154.38885 p sf Sand Slice -336.42694 296.4448 psf 0 psf 0 psf Loose 16 ft psf 0 psf 0 psf Sand Loose Slice 90.75 ft 153.88436 -304.93158 313.80032 psf 17 ft psf Sand Slice 92.25 ft 153.40219 -274.8295 321.47442 psf 0 psf 0 psf Loose 18 ft psf 0 psf 0 psf Sand Loose Slice 93.75 ft 152.96017 -247.23399 325.40293 psf 19 ft p sf Sand Slice 95.25 ft 152.55744 -222.09158 324.01077 psf 0 psf 0 psf Loose 20 ft psf Sand Slice 96.666667 152.21149 -200.49362 316.59692 psf 0 psf 0 psf Loose 21 ft ft psf Sand Slice 98 ft 151.91772 -182.15386 303.15642 psf 0 psf 0 psf Loose 22 ft psf 0 psf 0 psf Sand Loose Slice 99.333333 151.65348 -165.65734 283.11641 psf 23 ft ft psf Sand Slice 100.75 ft 151.40562 -150.18336 257.47785 psf 0 psf 0 psf Loose 24 ft psf Sand Slice 102.25 ft 151.1776 ft -135.94821 225.91097 psf 0 psf 0 psf Loose 25 psf Sand Slice 103.75 ft 150.98566 -123.9654 188.08536 psf 0 psf 0 psf Loose 26 ft p sf 0 psf 0 psf Sand Loose Slice 105.25 ft 150.82948 -114.21465 145.67382 psf 27 ft psf Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 516 3/9/23, 11:12 AM Current Seismic Conditions Slice 150.70878 106.75 ft -106.67963 28 ft p sf 150.62338 Slice -101.34782 108.25 ft 29 ft psf Slice 109.63711 150.57447 -98.294151 30 ft ft psf Slice 110.91133 150.55708 -97.209046 31 ft ft psf Slice 112.18554 150.56499 -97.7025 psf 32 ft ft 100.51161 psf 0 psf 0 psf Loose Sand 54.290349 psf 0 psf 0 psf Loose Sand 26.558872 psf 0 psf 0 psf Loose Sand 16.60944 psf 0 psf 0 psf Loose Sand 5.6504663 psf 0 psf 0 psf Loose Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Seismic Conditions.html 6/6 LLI 180 170 140 130 0 Color Name Unit Effective Effective Weight Cohesion Friction (pcfl (psfl Angle (°) Concrete Footing 150 Loose Sand 115 0 30 Very Dense Glacial Till 130 500 38 Edmonds SFR ES-7291.02 Current Static Conditions 1.4 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) 3/9/23, 11:13 AM Current Static Conditions Current Static Conditions Report generated using GeoStudio 2021. Copyright © 1991-2020 GEOSLOPE International Ltd. File Information File Version: 11.00 Created By: Henry Wright Last Edited By: Henry Wright Revision Number: 37 Date:03/09/2023 Time: 11:10:45 AM Tool Version: 11.0.0.21118 File Name: 7291.02 Proposed Patio Wall (Existing).gsz Directory: C:\Users\henry.wright\Documents\SlopeW\7291.02\ Last Solved Date: 03/09/2023 Last Solved Time: 11:10:46 AM Project Settings Unit System: U.S. Customary Units Analysis Settings Current Static Conditions Kind: SLOPE/W Parent: Edmonds SFR ES-7291.02 Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 3 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 1/6 3/9/23, 11:13 AM Current Static Conditions Solution Settings Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Loose Sand Model: Mohr -Coulomb Unit Weight: 115 pcf Effective Cohesion: 0 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Very Dense Glacial Till Model: Mohr -Coulomb Unit Weight: 130 pcf Effective Cohesion: 500 psf Effective Friction Angle: 38 ° Phi-B: 0 ° Concrete Footing Model: High Strength Unit Weight: 150 pcf Pore Water Pressure Piezometric Line: 1 Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (7.29987, 175) ft Left -Zone Right Coordinate: (70, 167) ft Left -Zone Increment: 24 Right Type: Range Right -Zone Left Coordinate: (79, 164) ft Right -Zone Right Coordinate: (125, 150) ft Right -Zone Increment: 16 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 175) ft Right Coordinate: (135, 150) ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 2/6 3/9/23, 11:13 AM Piezometric Lines Current Static Conditions Piezometric Line 1 Coordinates X Y Coordinate 1 0 ft 149 ft Coordinate 2 125 ft 149 ft Seismic Coefficients Horz Seismic Coef.: 0 Vert Seismic Coef.: 0 Surcharge Loads Surcharge Load 1 Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates X Y 13 ft 176 ft 30 ft 176 ft 40 ft 168 ft 73 ft 168 ft Geometry Name: 2D Geometry Settings View: 2D Element Thickness: 1 ft Points X Y Point 1 0 ft 130 ft Point 2 135 ft 130 ft Point 3 0 ft 175 ft Point 4 13 ft 175 ft Point 5 20 ft 175 ft Point 6 30 ft 175 ft Point 7 40 ft 167 ft Point 8 52 ft 167 ft Point 9 73 ft 167 ft Point 10 83 ft 162 ft Point 11 90 ft 160 ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 3/6 3/9/23, 11:13 AM Current Static Conditions Point 12 96 ft 157 ft Point 13 100 ft 155 ft Point 14 118 ft 150 ft Point 15 135 ft 150 ft Point 16 109 ft 151 ft Point 17 135 ft 148 ft Point 18 0 ft 148 ft Point 19 2 ft 148 ft Point 20 72.5 ft 167 ft Point 21 73 ft 166 ft Point 22 74 ft 166 ft Point 23 74 ft 165 ft Point 24 71.5 ft 165 ft Point 25 71.5 ft 166 ft Point 26 72.5 ft 166 ft Regions Material Points Area Region Loose Sand 3,18,19,17,15,14,16,13,12,11,10,9,21,22,23,24,25,26,20,8,7,6,5,4 ft2 16.5 Region Very Dense Glacial 19,18,1,2,17 2,430 ftZ 2 Till Region Concrete Footing 23,22,21,9,20,26,25,24 3 ft2 L3 Slip Results Slip Surfaces Analysed: 1667 of 2125 converged Current Slip Surface Slip Surface: 2,053 Factor of Safety: 1.4 Volume: 35.08704 ft3 Weight: 4,139.9642 Ibf Resisting Moment: 34,602.841 Ibf•ft Activating Moment: 24,859.934 Ibf•ft Resisting Force: 2,408.5074 Ibf Activating Force: 1,731.3707 Ibf Slip Rank: 1 of 2,125 slip surfaces Exit: (84.569657, 161.55153) ft Entry: (70, 167) ft Radius: 12.56085 ft Center: (80.739643, 173.51422) ft Slip Slices Frictional Cohesive Suction Base X y PWp Strength Strength Strength Material Slice 70.25 ft 166.61964 -1 100.11631 psf 0 psf 0 psf Loose 1 ft p099.9975 psf Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 4/6 3/9/23, 11:13 AM Current Static Conditions Slice 70.75 ft 165.91082 -1055.7459 127.78433 psf 0 psf 0 psf Loose 2 ft psf Sand Slice 71.25 ft 165.29376 -1017.2228 152.9601 psf 0 psf 0 psf Loose 3 ft psf Sand Slice 71.75119 ft 164.74762 -983.12682 189.74274 psf 0 psf 0 psf Loose 4 ft psf 0 psf 0 psf Sand Loose Slice 72.25119 ft 164.26181 -952.79742 213.16994 psf 5 ft p sf Sand Slice 72.75 ft 163.82734 -925.67377 250.41869 psf 0 psf 0 psf Loose 6 ft psf Sand Slice 73.25 ft 163.43537 -901.20276 153.87528 psf 0 psf 0 psf Loose Sand Slice 73.75 ft 163.08209 -879.14748 164.63961 psf 0 psf 0 psf Loose 8 ft p sf 159.92831 psf 0 psf Sand Slice 74.236842 162.77122 -859.74013 0 psf Loose 9 ft ft p sf 169.57936 psf Sand Slice 74.710526 162.49824 -842.69749 0 psf 0 psf Loose 10 ft ft p sf Sand Slice 75.184211 162.25178 -827.31141 179.11379 psf 0 psf 0 psf Loose 11 ft ft psf Sand Slice 75.657895 162.03015 -813.47494 188.43968 psf 0 psf 0 psf Loose 12 ft ft psf Sand Slice 76.131579 161.83193 -801.09967 Loose 13 ft ft p sf 197.39329 psf 205.73465 psf 0 psf 0 psf Sand Slice 76.605263 161.65593 -790.11215 0 psf 0 psf Loose 14 ft ft p sf Sand Slice 77.078947 161.50118 -780.45127 213.14518 psf 0 psf 0 psf Loose 15 ft ft psf -772.06622 219.2298 psf 0 psf 0 psf Sand Loose Slice 77.552632 _ 161.36687 16 ft ft p sf -764.91501 223.52635 psf 0 psf 0 psf Sand Loose Slice 78.026316 161.25233 17 ft ft p sf Sand Slice 78.5 ft 161.15699 -758.96327 225.52525 psf 0 psf 0 psf Loose 18 ft p sf Sand Slice 78.973684 161.08043 -754.18336 224.70185 psf 0 psf 0 psf Loose 19 ft ft psf Sand Slice 79.447368 161.02229 -750.5537 220.56159 psf 0 psf 0 psf Loose 20 ft ft psf Sand Slice 79.921053 160.98232 -748.05826 212.69562 psf 0 psf 0 psf Loose 21 ft ft p sf -746.68619 200.84028 psf 0 psf 0 psf Sand Loose Slice 80.394737 160.96034 22 ft ft psf 184.93085 psf Sand Slice 80.868421 160.95626 -746.43158 0 psf 0 psf Loose 23 ft ft psf Sand Slice 81.342105 160.97006 -747.29334 165.13763 psf 0 psf 0 psf Loose 24 ft ft psf Sand Slice 81.815789 161.00181 -749.27518 141.87398 psf 0 psf 0 psf Loose 25 ft ft psf Sand Slice 82.289474 161.05163 -752.38565 115.76985 psf 0 psf 0 psf Loose 26 ft ft psf 0 psf 0 psf Sand Loose Slice 82.763158 161.11975 -756.6384 87 611849 psf 27 ft ft psf Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 516 3/9/23, 11:13 AM Current Static Conditions 83.261609 161.21205 -762.40053 Slice 61.113926 psf 0 psf 0 psf Loose 28 ft ft 1 sf Sand -769.83096 Slice 83.784828 161.33107 Loose 29 ft ft p sf 36.737924 psf 0 psf 0 psf Sand 12.113596 psf Slice 84.308047 161.47399 -778.75371 0 psf 0 psf Loose 30 ft ft psf Sand file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Existing) - Current Static Conditions.html 6/6 ar.T.I 1 1 0 Color Name Unit Effective Effective Weight Cohesion Friction (Pcf) (Psf) Angle °) ■ Block Wall 140 Concrete 150 Footing Face Gravel 120 0 36 Edmonds SFR ES-7291.02 GeoFoam 10 500 30 Proposed Patio Wall ❑ Loose Sand 115 0 30 ❑ New Fill 120 0 32 Seismic Acceleration = 0.31 g ❑ Very Dense 130 500 38 Glacial Till 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) 180 170 160 O ca 0) 150 W 140 130 0 Color Name Unit Effective Effective Weight Cohesion Friction (Pcf) (Psf) Angle °) ■ Block Wall 140 Concrete 150 Footing Face Gravel 120 0 36 Edmonds SFR ES-7291.02 GeoFoam 10 500 30 Proposed Patio Wall El Loose Sand 115 0 30 ❑ New Fill 120 0 32 Seismic Acceleration = 0.31 g Very Dense 130 500 38 0.8 Glacial Till 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) 3/9/23, 11:15 AM Proposed Seismic Conditions Proposed Seismic Conditions Report generated using GeoStudio 2021. Copyright © 1991-2020 GEOSLOPE International Ltd. File Information File Version: 11.00 Created By: Henry Wright Last Edited By: Henry Wright Revision Number: 41 Date: 03/09/2023 Time: 10:56:42 AM Tool Version: 11.0.0.21118 File Name: 7291.02 Proposed Patio Wall (Proposed Condition).gsz Directory: C:\Users\henry.wright\Documents\SlopeW\7291.02\ Last Solved Date: 03/09/2023 Last Solved Time: 10:56:42 AM Project Settings Unit System: U.S. Customary Units Analysis Settings Proposed Seismic Conditions Kind: SLOPE/W Parent: Edmonds SFR ES-7291.02 Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 3 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 Solution Settings file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 1/7 3/9/23, 11:15 AM Proposed Seismic Conditions Materials Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Loose Sand Model: Mohr -Coulomb Unit Weight: 115 pcf Effective Cohesion: 0 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Very Dense Glacial Till Model: Mohr -Coulomb Unit Weight: 130 pcf Effective Cohesion: 500 psf Effective Friction Angle: 38 ° Phi-B: 0 ° Concrete Footing Model: High Strength Unit Weight: 150 pcf Pore Water Pressure Piezometric Line: 1 New Fill Model: Mohr -Coulomb Unit Weight: 120 pcf Effective Cohesion: 0 psf Effective Friction Angle: 32 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 GeoFoam Model: Mohr -Coulomb Unit Weight: 10 pcf Effective Cohesion: 500 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Block Wall Model: High Strength Unit Weight: 140 pcf Pore Water Pressure Piezometric Line: 1 file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 2/7 3/9/23, 11:15 AM Proposed Seismic Conditions Face Gravel Model: Mohr -Coulomb Unit Weight: 120 pcf Effective Cohesion: 0 psf Effective Friction Angle: 36 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Reinforcements Miragrid 10XT Type: TenCate Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (7.29987, 175) ft Left -Zone Right Coordinate: (77, 167) ft Left -Zone Increment: 24 Right Type: Range Right -Zone Left Coordinate: (90, 160) ft Right -Zone Right Coordinate: (125, 150) ft Right -Zone Increment: 16 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 175) ft Right Coordinate: (125, 150) ft Piezometric Lines Piezometric Line 1 Coordinates X Y Coordinate 1 0 ft 149 ft Coordinate 2 115 ft 149 ft Seismic Coefficients Horz Seismic Coef.: 0.31 Vert Seismic Coef.: 0 Reinforcement Lines Reinforcement Line 1 Reinforcement: Miragrid 10XT file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 3/7 3/9/23, 11:15 AM Proposed Seismic Conditions Lock to Ground Surface: Yes Outside Point: (86, 165.5) ft Inside Point: (74, 165.5) ft Length: 12 ft Orientation: 180 ° Max. Pullout Force: 0 Ibf Available Length: 0 ft Required Length: 0 ft Pullout Force: 0 Ibf Pullout Force per Length: 0 Ibf/ft Governing Component: (none) Surcharge Loads Surcharge Load 1 Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates X Y 13 ft 176 ft 30 ft 176 ft 40 ft 168 ft 73 ft 168 ft Geometry Name: 2D Geometry Settings View: 2D Element Thickness: 1 ft Points X Y Point 1 0 ft 130 ft Point 2 125 ft 130 ft Point 3 0 ft 175 ft Point 4 13 ft 175 ft Point 5 20 ft 175 ft Point 6 30 ft 175 ft Point 7 40 ft 167 ft Point 8 52 ft 167 ft Point 9 73 ft 167 ft Point 10 90 ft 160 ft Point 11 96 ft 157 ft Point 12 100 ft 155 ft Point 13 118 ft 150 ft Point 14 125 ft 150 ft Point 15 109 ft 151 ft Point 16 125 ft 148 ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 4/7 3/9/23, 11:15 AM Proposed Seismic Conditions Point 17 0 ft 148 ft Point 18 2 ft 148 ft Point 19 85 ft 159 ft Point 20 86 ft 159 ft Point 21 86 ft 167 ft Point 22 85 ft 167 ft Point 23 84 ft 159 ft Point 24 84 ft 167 ft Point 25 84 ft 161 ft Point 26 79 ft 161 ft Point 27 72.5 ft 166 ft Point 28 71.5 ft 166 ft Point 29 71.5 ft 165 ft Point 30 74 ft 165 ft Point 31 74 ft 166 ft Point 32 73 ft 166 ft Point 33 72.5 ft 167 ft Point 34 72.37804 ft 167 ft Point 35 79 ft 163 ft Point 36 76.5 ft 165 ft Point 37 76.5 ft 163 ft Point 38 86 ft 161 ft Point 39 84 ft 165 ft Regions Material Points Area Region Loose 2,075.5 1 Sand 3,17,18,16,14,13,15,12,11,10,38,20, 19,23,25,26,35,37,36,30,29,28,27,33,34,8,7,6,5,4 ft2 Very Region Dense 18171216 2,250 2 Glacial ,,,, ft2 Till 33,27,28,29,30,31,32,9 Region Concrete 3 ft2 3 Footing Region Block 22,19,20,38,21 2 8 ft 4 Wall Region Face 24139125,23,19,22 8 ft2 5 Gravel Region GeoFoam 39,36,37,35,26,25 25 ft2 6 9,24,39,36,30,31,32 Region New Fill 21 ft2 7 Slip Results Slip Surfaces Analysed: 1542 of 2125 converged Current Slip Surface Slip Surface: 1,842 Factor of Safety: 0.8 Volume: 207.64031 ft' file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 5/7 3/9/23, 11:15 AM Proposed Seismic Conditions Weight: 21,703.636 Ibf Resisting Moment: 727,067.29 Ibf•ft Activating Moment: 957,619.78 Ibf•ft Resisting Force: 10,276.514 Ibf Activating Force: 13,532.422 Ibf Slip Rank: 1 of 2,125 slip surfaces Exit: (113.43913, 150.50676) ft Entry: (67.936703, 167) ft Radius: 65.0823 ft Center: (111.27608, 215.55311) ft Slip Slices Frictional Cohesive Suction Base X y pWp Strength Strength Strength Material Slice 68.827527 166.23329 -11075.8773 116.14735 psf 0 psf 0 psf Loose Sand 1 ft ft psf Slice 70.609176 164.75344 -983.48998 173.0788 psf 0 psf 0 psf Loose Sand 2 ft ft psf Slice 71.93902 ft 163.7072 ft p918.17341 sf 224.29977 psf 0 psf 0 psf Loose Sand Slice 72.43902 ft 163.32876 -894.54696 238.4089 psf 0 psf 0 psf Loose Sand 4 ft psf Slice 72.75 ft 163.09979 -880.25238 258.68622 psf 0 psf 0 psf Loose Sand 5 ft psf Slice 73.5 ft 162.55974 -846.53736 174.01668 psf 0 psf 0 psf Loose Sand 6 ft psf Slice 74.625 ft 161.77735 -797.69236 191.05378 psf 0 psf 0 psf Loose Sand 7 ft psf Slice 75.875 ft 160.9462 ft -7 5.80338 220.6686 psf 0 psf 0 psf Loose Sand psf Slice 77.125 ft 160.15572 -696.45372 178.34278 psf 0 psf 0 psf Loose Sand 9 ft psf Slice 10 78.375 ft 159.4042 ft -649.53604 psf 208.40342 psf 0 psf 0 psf Loose Sand Slice 79.833333 158.57808 -597.96143 169.99457 psf 0 psf 0 psf Loose Sand 11 ft ft psf Slice 81.5 ft 157.68937 -542.47876 212.38387 psf 0 psf 0 psf Loose Sand 12 ft psf Slice 83.166667 156.86143 -490.79057 257.88213 psf 0 psf 0 psf Loose Sand 13 ft ft psf 0 psf 0 psf Loose Sand Slice 84.5 ft 156.23661 -451.78316 474.38917 psf 14 ft psf Slice 85.5 ft 155.79524 -424.22796 575.41934 psf 0 psf 0 psf Loose Sand 15 ft psf Slice 86.666667 155.30724 -393.76247 243.18567 psf 0 psf 0 psf Loose Sand 16 ft ft psf Slice 88 ft 154.77959 -360.82096 270.79707 psf 0 psf 0 psf Loose Sand 17 ft psf Slice 89.333333 154.2855 ft -329.9745 psf 300.1392 psf 0 psf 0 psf Loose Sand 18 ft Slice 90.75 ft 153.79745 -299.50571 322.19683 psf 0 psf 0 psf Loose Sand 19 ft psf Slice 92.25 ft 153.31888 -269.62852 334.47424 psf 0 psf 0 psf Loose Sand 20 ft psf file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 617 3/9/23, 11:15 AM Proposed Seismic Conditions Slice 93.75 ft 152.87986 -242.22044 342.99664 psf 0 psf 0 psf Loose Sand 21 ft psf 0 psf 0 psf Loose Sand 22Ce 95.25 ft 152.47957 2.47957 _217.2299 psf 345.69468 psf ft 341.22366 psf Slice 96.666667 152.13542 -195.74499 0 psf 0 psf Loose Sand 23 ft ft psf Slice 98 ft 151.84292 -177.48414 329.36536 psf 0 psf 0 psf Loose Sand 24 ft psf Slice 99.333333 151.57955 -161.04149 309.57905 psf 0 psf 0 psf Loose Sand 25 ft ft psf Slice 100.75 ft 151.33216 -145.59732 282.864 psf 0 psf 0 psf Loose Sand 26 ft psf Slice 102.25 ft 151.1042 ft -131.36538 248.89473 psf 0 psf 0 psf Loose Sand 27 psf Slice 103.75 ft 150.91184 -119.35638 207.69203 psf 0 psf 0 psf Loose Sand 28 ft psf Slice 105.25 ft 0.75477 -109.55051 161.52227 psf 0 psf 0 psf Loose Sand ft Psf Slice 106.75 ft 150.63273 -101.93177 112.78433 psf 0 psf 0 psf Loose Sand 30 ft psf 108.25 ft 0.54553 _96.48784 psf 63.578821 psf 0 psf 0 psf Loose Sand 31SliCe ft Slice 109.73986 150.49315 -93.217621 33.282604 psf 0 psf 0 psf Loose Sand 32 ft ft psf Slice 111.21957 150.47504 _92 08687 psf 20.668609 psf 0 psf 0 psf Loose Sand 33 ft ft Slice 112.69928 150.49058 -93.057123 6.9728566 psf 0 psf 0 psf Loose Sand 34 ft ft psf file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Seismic Conditions.html 7/7 180 170 160 O ca 0) 150 W 140 130 0 Color Name Unit Effective Effective Weight Cohesion Friction (Pcf) (Psf) Angle °) ■ Block Wall 140 Concrete 150 Footing Face Gravel 120 0 36 Edmonds SFR ES-7291.02 GeoFoam 10 500 30 Proposed Patio Wall El Loose Sand 115 0 30 ❑ New Fill 120 0 32 Static Condition Very Dense 130 500 38 1.4 Glacial Till 10 20 30 40 50 60 70 80 90 100 110 120 130 Distance (ft.) 3/9/23, 11:16 AM Proposed Static Conditions Proposed Static Conditions Report generated using GeoStudio 2021. Copyright © 1991-2020 GEOSLOPE International Ltd. File Information File Version: 11.00 Created By: Henry Wright Last Edited By: Henry Wright Revision Number: 41 Date: 03/09/2023 Time: 10:56:42 AM Tool Version: 11.0.0.21118 File Name: 7291.02 Proposed Patio Wall (Proposed Condition).gsz Directory: C:\Users\henry.wright\Documents\SlopeW\7291.02\ Last Solved Date: 03/09/2023 Last Solved Time: 10:56:44 AM Project Settings Unit System: U.S. Customary Units Analysis Settings Proposed Static Conditions Kind: SLOPE/W Parent: Edmonds SFR ES-7291.02 Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 3 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 Solution Settings file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 1/7 3/9/23, 11:16 AM Proposed Static Conditions Materials Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Loose Sand Model: Mohr -Coulomb Unit Weight: 115 pcf Effective Cohesion: 0 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Very Dense Glacial Till Model: Mohr -Coulomb Unit Weight: 130 pcf Effective Cohesion: 500 psf Effective Friction Angle: 38 ° Phi-B: 0 ° Concrete Footing Model: High Strength Unit Weight: 150 pcf Pore Water Pressure Piezometric Line: 1 New Fill Model: Mohr -Coulomb Unit Weight: 120 pcf Effective Cohesion: 0 psf Effective Friction Angle: 32 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 GeoFoam Model: Mohr -Coulomb Unit Weight: 10 pcf Effective Cohesion: 500 psf Effective Friction Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Block Wall Model: High Strength Unit Weight: 140 pcf Pore Water Pressure Piezometric Line: 1 file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 2/7 3/9/23, 11:16 AM Proposed Static Conditions Face Gravel Model: Mohr -Coulomb Unit Weight: 120 pcf Effective Cohesion: 0 psf Effective Friction Angle: 36 ° Phi-B: 0 ° Pore Water Pressure Piezometric Line: 1 Reinforcements Miragrid 10XT Type: TenCate Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (7.29987, 175) ft Left -Zone Right Coordinate: (77, 167) ft Left -Zone Increment: 24 Right Type: Range Right -Zone Left Coordinate: (90, 160) ft Right -Zone Right Coordinate: (125, 150) ft Right -Zone Increment: 16 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 175) ft Right Coordinate: (125, 150) ft Piezometric Lines Piezometric Line 1 Coordinates X Y Coordinate 1 0 ft 149 ft Coordinate 2 115 ft 149 ft Seismic Coefficients Horz Seismic Coef.: 0 Vert Seismic Coef.: 0 Reinforcement Lines Reinforcement Line 1 Reinforcement: Miragrid 10XT file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 3/7 3/9/23, 11:16 AM Proposed Static Conditions Lock to Ground Surface: Yes Outside Point: (86, 165.5) ft Inside Point: (74, 165.5) ft Length: 12 ft Orientation: 180 ° Max. Pullout Force: 0 Ibf Available Length: 0 ft Required Length: 0 ft Pullout Force: 0 Ibf Pullout Force per Length: 0 Ibf/ft Governing Component: (none) Surcharge Loads Surcharge Load 1 Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates X Y 13 ft 176 ft 30 ft 176 ft 40 ft 168 ft 73 ft 168 ft Geometry Name: 2D Geometry Settings View: 2D Element Thickness: 1 ft Points X Y Point 1 0 ft 130 ft Point 2 125 ft 130 ft Point 3 0 ft 175 ft Point 4 13 ft 175 ft Point 5 20 ft 175 ft Point 6 30 ft 175 ft Point 7 40 ft 167 ft Point 8 52 ft 167 ft Point 9 73 ft 167 ft Point 10 90 ft 160 ft Point 11 96 ft 157 ft Point 12 100 ft 155 ft Point 13 118 ft 150 ft Point 14 125 ft 150 ft Point 15 109 ft 151 ft Point 16 125 ft 148 ft file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 4/7 3/9/23, 11:16 AM Proposed Static Conditions Point 17 0 ft 148 ft Point 18 2 ft 148 ft Point 19 85 ft 159 ft Point 20 86 ft 159 ft Point 21 86 ft 167 ft Point 22 85 ft 167 ft Point 23 84 ft 159 ft Point 24 84 ft 167 ft Point 25 84 ft 161 ft Point 26 79 ft 161 ft Point 27 72.5 ft 166 ft Point 28 71.5 ft 166 ft Point 29 71.5 ft 165 ft Point 30 74 ft 165 ft Point 31 74 ft 166 ft Point 32 73 ft 166 ft Point 33 72.5 ft 167 ft Point 34 72.37804 ft 167 ft Point 35 79 ft 163 ft Point 36 76.5 ft 165 ft Point 37 76.5 ft 163 ft Point 38 86 ft 161 ft Point 39 84 ft 165 ft Regions Material Points Area Region Loose 2,075.5 1 Sand 3,17,18,16,14,13,15,12,11,10,38,20, 19,23,25,26,35,37,36,30,29,28,27,33,34,8,7,6,5,4 ft2 Very Region Dense 18171216 2,250 2 Glacial ,,,, ft2 Till 33,27,28,29,30,31,32,9 Region Concrete 3 ft2 3 Footing Region Block 22,19,20,38,21 2 8 ft 4 Wall Region Face 24139125,23,19,22 8 ft2 5 Gravel Region GeoFoam 39,36,37,35,26,25 25 ft2 6 9,24,39,36,30,31,32 Region New Fill 21 ft2 7 Slip Results Slip Surfaces Analysed: 1592 of 2125 converged Current Slip Surface Slip Surface: 1,837 Factor of Safety: 1.4 Volume: 205.28675 ft' file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 5/7 3/9/23, 11:16 AM Proposed Static Conditions Weight: 21,432.976 Ibf Resisting Moment: 772,006.37 Ibf•ft Activating Moment: 551,973.73 Ibf•ft Resisting Force: 11,198.983 Ibf Activating Force: 8,002.9548 Ibf Slip Rank: 1 of 2,125 slip surfaces Exit: (111.13552, 150.76272) ft Entry: (67.936703, 167) ft Radius: 62.786389 ft Center: (110.08093, 213.54025) ft Slip Slices Frictional Cohesive Suction Base X y pWp Strength Strength Strength Material Slice 68.827527 166.22333 -11075.2559 140.86663 psf 0 psf 0 psf Loose Sand 1 ft ft psf Slice 70.609176 164.72633 -981.79767 209.88483 psf 0 psf 0 psf Loose Sand 2 ft ft psf Slice 71.93902 ft 163.67022 -915.86456 273.73368 psf 0 psf 0 psf Loose Sand 3 ft psf Slice 72.43902 ft 163.28877 -892.05042 291.65832 psf 0 psf 0 psf Loose Sand 4 ft psf Slice 72.75 ft 163.05822 3.05822 _877 6571 psf 317.3597 psf 0 psf 0 psf Loose Sand 5 ft Slice 73.5 ft 162.51489 -843.73687 224.82206 psf 0 psf 0 psf Loose Sand 6 ft 161.72872 psf -794.65666 250.8412 psf Slice 74.625 ft 0 psf 0 psf Loose Sand 7 ft psf Slice 75.875 ft 160.89493 -742.60283 293.37783 psf 0 psf 0 psf Loose Sand 8 ft psf Slice 77.125 ft 160.10339 -693.18663 243.96854 psf 0 psf 0 psf Loose Sand 9 ft psf Slice 78.375 ft 159.35224 -646.29235 285.31 psf 0 psf 0 psf Loose Sand 10 ft psf Slice 79.833333 158.52835 -594.85666 238.86452 psf 0 psf 0 psf Loose Sand 11 ft ft psf Slice 81.5 ft 157.64405 -539.64971 292.40339 psf 0 psf 0 psf Loose Sand 12 ft psf Slice 83.166667 156.82251 -488.36064 346.10372 psf 0 psf 0 psf Loose Sand 13 ft ft psf 0 psf 0 psf Loose Sand Slice 84.5 ft 156.20399 -449.74634 605.90343 psf 14 ft psf Slice 85.5 ft 155.76817 -422.53811 719.87465 psf 0 psf 0 psf Loose Sand 15 ft psf Slice 86.666667 155.28747 -392.52778 310.93017 psf 0 psf 0 psf Loose Sand 16 ft ft psf Sli17Ce 88 ft 4.76903 -360.1618 psf 331.48762 psf 0 psf 0 psf Loose Sand ft Slice 89.333333 154.28513 -329.95183 350.70042 psf 0 psf 0 psf Loose Sand 18 ft ft psf Slice 90.75 ft 1 3.80898 ---300.22567 357.75044 psf 0 psf 0 psf Loose Sand psf Slice 92.25 ft 153.3441 ft -271.20287 351.17832 psf 0 psf 0 psf Loose Sand 20 psf file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 617 3/9/23, 11:16 AM Proposed Static Conditions Slice 93.75 ft 152.91989 -244.71949 340.45271 psf 0 psf 0 psf Loose Sand 21 ft psf Slice 95.25 ft 152.53551 -220.72253 325.15863 psf 0 psf 0 psf Loose Sand 22 ft psf Slice 96.666667 152.20737 -200.23659 306.32749 psf 0 psf 0 psf Loose Sand 23 ft ft psf 2lice 98 ft 1.93083 -182.9725 psf 284.4482 psf 0 psf 0 psf Loose Sand ft Slice 99.333333 151.68427 -167.57968 258.6324 psf 0 psf 0 psf Loose Sand 25 ft ft psf 229 83381 psf Slice 100.75 ft 151.45572 -153.31094 0 psf 0 psf Loose Sand 26 ft psf Slice 102.25 ft 151.24871 -140.38752 197.8457 psf 0 psf 0 psf Loose Sand 27 ft psf Slice 103.75 ft 151.07841 -129.75546 161.98796 psf 0 psf 0 psf Loose Sand 28 ft psf Slice 105.25 ft 0.94451 -121.39606 122.92061 psf 0 psf 0 psf Loose Sand ft Psf Slice 106.75 ft 150.84678 -115.29474 81.398939 psf 0 psf 0 psf Loose Sand 30 ft psf Slice 108.25 ft 150.78505 -111.44095 38.205677 psf 0 psf 0 psf Loose Sand 31 ft psf Slice 110.06776 150.76294 -110.06089 8.1321605 psf 0 psf 0 psf Loose Sand 32 ft ft psf file:///C:/Users/henry.wright/Documents/SlopeW/7291.02/7291.02 Proposed Patio Wall (Proposed Condition) - Proposed Static Conditions.html 7/7