Loading...
HomeMy WebLinkAboutCT 16-02; OCEAN CONDOMINIUMS; SHORING DESIGN REPORT OCEAN CONDOMINIUMS; 2021-01-12DEEPxcav is a program that simulates the behavior of flexible vertical retaining walls. With DeepXcav it is possible to simulate all the different stages of an excavation. The program is able to perform both classical limit-equilbrium as well non linear analysis solutions. For the non linear analysis a FEM model is used. The FEM model follow the well known beam on elasto plastic foundation approach. The wall is modeled using BEAM elements, the soil is simulate using a double system (for each part of the wall) of elasto plastic springs with an spring connected on each node of the beam elements. The excavation analysis can be performed performed through the following analysis methods: 1) Classic analysis with limit-equilbrium. 2) Non linear analysis : every stage represents an excavation phase with a defined configurations of excavations, loads, etc. 3) Bracing supports in the non-linear analysis have to be activated in a separate stage. The non linear analysis has been performed using a full Newthon Raphson approach. GENERAL CALCULATION ASSUMPTIONS CONVENTIONS AND REFERENCE COORDINATE SYSTEMS Loads, inelastic displacements, support reactions and displacements, are all referred to a rigth positive coordinate system with Z axis upward and positive x axis towards the right. The Y axis refers to the out-of-plane coordinate. TAYLOR GROUP, INC.01/12/2021 0001 TAYLOR GROUP, INC.01/12/2021 Checking of cross sections is performed according to the coordinate systems showed in the next figure - X axis follow the 2 nodes direction of the beam elements , positive going from the first to the secondo node - Considering for example the rectangular section Y axis is parallel to the base and Z axis is parallel to the height Conventions used for actions are: TAYLOR GROUP, INC.01/12/2021 0002 TAYLOR GROUP, INC.01/12/2021 Available structural codes (for determining the structural capacity of walls and supports) are: - AISC ASD 9th Edition, 1989 - AISC LRFD 2nd Edition, 2003 - AISC LRFD 3rd Edition, 2008 - ACI 318-2008 - CSLP, "Istruzioni per l'applicazione delle Notme tecniche per le costruzioni di cui al DM 14/1/2008" - DM 2008 - "Norme tecniche per le costruzioni" - EC2 1-1 :2004, Eurocode 2 - Design of concrete structures - Ec3 1-1:2005, Eurocodice 3 - Design of steel structures - Ec3 5:2002, Eurocodice 3 - Design of steel sheet piles walls - Ec8:2004 - Seismic design of structures In some cases, overall safety factors may have to be applied when using codes that produce ultimate capacities. These safety factors can be changed in the design tab. DESIGN CODES DESIGN PARAMETERS STRUCTURAL MATERIALS DATA (kcf)(ksi)(ksi)(ksi) Density gElastic EFuStrength FyName Steel 0.49290006450A-50 0.49290006836A-36 (% of Fc')(kcf)(ksi)(ksi) Tension Strength FtDensity gElastic EStrength Fc'Name Concrete TAYLOR GROUP, INC.01/12/2021 0003 TAYLOR GROUP, INC.01/12/2021 100.154030.5155 ksi Conrete 100.15360544 ksi Conrete 100.153122.0233 ksi Concrete (ksi)(ksi) Elastic EStrength FyName Steel rebar 29000270Strands 270 ksi 29000150Grade 150 2900080Grade 80 2900075Grade 75 2900060Grade 60 (ksi)(kcf)(ksi)(ksi)(ksi) Elastic EDensity gUltimate Shear Strength FvuUltimate Tensile Strength FtuUltimate Bending Srtength FbuName Wood 15000.050.375.887.06Southern Pine 12800.050.285.887.2Red Pine 12500.050.385.887.2Pacific Coast Dougl 8000.0522.942.94Regular grade 10000.052.664.124.7Construction Timb STEEL Name=material name fy=fyk= characteristc resistance for steel (for all the codes) Fu=fuk= ultimate resistence for steel (for all the codes) Elastic E= Elastic modulus Density g= specific weight CONCRETE Name=material name f'c=fck= cylindrical resistance for concrete (for all the codes) Elastic E= Elastic modulus Density g= specific weight Tension strength=ft=fctk= characteristic tension resistance for concrete STEEL REBARS Name=material name fy=fyk= characteristic resistance for steel (for all the codes) Fu=fuk= ultimate resistence for steel (for all the codes) Elastic E= Elastic modulus Density g= specific weight WOOD Name=material name Fb=fbk= Ultimate bending strength Ftu=ftuk= Ultimate tensile strength Fvu=fvuk= Ultimate shear strength Density g= specific weight Elastic E= Elastic modulus ANALYSIS AND CHECKING SUMMARY The following tables summarize critical resuls for all design sections. These results may include wall moments, shears, displacements, stress checks, wall embedment safety factors, basal & slope stability safety factors, etc. Summary vs Design Section TAYLOR GROUP, INC.01/12/2021 0004 TAYLOR GROUP, INC.01/12/2021 TAYLOR GROUP, INC.01/12/20210005TAYLOR GROUP, INC.01/12/2021 TAYLOR GROUP, INC.01/12/20210006TAYLOR GROUP, INC.01/12/2021 TAYLOR GROUP, INC.01/12/20210007TAYLOR GROUP, INC.01/12/2021 TAYLOR GROUP, INC.01/12/20210008TAYLOR GROUP, INC.01/12/2021 TAYLOR GROUP, INC.01/12/20210009TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0010 TAYLOR GROUP, INC.01/12/2021 ANALYSIS AND CHECKING SUMMARY The following tables summarize critical resuls for all design sections. These results may include wall moments, shears, displacements, stress checks, wall embedment safety factors, basal & slope stability safety factors, etc. Summary vs Design Section Calculation successful2.758No supportsNo supports04.535.28S21_26 Perm Calculation successful3.737No supportsNo supports02.422.06S14_20 Perm Calculation successful3.78No supportsNo supports02.662.39S6_S8 Perm Calculation successful1.608No supportsNo supports03.272.94N1 through N4 Calculation successful1.826No supportsNo supports03.443.19E10 through E11 Calculation successful1.812No supportsNo supports04.324.65E7 through E9 Calculation successful1.627No supportsNo supports05.376.21E4 through E6 Calculation successful1.506No supportsNo supports06.258.09E2 through E3 Calculation successful1.506No supportsNo supports06.047.7E1 Calculation successful1.639No supportsNo supports07.479.83S21 through S26 Tem Calculation successful1.22No supportsNo supports06.359.14S14 through S20 Tem Calculation successful1.437No supportsNo supports07.059.23S9 through S13 Calculation successful1.295No supportsNo supports06.549.56S6 through S8 Temp Calculation successful1.515No supportsNo supports06.166.49S1 through S5 Calculation successful1.389No supportsNo supports04.644.47W2 Calculation successful1.483No supportsNo supports05.235.11W1 Wall FSCheckReaction (k/ft)(in)(k/ft)(k-ft/ft)W2 CommentsEmbedmentCritical SupportMax SupportWall DisplaceWall ShearWall MomentW1 Extended Summary Table: Extended summary for all design sections. N/A0.04Calculation successfulS21_26 Perm N/A0.02Calculation successfulS14_20 Perm N/A0.02Calculation successfulS6_S8 Perm N/A0.07Calculation successfulN1 through N4 N/A0.08Calculation successfulE10 through E11 N/A0.15Calculation successfulE7 through E9 N/A0.26Calculation successfulE4 through E6 N/A0.39Calculation successfulE2 through E3 N/A0.39Calculation successfulE1 N/A0.32Calculation successfulS21 through S26 Temp NaN0.43Calculation successfulS14 through S20 Temp N/A0.45Calculation successfulS9 through S13 N/A0.5Calculation successfulS6 through S8 Temp NaN0.17Calculation successfulS1 through S5 N/A0.1Calculation successfulW2 NaN0.09Calculation successfulW1 (in)(in)Name SettlementWall DisplacementCalculation ResultDesign Section Table: Extended summary for wall moments and shears for all design sections. 0011 TAYLOR GROUP, INC.01/12/2021 36.264.5342.235.28S21_26 Perm 19.322.4216.482.06S14_20 Perm 21.312.6619.142.39S6_S8 Perm 26.193.2723.522.94N1 through N4 28.133.4426.083.19E10 through E11 35.264.3237.964.65E7 through E9 43.885.3750.76.21E4 through E6 50.036.2564.758.09E2 through E3 50.436.0464.327.7E1 59.767.4778.679.83S21 through S26 Temp 50.776.3573.139.14S14 through S20 Temp 55.387.0572.459.23S9 through S13 52.326.5476.519.56S6 through S8 Temp 30.826.1632.456.49S1 through S5 35.494.6434.154.47W2 39.925.2339.085.11W1 (k)(k/ft)(k-ft)(k-ft/ft)Name Wall ShearWall ShearWall MomentWall MomentDesign Section Table: Extended summary for wall stress checks for all design sections. N/A0.3710.1570.157S21_26 Perm N/A0.240.090.09S14_20 Perm N/A0.2650.1040.104S6_S8 Perm N/A0.3620.1440.144N1 through N4 N/A0.3890.160.16E10 through E11 N/A0.4880.2330.233E7 through E9 N/A0.6070.3110.311E4 through E6 N/A0.6920.3970.397E2 through E3 N/A0.6980.3940.394E1 N/A0.6740.3290.329S21 through S26 Temp N/A0.6320.3980.398S14 through S20 Temp N/A0.6890.3940.394S9 through S13 N/A0.6510.4160.416S6 through S8 Temp N/A0.4260.1990.199S1 through S5 N/A0.4910.2090.209W2 N/A0.6390.4150.415W1 Stress Ratio FICWall RatioWall RatioWall RatioName Wall Concrete ServiceSTR ShearSTR MomentSTR CombinedDesign Section Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). Table: Extended summary for support results for all design sections 0012 TAYLOR GROUP, INC.01/12/2021 No supportsNo supportsNo supportsNo supportsNo supportsS21_26 Perm No supportsNo supportsNo supportsNo supportsNo supportsS14_20 Perm No supportsNo supportsNo supportsNo supportsNo supportsS6_S8 Perm No supportsNo supportsNo supportsNo supportsNo supportsN1 through N4 No supportsNo supportsNo supportsNo supportsNo supportsE10 through E11 No supportsNo supportsNo supportsNo supportsNo supportsE7 through E9 No supportsNo supportsNo supportsNo supportsNo supportsE4 through E6 No supportsNo supportsNo supportsNo supportsNo supportsE2 through E3 No supportsNo supportsNo supportsNo supportsNo supportsE1 No supportsNo supportsNo supportsNo supportsNo supportsS21 through S26 Temp No supportsNo supportsNo supportsNo supportsNo supportsS14 through S20 Temp No supportsNo supportsNo supportsNo supportsNo supportsS9 through S13 No supportsNo supportsNo supportsNo supportsNo supportsS6 through S8 Temp No supportsNo supportsNo supportsNo supportsNo supportsS1 through S5 No supportsNo supportsNo supportsNo supportsNo supportsW2 No supportsNo supportsNo supportsNo supportsNo supportsW1 Capacity Ratio (pull RatioSupport CheckReaction (k)Reaction (k/ft)Name Support GeotechSTR SupportCriticalMax SupportMax SupportDesign Section Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). Table: Summary for basal stability and wall embedment safety factors from conventional analyses. 2.7586.73114.727N/AS21_26 Perm 3.73712.0325.121N/AS14_20 Perm 3.7812.4325.926N/AS6_S8 Perm 1.6082.7039.429N/AN1 through N4 1.8263.49511.515N/AE10 through E11 1.8123.47411.432N/AE7 through E9 1.6272.8139.5N/AE4 through E6 1.5062.3588.334N/AE2 through E3 1.5062.3998.545N/AE1 1.6392.8999.531N/AS21 through S26 Temp 1.221.5295.668N/AS14 through S20 Temp 1.4372.2318.071N/AS9 through S13 1.2951.7546.365N/AS6 through S8 Temp 1.5152.4528.108N/AS1 through S5 1.3891.9235.288N/AW2 1.4832.1155.879N/AW1 LengthRotationPassiveBasalName Toe FSToe FSToe FSFSDesign Section Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). TOE FS Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. TOE FS Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. TOE FS Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Table: Summary for wall embedment safety factors from elastoplastic analyses. 0013 TAYLOR GROUP, INC.01/12/2021 N/AN/AS21_26 Perm N/AN/AS14_20 Perm N/AN/AS6_S8 Perm N/AN/AN1 through N4 N/AN/AE10 through E11 N/AN/AE7 through E9 N/AN/AE4 through E6 N/AN/AE2 through E3 N/AN/AE1 N/AN/AS21 through S26 Temp N/AN/AS14 through S20 Temp N/AN/AS9 through S13 N/AN/AS6 through S8 Temp N/AN/AS1 through S5 N/AN/AW2 N/AN/AW1 True/ActivePassiveName FSFS MobilizedDesign Section Table notes: FS Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Table: Summary for hydraulic safety factors, water flow, and slope stability 3.332N/AN/AS21_26 Perm 3.356N/AN/AS14_20 Perm 3.409N/AN/AS6_S8 Perm 3.734N/AN/AN1 through N4 4.101N/AN/AE10 through E11 N/AN/AN/AE7 through E9 1.131N/AN/AE4 through E6 N/AN/AN/AE2 through E3 N/AN/AN/AE1 N/AN/AN/AS21 through S26 Temp N/AN/AN/AS14 through S20 Temp N/AN/AN/AS9 through S13 N/AN/AN/AS6 through S8 Temp N/AN/AN/AS1 through S5 19.972N/AN/AW2 N/AN/AN/AW1 (ft3/hr)Heave FSName FSslopeQflowHydraulicDesign Section Critical Items 0014 TAYLOR GROUP, INC.01/12/2021 11: W14x48@8.00' Te1: Stage 15: S14 through S20 T1.22Toe FS Length (Classic) 11: W14x48@8.00' Te1: Stage 15: S14 through S20 T1.529Toe FS Rotation (Classic) 21: W14x43-7.642: Stage 21: W25.288Toe FS Passive (Classic) 01: W14x48@8.00' Te1: Stage 15: S14 through S20 T0.047Surface Settlements (in) N/A1: W14x48@8.00' Te1: Stage 13: S6 through S8 Te0.503Wall Displacements (in) 811: W14x26@7.642: Stage 20: W18.173Wall Shear Capacity (k/ft) 861: W14x43 @ 8.351: Stage 27: E10.698Wall Shear Check 821: W14x61 @8.00' T1: Stage 16: S21 through S26 T59.761Wall Shear (k) 821: W14x61 @8.00' T1: Stage 16: S21 through S26 T7.47Wall Shear (k/ft) 621: W14x26@7.642: Stage 20: W112.332Wall Moment Capacity (k-ft/ft) 01: W14x61 @8.00' T1: Stage 16: S21 through S26 T78.674Wall Moment (k-ft) 01: W14x61 @8.00' T1: Stage 16: S21 through S26 T9.834Wall Moment (k-ft/ft) 731: W14x48@8.00' Te1: Stage 13: S6 through S8 Te0.416Wall Moment Check Critical Item IndexCritical WallCritical StageCritical Design SectioCritical Value Support Results Results not availableResults not availableResults not availableResults not availableResults not availableResults not available Critical Item IndexCritical WallCritical StageCritical Design SectioCritical Value Wall Results 811: W14x26@7.642: Stage 20: W18.173Wall Shear Capacity (k/ft) 861: W14x43 @ 8.351: Stage 27: E10.698Wall Shear Check 821: W14x61 @8.00' Te1: Stage 16: S21 through S26 T59.761Wall Shear (k) 621: W14x26@7.642: Stage 20: W112.332Wall Moment Capacity (k-ft/ft) 731: W14x48@8.00' Te1: Stage 13: S6 through S8 Tem0.416Wall Moment Check 01: W14x61 @8.00' Te1: Stage 16: S21 through S26 T-78.674Wall Moment -M (k-ft) 01: W14x61 @8.00' P0: Stage 115: S21_26 Perm0Wall Moment +M (k-ft) 01: W14x61 @8.00' Te1: Stage 16: S21 through S26 T78.674Wall Moment ABS (k-ft) Critical Item IndexCritical WallCritical StageCritical Design SectioCritical Value Max. Moment vs Stage N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A-4.47-5.11M stg2 (k-ft/ft N/AN/AN/A-2.94-3.19-4.65-6.21-8.09-7.7-9.83-9.14-9.23-9.56-6.4900M stg1 (k-ft/ft DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1DS: 0M stg0 (k-ft/ft DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1Base M Max. Shear vs Stage N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A-4.64-5.23V stg2 (k/ft) N/AN/AN/A-3.27-3.44-4.32-5.37-6.25-6.04-7.47-6.35-7.05-6.54-6.1600V stg1 (k/ft) DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1DS: 0V stg0 (k/ft) DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1Base M Max. Support F vs Stage N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ARmax Stage 2 (k/f N/AN/AN/ARmax Stage 1 (k/f DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1DS: 0Rmax Stage 0 (k/f DS: 15DS: 14DS: 13DS: 12DS: 11DS: 10DS: 9DS: 8DS: 7DS: 6DS: 5DS: 4DS: 3DS: 2DS: 1Base 0015 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0016 TAYLOR GROUP, INC.01/12/2021 SSFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMEEEEEEWWWWWWWWWWWWWWWWWWWWTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTWWGGGGGGSSSSSSSSSSSSSSSSSSSSSSSSSS S S SS S S GGGGGGGGGGWWWWWWWWWWWWWWWSSSSSSSSSSSB4B4D4C4C4A4A4F6F6G6G6D4E6E6STATE STREET212ENGINEER'S EARTHWORK NOTESOCEAN CONDOMINIUMSDEMOLITION, SHORING & INTERIM GRADING PLANtgi301 Mission Avenue Suite 201 Oceanside CA 92054tel. 760.721.9990 fax. 760.721.9991 www.visitTGI.comGeotechnical Engineering Civil EngineeringREGISTERE D P ROFESSIONAL ENGINEERCIVI LLARR Y R USSEL TAYLORSTATE OF CALI FOR NIA GENERAL DEMOLITION NOTESCONSTRUCTION WASTE MANAGEMENT PLANEASEMENT NOTESNo. 58274Exp. 06.30.2022 SOUTHERLY SHORING WALL PROFILESCALE: 1 INCH = 10 FEETWESTERLY SHORING WALL PROFILESCALE: 1 INCH = 10 FEETNORTHERLY SHORING WALL PROFILESCALE: 1 INCH = 10 FEETEASTERLY SHORING WALL PROFILESCALE: 1 INCH = 10 FEET312OCEAN CONDOMINIUMSSHORING NOTES & PROFILEStgi301 Mission Avenue Suite 201 Oceanside CA 92054tel. 760.721.9990 fax. 760.721.9991 www.visitTGI.comGeotechnical Engineering Civil EngineeringREGISTERE D P ROFESSIONAL ENGINEERCIVI LLARR Y R USSEL TAYLORSTATE OF CALI FOR NIA PLAN COORDINATION NOTESSHORING AND EXCAVATION NOTES““””””GENERAL SHORING NOTES“TEMPORARY SHORING NOTES“PERMANENT SHORING NOTESNo. 58274Exp. 06.30.2022 TEMPORARY SHORING SOLDIER BEAM SECTIONSOLDIER BEAM & LAGGING PLAN SECTIONOUTSIDE CORNER LAGGING DETAILCANTILEVER SOLDIER BEAM BACKLAGGING SECTIONBPERMANENT SHORING SOLDIER BEAM SECTIONCONCRETE LAGGING DETAILACF4E4D4TEMPORARY SHORING SOLDIER BEAM SECTIONAT STATE STREET ROWDPERMANENT SHORING WALL DRAINAGE DETAILG4412OCEAN CONDOMINIUMSSHORING DETAILStgi301 Mission Avenue Suite 201 Oceanside CA 92054tel. 760.721.9990 fax. 760.721.9991 www.visitTGI.comGeotechnical Engineering Civil EngineeringREGISTERE D P ROFESSIONAL ENGINEERCIVI LLARR Y R USSEL TAYLORSTATE OF CALI FOR NIA No. 58274Exp. 06.30.2022 Project: Ocean Condominiums Results for Design Section 0: W1 0020 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0021 TAYLOR GROUP, INC.01/12/2021 8/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A19.281.4832.1155.8795.11/12.330/12.33512 W14x26@729 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: 1000165.5940N/CN/CN/CN/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 2 0022 TAYLOR GROUP, INC.01/12/2021 9/127 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0023 TAYLOR GROUP, INC.01/12/2021 10/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0024 TAYLOR GROUP, INC.01/12/2021 11/127 0025 TAYLOR GROUP, INC.01/12/2021 12/127 Extended vs Stage 0026 TAYLOR GROUP, INC.01/12/2021 13/127 39.085.11NaN0.09CalculatedStage 2 00N/A0CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6390.4150.41539.925.23Stage 2 00000Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.4832.1155.879N/AStage 2 N/AN/AN/A10064.24868.556N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 2 N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage 0027 TAYLOR GROUP, INC.01/12/2021 14/127 N/AN/A1.4832.1155.8791.4831:Stage 1 N/AN/A10064.24868.55664.2480:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7/4.72301.83/3.87117.97/20.065Stage 2 02.624N/AN/A12/0.122840.39/44.21558.072/8.14Stage 1 00N/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0028 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0029 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 1: W2 0030 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0031 TAYLOR GROUP, INC.01/12/2021 16/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 19.97219.681.3891.9235.2884.47/21.350/21.35814W14x43-7.632 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 2 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0032 TAYLOR GROUP, INC.01/12/2021 17/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0033 TAYLOR GROUP, INC.01/12/2021 18/127 0034 TAYLOR GROUP, INC.01/12/2021 19/127 Extended vs Stage 0035 TAYLOR GROUP, INC.01/12/2021 20/127 34.154.47N/A0.1CalculatedStage 2 N/AN/AN/AN/ACalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.4910.2090.20935.494.64Stage 2 N/AN/AN/AN/AN/AStage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 N/AN/AN/AN/AN/AStage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.3891.9235.288N/AStage 2 N/AN/AN/AN/AN/AN/AN/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 19.972N/AN/AStage 2 N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage 0036 TAYLOR GROUP, INC.01/12/2021 21/127 N/AN/A1.3891.9235.2881.3891:Stage 1 N/AN/A1001001001000:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 2:Stage 2 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A6/4.32196.97/15.3888.572/16.75Stage 2 00N/AN/AN/A0/00/0Stage 1 00N/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0037 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 2: S1 through S5 0038 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0039 TAYLOR GROUP, INC.01/12/2021 23/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A21.211.5152.4528.1086.49/32.620/32.6210.517W14x43-7.236 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: W 4.17122.7280.0124.17122.70.015N/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage 1@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 1 0040 TAYLOR GROUP, INC.01/12/2021 24/127 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0041 TAYLOR GROUP, INC.01/12/2021 25/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0042 TAYLOR GROUP, INC.01/12/2021 26/127 0043 TAYLOR GROUP, INC.01/12/2021 27/127 Extended vs Stage 0044 TAYLOR GROUP, INC.01/12/2021 28/127 32.456.490.030.17CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.4260.1990.19930.826.16Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.5152.4528.108N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.5152.4528.1081.5150:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0045 TAYLOR GROUP, INC.01/12/2021 29/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A6.5/4.29196.56/9.2281.659/10.072Stage 1 N/AN/AN/AN/A946/9.460/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0046 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0047 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 3: S6 through S8 Temp 0048 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0049 TAYLOR GROUP, INC.01/12/2021 31/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A18.711.2951.7546.3659.56/22.970/22.9711.519W14x48@8.36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: W 4.27211.1640.0184.27211.20.025N/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage 1@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 1 0050 TAYLOR GROUP, INC.01/12/2021 32/127 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0051 TAYLOR GROUP, INC.01/12/2021 33/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0052 TAYLOR GROUP, INC.01/12/2021 34/127 0053 TAYLOR GROUP, INC.01/12/2021 35/127 Extended vs Stage 0054 TAYLOR GROUP, INC.01/12/2021 36/127 76.519.56N/A0.5CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6510.4160.41652.326.54Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.2951.7546.365N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.2951.7546.3651.2950:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0055 TAYLOR GROUP, INC.01/12/2021 37/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/5.79292.68/13.89106.279/16.697Stage 1 N/AN/AN/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0056 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0057 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 4: S9 through S13 0058 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0059 TAYLOR GROUP, INC.01/12/2021 39/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A19.281.4372.2318.0719.23/23.410/23.4111.519 W14x48-7.36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: 4.26811.3770.0184.26811.40.025N/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage 1@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 1 0060 TAYLOR GROUP, INC.01/12/2021 40/127 Kp,+ δ-CaquotResist Ka, + δ-CoulDrive HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0061 TAYLOR GROUP, INC.01/12/2021 41/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0062 TAYLOR GROUP, INC.01/12/2021 42/127 0063 TAYLOR GROUP, INC.01/12/2021 43/127 Extended vs Stage 0064 TAYLOR GROUP, INC.01/12/2021 44/127 72.459.23N/A0.45CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6890.3940.39455.387.05Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.4372.2318.071N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.4372.2318.0711.4370:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0065 TAYLOR GROUP, INC.01/12/2021 45/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/5.22365.85/13.89132.849/16.46Stage 1 N/AN/AN/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0066 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0067 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 5: S14 through S20 Temp 0068 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0069 TAYLOR GROUP, INC.01/12/2021 47/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A19.261.221.5295.6689.14/22.970/22.971118W14x48@8.36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: W 3.99513.3360.0173.99513.30.023N/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage 1@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 1 0070 TAYLOR GROUP, INC.01/12/2021 48/127 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0071 TAYLOR GROUP, INC.01/12/2021 49/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0072 TAYLOR GROUP, INC.01/12/2021 50/127 0073 TAYLOR GROUP, INC.01/12/2021 51/127 Extended vs Stage 0074 TAYLOR GROUP, INC.01/12/2021 52/127 73.139.140.050.43CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6320.3980.39850.776.35Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.221.5295.668N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.221.5295.6681.220:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0075 TAYLOR GROUP, INC.01/12/2021 53/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7/5.74241.46/11.8893.747/16.539Stage 1 N/AN/AN/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0076 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0077 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 6: S21 through S26 Temp 0078 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0079 TAYLOR GROUP, INC.01/12/2021 55/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A20.011.6392.8999.5319.83/29.880/29.881119.5W14x61 @836 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall Summary of Basal Stability and Predicted Wall Movements According to Clough 1989 Method Wall: W 3.71121.2410.2413.71121.20.319N/C @ Dx/H max@ Dx/H max@ stage 1@ DxMax@ DxMax@ stage 1@ stage 3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (in)1. FSmin General assumptions for last stage: Stage 1 0080 TAYLOR GROUP, INC.01/12/2021 56/127 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0081 TAYLOR GROUP, INC.01/12/2021 57/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0082 TAYLOR GROUP, INC.01/12/2021 58/127 0083 TAYLOR GROUP, INC.01/12/2021 59/127 Extended vs Stage 0084 TAYLOR GROUP, INC.01/12/2021 60/127 78.679.83N/A0.32CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6740.3290.32959.767.47Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.6392.8999.531N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.6392.8999.5311.6390:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0085 TAYLOR GROUP, INC.01/12/2021 61/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A9/5.49610.48/20.66187.464/19.669Stage 1 N/AN/AN/AN/AN/A0/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0086 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0087 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 7: E1 0088 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0089 TAYLOR GROUP, INC.01/12/2021 63/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A20.521.5062.3998.5457.7/19.540/19.5410.518 W14x43 @ 36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 2 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0090 TAYLOR GROUP, INC.01/12/2021 64/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0091 TAYLOR GROUP, INC.01/12/2021 65/127 0092 TAYLOR GROUP, INC.01/12/2021 66/127 Extended vs Stage 0093 TAYLOR GROUP, INC.01/12/2021 67/127 64.327.7N/A0.39CalculatedStage 2 0.050.01N/A0CalculatedStage 1 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6980.3940.39450.436.04Stage 2 0.012000.850.1Stage 1 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 No supportsNo supportsN/A00Stage 1 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.5062.3998.545N/AStage 2 N/AN/AN/A27.67976.58895.595N/AStage 1 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 2 N/CN/AN/AStage 1 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 2 No support0:Stage 1 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 2 No support0:Stage 1 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.5062.3998.5451.5060:Stage 1 N/AN/A27.67976.58895.59527.679Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0094 TAYLOR GROUP, INC.01/12/2021 68/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 2 No support0:Stage 1 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/4.98365.85/12.97133.42/15.614Stage 1 N/AN/AN/AN/A15.5/0.562644.13/31.53505.154/5.284Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0095 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 8: E2 through E3 0096 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0097 TAYLOR GROUP, INC.01/12/2021 70/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A20.521.5062.3588.3348.09/20.390/20.3910.518W14x43 @ 36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 2 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0098 TAYLOR GROUP, INC.01/12/2021 71/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0099 TAYLOR GROUP, INC.01/12/2021 72/127 0100 TAYLOR GROUP, INC.01/12/2021 73/127 Extended vs Stage 0101 TAYLOR GROUP, INC.01/12/2021 74/127 64.758.09N/A0.39CalculatedStage 2 0.050.01N/A0CalculatedStage 1 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6920.3970.39750.036.25Stage 2 0.01000.750.09Stage 1 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 No supportsNo supportsN/A00Stage 1 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.5062.3588.334N/AStage 2 N/AN/AN/A30.76968.67989.508N/AStage 1 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 2 N/CN/AN/AStage 1 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 2 No support0:Stage 1 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 2 No support0:Stage 1 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.5062.3588.3341.5060:Stage 1 N/AN/A30.76968.67989.50830.769Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0102 TAYLOR GROUP, INC.01/12/2021 75/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 2 No support0:Stage 1 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/4.98365.85/13.13133.42/16.009Stage 1 N/AN/AN/AN/A16/0.522705.28/36.44521.49/5.826Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0103 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 9: E4 through E6 0104 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0105 TAYLOR GROUP, INC.01/12/2021 77/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 1.13120.891.6272.8139.56.21/19.970/19.979.517W14x43 @ 35 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 1 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0106 TAYLOR GROUP, INC.01/12/2021 78/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0107 TAYLOR GROUP, INC.01/12/2021 79/127 0108 TAYLOR GROUP, INC.01/12/2021 80/127 Extended vs Stage 0109 TAYLOR GROUP, INC.01/12/2021 81/127 50.76.21N/A0.26CalculatedStage 1 00N/A0CalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.6070.3110.31143.885.37Stage 1 00000Stage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 No supportsNo supportsN/A00Stage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.6272.8139.5N/AStage 1 N/AN/AN/A10077.87595.233N/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 1.131N/AN/AStage 1 3.872N/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.6272.8139.51.6270:Stage 0 N/AN/A10077.87595.23377.875Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0110 TAYLOR GROUP, INC.01/12/2021 82/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/4.61365.85/11.88133.374/14.039Stage 1 N/AN/AN/AN/A17/0.173178.24/40.81581.738/6.109Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0111 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 10: E7 through E9 0112 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0113 TAYLOR GROUP, INC.01/12/2021 84/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements N/A21.361.8123.47411.4324.65/19.970/19.978.516W14x43 @ 34 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 1 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0114 TAYLOR GROUP, INC.01/12/2021 85/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0115 TAYLOR GROUP, INC.01/12/2021 86/127 0116 TAYLOR GROUP, INC.01/12/2021 87/127 Extended vs Stage 0117 TAYLOR GROUP, INC.01/12/2021 88/127 37.964.65N/A0.15CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.4880.2330.23335.264.32Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.8123.47411.432N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS N/CN/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.8123.47411.4321.8120:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0118 TAYLOR GROUP, INC.01/12/2021 89/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A7.5/4.14355.98/10.87131.783/11.528Stage 1 N/AN/AN/AN/A18/0.180/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0119 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 11: E10 through E11 0120 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0121 TAYLOR GROUP, INC.01/12/2021 91/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 4.10121.941.8263.49511.5153.19/19.970/19.977.514W14x43 @ 33 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 1 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0122 TAYLOR GROUP, INC.01/12/2021 92/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0123 TAYLOR GROUP, INC.01/12/2021 93/127 0124 TAYLOR GROUP, INC.01/12/2021 94/127 Extended vs Stage 0125 TAYLOR GROUP, INC.01/12/2021 95/127 26.083.19N/A0.08CalculatedStage 1 N/AN/AN/AN/ACalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.3890.160.1628.133.44Stage 1 N/AN/AN/AN/AN/AStage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 N/AN/AN/AN/AN/AStage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.8263.49511.515N/AStage 1 N/AN/AN/AN/AN/AN/AN/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 4.101N/AN/AStage 1 N/CN/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.8263.49511.5151.8260:Stage 0 N/AN/A100100100100Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0126 TAYLOR GROUP, INC.01/12/2021 96/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A6.5/3.56245.71/6.67102.463/8.898Stage 1 N/AN/AN/AN/A658/6.580/00/0Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0127 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 12: N1 through N4 0128 TAYLOR GROUP, INC.01/12/2021 [ THIS PAGE IS INTENTIONALLY BLANK ] TAYLOR GROUP, INC.01/12/2021 0129 TAYLOR GROUP, INC.01/12/2021 98/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 3.73422.081.6082.7039.4292.94/20.390/20.397.513W14x43 @ 33 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 1 Kp,+ δ-CaquotResist-Wedge Ka, + δ-CoulDrive-Wedge HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0130 TAYLOR GROUP, INC.01/12/2021 99/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0131 TAYLOR GROUP, INC.01/12/2021 100/127 0132 TAYLOR GROUP, INC.01/12/2021 101/127 Extended vs Stage 0133 TAYLOR GROUP, INC.01/12/2021 102/127 23.522.94N/A0.07CalculatedStage 1 00N/A0CalculatedStage 0 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.3620.1440.14426.193.27Stage 1 00000Stage 0 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 No supportsNo supportsN/A00Stage 0 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A1.6082.7039.429N/AStage 1 N/AN/AN/A10088.66106.084N/AStage 0 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 3.734N/AN/AStage 1 37.094N/AN/AStage 0 (ft3/hr)Heave FS FSslopeQflowHydraulic 1:Stage 1 No support0:Stage 0 No Supports Support Force/S vs Stage Support Force vs Stage 1:Stage 1 No support0:Stage 0 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A1.6082.7039.4291.6080:Stage 0 N/AN/A10088.66106.08488.66Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. 0134 TAYLOR GROUP, INC.01/12/2021 103/127 FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity 1:Stage 1 No support0:Stage 0 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) N/AN/AN/AN/A5.5/3.42155.09/4.5675.466/8.003Stage 1 N/AN/AN/AN/A13/0.131575.11/17.77358.599/3.38Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0135 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 13: S6_S8 Perm 0136 TAYLOR GROUP, INC.01/12/2021 105/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 3.40928.43.7812.4325.9262.39/22.970/22.973.519 W14x48@836 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 2 0137 TAYLOR GROUP, INC.01/12/2021 106/127 Kp,+ δ-LancellottaResist-Wedge Ka, + δ-CoulDrive-Wedge H wallEQ. Height PerviousEQ. Water MononobeEQ. Method 0.2EQ. Az (g) +Up = 0.2EQ. Ax (g)= HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0138 TAYLOR GROUP, INC.01/12/2021 107/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0139 TAYLOR GROUP, INC.01/12/2021 108/127 0140 TAYLOR GROUP, INC.01/12/2021 109/127 Extended vs Stage 0141 TAYLOR GROUP, INC.01/12/2021 110/127 19.142.39N/A0.02CalculatedStage 2 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.2650.1040.10421.312.66Stage 2 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A3.7812.4325.926N/AStage 2 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 3.409N/AN/AStage 2 (ft3/hr)Heave FS FSslopeQflowHydraulic No support0:Stage 2 No Supports Support Force/S vs Stage Support Force vs Stage No support0:Stage 2 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A3.7812.4325.9263.78Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity No support0:Stage 2 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) 0142 TAYLOR GROUP, INC.01/12/2021 111/127 01.775N/AN/A15.5/4.12581.3/89.48504.954/19.477Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0143 TAYLOR GROUP, INC.01/12/2021 3/7 Table: Lagging results for design section: S6_S8 Perm, wall: Wall W14x48@8.00' Perm 00.37657.3308Conc: 3 ksi Concrete0N/A66x12 conc 3#40 (k)(ksf)(ft)name(deg)(in3/ft)(in)NameNo. AxialpressureSpanmat.AngleSxxthickSectionStage N/AN/A0.2330.2845.91548.9161.38022.529500 Ro (ksi)Ri (ksi)(k)(k-ft)(k)(k-ft)(k)No. Sec. wallSec. wallV.checkM.checkV.capM.capShearMomentAxialStage As.min = 0.1183in^2, As.max= 0.81in^2 Asteel= 0.6in^2, Meets max. reinforcement criteria, Meets min. reinforcement criteria 0144 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 14: S14_20 Perm 0145 TAYLOR GROUP, INC.01/12/2021 113/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 3.35628.623.73712.0325.1212.06/22.970/22.973.518 W14x48@836 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 2 0146 TAYLOR GROUP, INC.01/12/2021 114/127 Kp,+ δ-LancellottaResist-Wedge Ka, + δ-CoulDrive-Wedge H wallEQ. Height PerviousEQ. Water Mononobe(Top 66.67%)EQ. Method 0.2EQ. Az (g) +Up = 0.2EQ. Ax (g)= HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0147 TAYLOR GROUP, INC.01/12/2021 115/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0148 TAYLOR GROUP, INC.01/12/2021 116/127 0149 TAYLOR GROUP, INC.01/12/2021 117/127 Extended vs Stage 0150 TAYLOR GROUP, INC.01/12/2021 118/127 16.482.06N/A0.02CalculatedStage 2 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.240.090.0919.322.42Stage 2 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 2 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A3.73712.0325.121N/AStage 2 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 3.356N/AN/AStage 2 (ft3/hr)Heave FS FSslopeQflowHydraulic No support0:Stage 2 No Supports Support Force/S vs Stage Support Force vs Stage No support0:Stage 2 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A3.73712.0325.1213.737Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity No support0:Stage 2 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) 0151 TAYLOR GROUP, INC.01/12/2021 119/127 01.595N/AN/A14.5/3.882104.9/75.14441.468/17.574Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0152 TAYLOR GROUP, INC.01/12/2021 5/7 Table: Lagging results for design section: S14_20 Perm, wall: Wall W14x48@8.00' Perm 00.35227.3308Conc: 3 ksi Concrete0N/A66x12 conc 3#40 (k)(ksf)(ft)name(deg)(in3/ft)(in)NameNo. AxialpressureSpanmat.AngleSxxthickSectionStage N/AN/A0.2180.2655.91548.9161.29092.365800 Ro (ksi)Ri (ksi)(k)(k-ft)(k)(k-ft)(k)No. Sec. wallSec. wallV.checkM.checkV.capM.capShearMomentAxialStage As.min = 0.1183in^2, As.max= 0.81in^2 Asteel= 0.6in^2, Meets max. reinforcement criteria, Meets min. reinforcement criteria 0153 TAYLOR GROUP, INC.01/12/2021 Project: Ocean Condominiums Results for Design Section 15: S21_26 Perm 0154 TAYLOR GROUP, INC.01/12/2021 121/127 ANALYSIS AND CHECKING SUMMARY Summary of Wall Moments and Toe Requirements 3.33226.882.7586.73114.7275.28/33.690/33.69419 W14x68 @36 Stab. FS(ft)EmbedmentRotationPassive(k-ft/ft)(k-ft/ft)(ft)(ft)Section(ft) SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall General assumptions for last stage: Stage 1 0155 TAYLOR GROUP, INC.01/12/2021 122/127 Kp,+ δ-LancellottaResist-Wedge Ka, + δ-CoulDrive-Wedge H wallEQ. Height PerviousEQ. Water Wood-AutoEQ. Method 0.2EQ. Az (g) +Up = 0.2EQ. Ax (g)= HydrostaticWater γ= 0 pcf DefaultDrain State Clays California Shoring Manual-111st Wall Limit Equilibrium ANSI/AISC 360-16/1.6Steel Code: ACI 318-19/1.6Concrete Code: 0156 TAYLOR GROUP, INC.01/12/2021 123/127 A sequence of result diagrams for each excavation stage is reported Envelope of results 0157 TAYLOR GROUP, INC.01/12/2021 124/127 0158 TAYLOR GROUP, INC.01/12/2021 125/127 Extended vs Stage 0159 TAYLOR GROUP, INC.01/12/2021 126/127 42.235.28N/A0.04CalculatedStage 1 (k-ft)(k-ft/ft)(in)(in) Wall MomentWall MomentSettlementWall DisplacemeCalculation Result 0.3710.1570.15736.264.53Stage 1 Wall RatioWall RatioWall Ratio(k)(k/ft) STR ShearSTR MomentSTR CombinedWall ShearWall Shear Table notes: STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity). STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity). STR Shear : Shear stress check (shear force demand/wall shear capacity). No supportsNo supportsN/A00Stage 1 Capacity Ratio (pull outRatioSupport CheckReaction (k)Reaction (k/ft) Support GeotechSTR SupportCriticalMax SupportMax Support Table notes: STR Support ratio: Critical structural stress check for support (force demand/structural capacity). Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity). Critical support check: Critical demand/design capacity ratio (structural or geotechnical). N/AN/AN/A2.7586.73114.727N/AStage 1 True/ActivePassive(nonlinear)LengthRotationPassiveBasal FSFS MobilizedZcutToe FSToe FSToe FSFS 3.332N/AN/AStage 1 (ft3/hr)Heave FS FSslopeQflowHydraulic No support0:Stage 1 No Supports Support Force/S vs Stage Support Force vs Stage No support0:Stage 1 No Supports Support Force vs Stage Embedment FS vs Stage N/AN/A2.7586.73114.7272.758Stage 0 FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS Table notes: FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation). Wall embedment safety factors from conventional analysis (limit-equilibrium): FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust. FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment. FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0 Wall embedment safety factors from non-linear analysis: FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust. FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust. Tables for stress checks follow: Support force/Design capacity No support0:Stage 1 No Supports Support Check vs Stage Forces (Res. F, M/Drive F, M) 0160 TAYLOR GROUP, INC.01/12/2021 127/127 06.551N/AN/A15.5/5.622484.09/158.42495.856/33.669Stage 0 / Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive) Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive Reinforcement Requirements Wall does not use steel reinforcement. Section does not apply.Note: Parameter Description 0161 TAYLOR GROUP, INC.01/12/2021 7/7 Table: Lagging results for design section: S21_26 Perm, wall: Wall W14x61 @8.00' Perm 00.6657.1667Conc: 3 ksi Concrete0N/A66x12 conc 3#40 (k)(ksf)(ft)name(deg)(in3/ft)(in)NameNo. AxialpressureSpanmat.AngleSxxthickSectionStage N/AN/A0.4030.4795.91548.9162.3834.269600 Ro (ksi)Ri (ksi)(k)(k-ft)(k)(k-ft)(k)No. Sec. wallSec. wallV.checkM.checkV.capM.capShearMomentAxialStage As.min = 0.1183in^2, As.max= 0.81in^2 Asteel= 0.6in^2, Meets max. reinforcement criteria, Meets min. reinforcement criteria 0162 TAYLOR GROUP, INC.01/12/2021