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Specifications 1 1 6'= 20/9--oGb23 a. BARG �IAUSENCo IWO OCT16 I ?019 CITY O eu!L , is I STRUCTURAL CALCULATIONS I I Jacksons Store No. 519 I 11834 S.W. Pacific Highway q Y i Tigard, OR 98168 I cs,, o PROFFS ��C'\ �G\ NEF �/°9 Prepared for: c . 84178 "01 PacWest Energy, LLC. �� 3450 East Commercial Court OREGON�� w Meridian, ID 83642 ti9 Q 1� , cs do o� ' October 11 2019 EXPIRES: 12-31-20 Our Job No. 17856 I 10/11/2019 r I I rQ 1 I BARGHAUSEN CONSULTING ENGINEERS, INC. I 18215 72ND AVENUE SOUTH KENT,WA 98032 P)425-251-6222 F)425-251-8782 BRANCH OFFICES; TUMWATER,WA KLAMATH FALLS,OR LONG BEACH,CA ROSEVILLE,CA SAN DIEGO,CA barghausen.com Project: 17856-Store#519[Rev. 1]Tigard,Oregon Summary Client Jacksons I Name Store#519 Number 17856 Site Tigard,Oregon Designer MCL IRevision 1 Created 9/11/2019 Modified 9/11/2019 Standard Rankine Theory Analysis INote t: Total Facing quantity is based on using full-sized units only on bottom course and an even mix of defined facing sizes,as identified elsewhere in this report,on remaining courses of each Section. The use of corners,tapered or cut units is not reflected in this quantity. INote#: Infiil values are calculated based on the average geogrid length in each Section.They do not account for anything beyond the reinforced zone(end of the geogrids).Actual infill values may be significantly higher. I Note A: Face drain values do not include the drainage stone within block. Drainage stone within block is calculated based on the percentage hollow core of the wall unit selected.If the percentage hollow core is not defined then the drainage stone within block will not be calculated. I Note II: Cap area assumes double caps at steps as illustrated in wall elevation when half height caps are utilized. Other capping systems may may result in different quantities Quantities I Wall/Cap Facing Cap Total Wall Wall Facing Length [ft] Pins Area [ft2] Area [ft2] Area [ft2] Wall Standard 21 24 554 293 8 301 24 554 293 8 301 I Leveling Reinforced Drainage Core Pad Fill Fill Fill Wall [yd3] [yd3] [yd3] [yd3] I Wall 3 72 8 10 Totals: 3 72 8 10 Reinforcements ' SG550 Wall [yd2] Wall 115 Totals: 115 I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 Fie Powered by KeyWalIPRO Page 1 Printed 9/11/2019 Av Version: 1.40.12.1050 I Project: 17856 - Store #519 I I Site: Tigard, Oregon Date: 9/11/2019 ISection Summary Report I I I I I I I I I IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #1 at Station 1.00 I Report Date September 11,2019 Designer MCL 4, 4 4 4 4 4 4, Design Standard Rankine Theory Analysis = Design Static and Seismic ow - - I Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems , Name:Standard 21 mi Seismic As 0.38 Default Deflection of 2.00 inch �� ISoil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 8.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 8.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.64 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements t SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Q 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.95 Bearing Pressure 1375.29 lb/ft2 Overturning 4.18 Max Eccentricity 0.33 ft Base Sliding 2.07 Crest Toppling 6.42 I Internal Sliding 3.30 External Seismic FS Bearing Capacity 8.10 Bearing Pressure 1350.49 lb/ft2 I Overturning 2.94 Max Eccentricity 0.68 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 3.04 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I,� Powered by KeyWalIPRO Page 3 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 SG550 8.00 217 4,346 20.06 775 3.58 1,680 7.75 2 96.00 SG550 6.00 398 4,346 10.92 1,690 4.25 2,302 5.78 1 93.33 SG550 6.00 579 4,346 7.50 3,728 6.43 2,924 5.05 I Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 SG550 8.00 626 6,736 10.77 775 1.24 1,680 2.69 I 2 96.00 5G550 6.00 661 6,736 6,736 10.19 1,690 2.56 2,302 3.48 1 93.33 SG550 6.00 968 6.96 3,728 3.85 2,924 3.02 I I I II I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II r Powered by KeyWallPRO Page 4 Printed 9/11/2019 11 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #2 at Station 2.50 I Report Date September 11,2019 Designer MCL 4Design Standard Rankine Theory Analysis - Design Static and Seismic I Unit of Measure U.S./Imperial Selected Facing Unit Product Line:Keystone Pinned Systemsimi ino am Name:Standard 21 ani - Seismic As 0.38 Default Deflection of 2.00 inch � - - Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 9.67 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 9.33 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.61 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 I Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 0 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.76 Bearing Pressure 1550.93 Ib/ft2 Overturning 4.50 Max Eccentricity 0.30 ft Base Sliding 2.19 Crest Toppling 6.42 I Internal Sliding 3.11 External Seismic FS Bearing Capacity 7.64 Bearing Pressure 1574.16 lb/ft2 I Overturning 2.97 Max Eccentricity 0.78 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.60 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ' , Powered by KeyWalIPRO Page 5 Printed 9/11/2019 to Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. Resist. FS Resist. FS 4 98.67 5G550 7.00 217 4,346 20.06FS 487 2.25 1,680 7.75 3 96.00 SG550 7.00 398 4,346 10.92 2,007 5.04 2,302 5.78 2 93.33 SG550 7.00 418 4,346 10.41 4,257 10.19 2,924 7.00 1 92.00 SG550 7.00 520 4,346 8.36 5,655 10.88 3,235 6.23 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS I 4 98.67 SG550 7.00 395 6,736 17.05 487 1.23 1,680 4.25 3 96.00 SG550 7.00 691 6,736 9.75 2,007 2.91 2,302 3.33 2 93.33 SG550 7.00 856 6,736 7.87 4,257 4.98 2,924 3.42 1 92.00 SG550 7.00 1,015 6,736 6.64 5,655 5.57 3,235 3.19 I I I I II I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I r Powered by KeyWalIPRO Page 6 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #3 at Station 4.00 I Report Date September 11,2019 Designer MCL if if 4 Design Standard Rankine Theory Analysis p Design Static and Seismic - I Unit of Measure U.S./Imperial C - Selected Facing Unit Product Line:Keystone Pinned Systems C Name:Standard 21 = Seismic As 0.38 Default Deflection of 2.00 inch - - I Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 11.00 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 10.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.58 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic IReinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.61 Bearing Pressure 4.76 Max Eccentricity 1725.99 lb/ft2 Overturning 0.28 ft Base Sliding 2.29 Crest Toppling 6.42 I Internal Sliding 3.01 External Seismic FS Bearing Capacity 7.30 Bearing Pressure 1798.23 lb/ft2 I Overturning 2.98 Max Eccentricity 0.87 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.33 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWalIPROIA Page 7 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 4 98.67 SG550 8.00 217 4,346 20.06 593 2.73 1,680 7.75 3 96.00 SG550 8.00 398 4,346 10.92 2,324 5.84 2,302 5.78 2 93.33 SG550 8.00 579 4,346 7.50 4,785 8.26 2,924 5.05 1 90.67 SG550 8.00 761 4,346 5.71 7,976 10.48 3,368 4.43 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS I 4 98.67 SG550 8.00 484 6,736 13.92 593 1.22 1,680 3.47 3 96.00 SG550 8.00 786 6,736 8.57 2,324 2.96 2,302 2.93 2 93.33 SG550 8.00 1,089 6,736 6.19 4,785 4.40 2,924 2.69 1 90.67 SG550 8.00 1,391 6,736 4.84 7,976 5.73 3,368 2.42 I I I I I I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II V Powered by KeyWallPRO Page 8 Printed 9/1112019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #4 at Station 5.50 I Report Date September 11,2019 Designer MCL 4 , 44Design Standard Rankine Theory Analysis Design Static and Seismic I Unit of Measure Selected Facing Unit U.S./Imperial _ Product Line:Keystone Pinned Systems . Name:Standard 21 Seismic As 0.38 Default Deflection of 2.00 inch �, - - ISoil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 12.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 12.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.55 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2. Seismic I Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 I FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.10 Reinforcements I SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 a0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.49 Bearing Pressure 1900.68 Ib/ft2 Overturning 4.99 Max Eccentricity 0.26 ft Base Sliding 2.37 Crest Toppling 6.42 I Internal Sliding 2.95 External Seismic FS Bearing Capacity 7.04 Bearing Pressure 2022.57 lb/ft2 I Overturning 2.99 Max Eccentricity 0.97 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.15 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Ira Powered by KeyWalIPRO Page 9 Printed 9/11/2019 11 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 5G550 9.00 217 4,346 20.06 698 3.22 1,680 7.75 4 96.00 SG550 9.00 398 4,346 10.92 2,642 6.64 2,302 5.78 3 93.33 SG550 9.00 579 4,346 7.50 5,314 9.17 2,924 5.05 I 2 90.67 5G550 9.00 554 4,346 7.85 8,716 15.74 3,368 3,368 6.08 1 89.33 SG550 9.00 656 4,346 6.63 10,690 16.30 5.14 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. ILayer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 5G550 9.00 465 6,736 14.48 698 1.50 1,680 3.61 4 96.00 SG550 9.00 744 6,736 9.05 2,642 3.55 2,302 3.09 3 93.33 SG550 9.00 1,023 6,736 6.58 5,314 5.19 2,924 2.86 I 2 90.67 SG550 9.00 1,127 6,736 5.98 8,716 7.74 3,368 2.99 1 89.33 SG550 9.00 1,278 6,736 5.27 10,690 8.37 3,368 2.64 I I I1 I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I F Powered by KeyWalIPROIA Page 10 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #5 at Station 7.00 I Report Date September 11,2019 Designer MCL , 4 4 4 4 4 if 4 Design Standard Rankine Theory Analysis Design Static and Seismic - Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 p - - Seismic As 0.38 Default Deflection of 2.00 inch =� - - ISoil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 13.67 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 13.33 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.52 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid,Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.39 Bearing Pressure 5.19 Max Eccentricity 2075.10 lb/ft2 Overturning 0.24 ft Base Sliding 2.44 Crest Toppling 6.42 I Internal Sliding 2.91 External Seismic FS Bearing Capacity 6.82 Bearing Pressure 2247.09 lb/ft2 I Overturning 3.00 Max Eccentricity 1.07 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.03 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II 1 Powered by KeyWallPRO Page 11 Printed 9/11/2019 1 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. Resist. FS Resist. FS 5 98.67 5G550 10.00 217 4,346 20.06FS 804 3.71 1,680 7.75 4 96.00 SG550 10.00 398 4,346 10.92 2,959 7.43 2,302 5.78 3 93.33 SG550 10.00 579 4,346 7.50 5,843 10.08 2,924 5.05 I 2 90.67 SG550 10.00 761 4,346 5.71 9,456 12.43 3,368 4.43 1 88.00 5G550 10.00 942 4,346 4.61 13,798 14.64 3,368 3.57 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 SG550 10.00 552 6,736 12.21 804 1.46 1,680 3.05 4 96.00 SG550 10.00 837 6,736 8.04 2,959 3.53 2,302 2.75 3 93.33 SG550 10.00 1,123 6,736 6.00 5,843 5.20 2,924 2.60 I 2 90.67 SG550 10.00 1,409 6,736 4.78 9,456 3.97 13,798 6.71 3,368 3,368 2.39 1 88.00 SG550 10.00 1,695 6,736 8.14 1.99 I I II I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IIF Powered by KeyWallPRO Page 12 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #6 at Station 8.50 I Report Date September 11,2019 �I� Designer MCL �r W 4 ,� �, , Design Standard Rankine Theory Analysis C _ Design Static and Seismic = I Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 Seismic As 0.38 Default Deflection of 2.00 inch ff =r _ _ ' Soil Parameters Phi Angle Cohesion Unit Weight 9 9 Soil Zone [degrees] [lb/ft'] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 15.00 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 14.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.48 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00Ib/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 G 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.30 Bearing Pressure 2249.34 lb/ft2 Overturning 5.36 Max Eccentricity 0.22 ft Base Sliding 2.50 Crest Toppling 6.42 I Internal Sliding 2.90 External Seismic FS Bearing Capacity 6.65 Bearing Pressure 2471.74 lb/ft2 I Overturning 3.01 Max Eccentricity 1.17 ft Base Sliding 1.59 Crest Toppling 7.39 Internal Sliding 1.95 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 F4 Powered by KeyWalIPRO Page 13 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1j Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 6 98.67 SG550 11.00 217 4,346 20.06 910 4.20 1,680 7.75 5 96.00 SG550 11.00 398 4,346 10.92 3,276 8.23 2,302 5.78 4 93.33 SG550 11.00 579 4,346 7.50 6,372 11.00 2,924 5.05 I 3 90.67 SG550 11.00 761 4,346 5.71 10,196 13.40 3,368 4.43 2 88.00 SG550 11.00 690 4,346 6.30 14,750 21.39 3,368 4.88 1 86.67 SG550 11.00 792 4,346 5.49 17,300 21.85 3,368 4.25 I Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS 6 98.67 SG550 11.00 534 6,736 12.62FS Resist. 910 1.70 1,680 3.15 5 96.00 SG550 11.00 804 6,736 8.38 3,276 4.07 2,302 2.86 I 4 93.33 SG550 11.00 1,074 6,736 6.27 6,372 5.93 2,924 2.72 3 90.67 SG550 11.00 1,344 6,736 5.01 10,196 7.58 3,368 2.51 2 88.00 SG550 11.00 1,393 6,736 4.83 14,750 10.59 3,368 2.42 1 86.67 SG550 11.00 1,540 6,736 4.37 17,300 11.23 3,368 2.19 I I II I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I V Powered by KeyWalIPRO Page 14 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #7 at Station 10.00 I Report Date September 11,2019 Designer MCL Design Standard Rankine Theory Analysis _ Design Static and Seismic = _ I Unit of Measure U.S./Imperial = - Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 al _ _ Seismic As 0.38 Default Deflection of 2.00 inch �p - - I Soil Parameters Phi Angle Cohesion Unit Weight 9 9 Soil Zone [degrees] [lb/ft'] [1b/ft'] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 16.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 16.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.21 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier:Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.04 Bearing Pressure 2423.44 lb/ft2 Overturning 5.52 Max Eccentricity 0.21 ft Base Sliding 2.55 Crest Toppling 6.42 I Internal Sliding 2.89 External Seismic FS Bearing Capacity 6.33 Bearing Pressure 2696.48 lb/ft2 I Overturning 3.01 Max Eccentricity 1.27 ft Base Sliding 1.59 Crest Toppling 7.39 Internal Sliding 1.88 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Powered by KeyWalIPRO Page 15 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 6 98.67 SG550 12.00 217 4,346 20.06 1,015 4.69 1,680 7.75 5 96.00 SG550 12.00 398 4,346 10.92 3,593 9.03 2,302 5.78 4 93.33 SG550 12.00 579 4,346 7.50 6,900 11.91 2,924 5.05 I 3 90.67 SG550 12.00 761 4,346 5.71 10,936 14.37 3,368 3,368 4.43 2 88.00 SG550 12.00 942 4,346 4.61 15,702 16.66 3.57 1 85.33 SG550 12.00 1,124 4,346 3.87 21,196 18.86 3,368 3.00 U Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 6 98.67 SG550 12.00 619 6,736 10.88 1,015 1.64 1,680 2.71 5 96.00 SG550 12.00 895 6,736 7.53 3,593 4.02 2,302 2.57 I 4 93.33 SG550 12.00 1,171 6,736 5.75 6,900 5.89 2,924 2.50 3 90.67 5G550 12.00 1,447 6,736 4.65 10,936 7.56 3,368 2.33 2 88.00 SG550 12.00 1,724 6,736 3.91 15,702 9.11 3,368 1.95 1 85.33 SG550 12.00 2,000 6,736 3.37 21,196 10.60 3,368 1.68 I I II I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II 1AN Fa Powered by KeyWallPRO Page 16 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #8 at Station 13.00 I Report Date September 11,2019 Designer MCL 4 4 , 4Design Standard Rankine Theory Analysis - Design Static and Seismic _c I Unit of Measure Selected Facing Unit U.S./Imperial = - - Product Line:Keystone Pinned Systems Name:Standard 211-1 Seismic As 0.38 Default Deflection of 2.00 inch Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/fts] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 15.67 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 15.33 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.17 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier:Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 G 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 6.65 Bearing Pressure 2362.95 lb/ft2 Overturning 5.01 Max Eccentricity 0.27 ft Base Sliding 2.41 Crest Toppling 6.42 I Internal Sliding 2.66 External Seismic FS Bearing Capacity 5.87 Bearing Pressure 2679.42 lb/ft2 I Overturning 2.77 Max Eccentricity 1.33 ft Base Sliding 1.52 Crest Toppling 7.39 Internal Sliding 1.77 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I �Fa Powered by KeyWalIPRO Page 17 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 6 98.67 5G550 11.00 217 4,346 20.06 864 3.99 1,680 7.75 5 96.00 SG550 11.00 398 4,346 10.92 3,139 7.89 2,302 5.78 4 93.33 SG550 11.00 579 4,346 7.50 6,144 10.60 2,924 5.05 I 3 90.67 5G550 11.00 761 4,346 5.71 9,877 12.98 3,368 3,368 4.43 2 88.00 SG550 11.00 942 4,346 4.61 14,340 15.22 3.57 1 85.33 SG550 11.00 826 4,346 5.26 19,532 23.65 3,368 4.08 I Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS 6 98.67 SG550 11.00 556 6,736 12.12FS Resist. 864 1.55 1,680 3.02 5 96.00 SG550 11.00 835 6,736 8.06 3,139 3.76 2,302 2.76 I 4 93.33 SG550 11.00 1,115 6,736 6.04 6,144 9,877 5.51 2,924 3,368 2.62 3 90.67 SG550 11.00 1,394 6,736 4.83 7.08 2.42 2 88.00 SG550 11.00 1,674 6,736 4.02 14,340 8.57 3,368 2.01 1 85.33 SG550 11.00 1,687 6,736 3.99 19,532 11.58 3,368 2.00 I I I II I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ', Powered by KeyWalIPRO Page 18 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #9 at Station 14.50 I Report Date September 11,2019 Designer MCL , Design Standard Rankine Theory Analysis C.. Design Static and Seismic I Unit of Measure U.S./Imperial = _ Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 Seismic As 0.38 Default Deflection of 2.00 inchEr - - ' Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [lb/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 14.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 14.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.08 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier:Strata Systems-Stratagrid,Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LIDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acs1 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 6.57 Bearing Pressure 2190.87 lb/ft2 Overturning 4.82 Max Eccentricity 0.29 ft Base Sliding 2.35 Crest Toppling 6.42 I Internal Sliding 2.91 External Seismic FS Bearing Capacity 5.86 Bearing Pressure 2456.17 lb/ft2 I Overturning 2.74 Max Eccentricity 1.23 ft Base Sliding 1.51 Crest Toppling 7.39 Internal Sliding 1.99 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii Powered by KeyWallPRO Page 19 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 5G550 10.00 217 4,346 20.06 758 3.50 1,680 7.75 4 96.00 SG550 10.00 398 4,346 10.92 2,822 7.09 2,302 5.78 3 93.33 SG550 10.00 579 4,346 7.50 5,615 9.69 2,924 5.05 I 2 90.67 SG550 10.00 761 4,346 5.71 9,137 12.01 3,368 3,368 4.43 1 88.00 SG550 10.00 1,206 4,346 3.60 13,388 11.10 2.79 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 5G550 10.00 583 6,736 11.56 758 1.30 1,680 2.88 4 96.00 SG550 10.00 882 6,736 7.63 2,822 3.20 2,302 2.61 3 93.33 SG550 10.00 1,182 6,736 5.70 5,615 4.75 2,924 2.47 I 2 90.67 SG550 10.00 1,481 6,736 4.55 9,137 3.35 13,388 6.17 3,368 2.27 1 88.00 SG550 10.00 2,013 6,736 6.65 3,368 1.67 I I II I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II V Powered by KeyWallPRO Page 20 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #10 at Station 16.00 I Report Date September 11,2019 Designer MCL 4 r 4 Design Standard Rankine Theory Analysis - - Design Static and Seismic I Unit of Measure U.S./Imperial ..... _ Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 -=IF Seismic As 0.38 Default Deflection of 2.00 inch swir Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ftz] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 13.00 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 12.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.00 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 6.48 Bearing Pressure 2019.20 lb/ft2 Overturning 4.61 Max Eccentricity 0.32 ft Base Sliding 2.28 Crest Toppling 6.42 I Interval Sliding 2.65 External Seismic FS Bearing Capacity 5.86 Bearing Pressure 2233.43 lb/ft2 I Overturning 2.71 Max Eccentricity 1.13 ft Base Sliding 1.50 Crest Toppling 7.39 Internal Sliding 1.90 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I i Powered by KeyWalIPRO Page 21 Printed 9/11/2019 11 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS 5 98.67 5G550 9.00 217 4,346 20.06FS Resist. 653 3.01 1,680 7.75 4 96.00 SG550 9.00 398 4,346 10.92 2,505 6.29 2,302 5.78 3 93.33 SG550 9.00 579 4,346 7.50 5,086 8.78 2,924 5.05 I 2 90.67 SG550 9.00 761 4,346 5.71 8,397 11.04 3,368 3,368 4.43 1 88.00 SG550 9.00 690 4,346 6.30 12,437 18.03 4.88 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 SG550 9.00 485 6,736 13.90 653 1.35 1,680 3.47 4 96.00 SG550 9.00 776 6,736 8.68 2,505 3.23 2,302 2.97 3 93.33 SG550 9.00 1,067 6,736 6.31 5,086 4.77 2,924 2.74 I 2 90.67 SG550 9.00 1,359 6,736 4.96 8,397 4.71 12,437 6.18 3,368 3,368 2.48 1 88.00 SG550 9.00 1,429 6,736 8.70 2.36 I I II I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 'F Powered by KeyWaIIPRO Page 22 Printed 9/11/2019 AN Version: 1.40.12.1050 IIIProject: 17856-Store#519[Rev. i)Tigard,Oregon Wall:Wall Section #11 at Station 17.50 I Report Date September 11,2019 Designer MCL 4 4 ,�, , Design Standard Rankine Theory Analysis Design Static and Seismic - I Unit of Measure Selected Facing Unit U.S./Imperial _ Product Line:Keystone Pinned Systems Name:Standard 21 _� - Seismic As 0.38 Default Deflection of 2.00 inch - - - ' Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [lb/ft'] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 12.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 12.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.58 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 0 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.53 Bearing Pressure 1900.68 lb/ft2 Overturning 4.99 Max Eccentricity 0.26 ft Base Sliding 2.37 Crest Toppling 6.42 I Internal Sliding 2.95 External Seismic FS Bearing Capacity 7.07 Bearing Pressure 2022.57 lb/ft2 I Overturning 2.99 Max Eccentricity 0.97 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.15 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I F4 Powered by KeyWalIPRO Page 23 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 SG550 9.00 217 4,346 20.06 698 3.22 1,680 7.75 4 96.00 SG550 9.00 398 4,346 10.92 2,642 6.64 2,302 5.78 3 93.33 SG550 9.00 579 4,346 7.50 5,314 9.17 2,924 5.05 I 2 90.67 SG550 9.00 554 4,346 7.85 8,716 15.74 3,368 3,368 6.08 1 89.33 SG550 9.00 656 4,346 6.63 10,690 16.30 5.14 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 5 98.67 5G550 9.00 465 6,736 14.48 698 1.50 1,680 3.61 4 96.00 SG550 9.00 744 6,736 9.05 2,642 3.55 2,302 3.09 3 93.33 SG550 9.00 1,023 6,736 6.58 5,314 5.19 2,924 2.86 I 2 90.67 SG550 9.00 1,127 6,736 5.98 8,716 7.74 3,368 2.99 1 89.33 5G550 9.00 1,278 6,736 5.27 10,690 8.37 3,368 2.64 I I II I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II� Powered by KeyWalIPRO Page 24 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #12 at Station 19.00 I Report Date September 11,2019 Designer MCL Design Standard Rankine Theory Analysis Design Static and Seismic - I Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems lim Name:Standard 21 mip Seismic As 0.38 Default Deflection of 2.00 inch zf- - ISoil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 11.00 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 10.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.50 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 I FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 I FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements t SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.53 Bearing Pressure 1725.99 lb/ft2 Overturning 4.76 Max Eccentricity 0.28 ft Base Sliding 2.29 Crest Toppling 6.42 I Interval Sliding 3.01 External Seismic FS Bearing Capacity 7.22 Bearing Pressure 1798.23 lb/ft2 I Overturning 2.98 Max Eccentricity 0.87 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II r Powered by KeyWaIlPRO 1 Page 25 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 4 98.67 SG550 8.00 217 4,346 20.06 593 2.73 1,680 7.75 3 96.00 SG550 8.00 398 4,346 10.92 2,324 5.84 2,302 5.78 2 93.33 SG550 8.00 579 4,346 7.50 4,785 8.26 2,924 5.05 Ii 90.67 SG550 8.00 761 4,346 5.71 7,976 10.48 3,368 4.43 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS I 4 98.67 SG550 8.00 484 6,736 13.92 593 1.22 1,680 3.47 3 96.00 5G550 8.00 786 6,736 8.57 2,324 2.96 2,302 2.93 2 93.33 SG550 8.00 1,089 6,736 6.19 4,785 4.40 2,924 2.69 1 90.67 SG550 8.00 1,391 6,736 4.84 7,976 5.73 3,368 2.42 I I I II I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Powered by KeyWallPRO Page 26 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #13 at Station 20.50 I Report Date September 11,2019 Designer MCL , 4 44 4 4Design Standard Rankine Theory Analysis Design Static and Seismic _� - Unit of Measure U.S./Imperial C - I Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21 � - Seismic As 0.38 Default Deflection of 2.00 inch ter- - i - Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [lb/ft'] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 9.67 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 9.33 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.42 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 I FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.10 Reinforcements I SG550-StrataGrid 550 Supplier:RFcr Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00lb/ft 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 G 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.53 Bearing Pressure 1550.93 lb/ft2 Overturning 4.50 Max Eccentricity 0.30 ft Base Sliding 2.19 Crest Toppling 6.42 I Internal Sliding 3.11 External Seismic FS Bearing Capacity 7.42 Bearing Pressure 1574.16 lb/ft2 I Overturning 2.97 Max Eccentricity 0.78 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 2.60 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWaIIPRO Page 27 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 4 98.67 SG550 7.00 217 4,346 20.06 487 2.25 1,680 7.75 3 96.00 SG550 7.00 398 4,346 10.92 2,007 5.04 2,302 5.78 2 93.33 SG550 7.00 418 4,346 10.41 4,257 10.19 2,924 7.00 1 92.00 SG550 7.00 520 4,346 8.36 5,655 10.88 3,235 6.23 Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS I 4 98.67 SG550 7.00 395 6,736 17.05 487 1.23 1,680 4.25 3 96.00 SG550 7.00 691 6,736 9.75 2,007 2.91 2,302 3.33 2 93.33 SG550 7.00 856 6,736 7.87 4,257 4.98 2,924 3.42 1 92.00 SG550 7.00 1,015 6,736 6.64 5,655 5.57 3,235 3.19 I I I I II I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II V Powered by KeyWalIPRO Page 28 Printed 9/11/2019 to Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #14 at Station 22.00 I Report Date September 11,2019 Designer MCL Design Standard Rankine Theory Analysis Design Static and SeismicI - - Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems Name:Standard 21IMI um r NM Mill _ Seismic As 0.38 Default Deflection of 2.00 inch imir ISoil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [Ib/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 8.33 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 8.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.33 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 ' FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ' SG550-StrataGrid 550 Supplier: Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00 lb/ft RFcr 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.53 Bearing Pressure 1375.29 lb/ft2 Overturning 4.18 Max Eccentricity 0.33 ft Base Sliding 2.07 Crest Toppling 6.42 I Internal Sliding 3.30 External Seismic FS Bearing Capacity 7.67 Bearing Pressure 1350.49 lb/ft2 I Overturning 2.94 Max Eccentricity 0.68 ft Base Sliding 1.58 Crest Toppling 7.39 Internal Sliding 3.04 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I i ea Powered by KeyWaJIPRO 1 Page 29 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 SG550 8.00 217 4,346 20.06 775 3.58 1,680 7.75 2 96.00 SG550 6.00 398 4,346 10.92 1,690 4.25 2,302 5.78 1 93.33 SG550 6.00 579 4,346 7.50 3,728 6.43 2,924 5.05 I Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 SG550 8.00 626 6,736 10.77 775 1.24 1,680 2.69 I 2 96.00 SG550 6.00 661 6,736 6,736 10.19 1,690 2.56 2,302 3.48 1 93.33 SG550 6.00 968 6.96 3,728 3.85 2,924 3.02 I I I I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I r Powered by KeyWalIPRO Page 30 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section #15 at Station 23.50 I Report Date Designer September 11,2019 MCL 4 4 4 4 4 4 4 Design Standard Rankine Theory Analysis Design Static and Seismic =T_ _ I Unit of Measure U.S./Imperial - Selected Facing Unit Product Line:Keystone Pinned Systems M Name:Standard 21 m/ _ Seismic As 0.38 Default Deflection of 2.00 inch VW Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [Ib/ft2] [lb/ft3] Description I Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a IDrainage 38 n/a 0.70 Section Details Section Height 7.00 Back Slope 0.00° LL Surcharge 250 DL Surcharge 0 I Design Height 6.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 2.25 ft Wall Batter 8.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 I FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2. Seismic I Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 I FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.10 Reinforcements I SG550-StrataGrid 550 Supplier:RFcr Strata Systems-Stratagrid, Fill Type: Clays and Silts Tult 8,150.00lb/ft 1.55 RFd 1.10 LTDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft I Analysis Results *Embedment is included in Bearing Capacity External Static FS I Bearing Capacity 7.54 Bearing Pressure 3.80 Max Eccentricity 1198.72 lb/ft2 Overturning 0.35 ft Base Sliding 1.92 Crest Toppling 6.42 I Internal Sliding 3.66 External Seismic FS Bearing Capacity 8.02 Bearing Pressure 1127.49 lb/ft2 I Overturning 2.91 Max Eccentricity 0.58 ft Base Sliding 1.57 Crest Toppling 7.39 Internal Sliding 3.83 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I lira Powered by KeyWalIPRO Page 31 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Static Tensile Tensile Pullout Pullout Conn. Conn. I Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 5G550 7.00 217 4,346 20.06 669 3.09 1,680 7.75 2 96.00 SG550 5.00 282 4,346 15.44 1,373 4.88 2,302 8.18 1 94.67 SG550 5.00 384 4,346 11.33 2,195 5.72 2,613 6.81 I Internal Seismic Tensile Tensile Pullout Pullout Conn. Conn. Layer Elevation Rein Length Load Resist. FS Resist. FS Resist. FS 3 98.67 SG550 7.00 522 6,736 12.91 669 1.28 1,680 3.22 I 2 96.00 SG550 5.00 482 6,736 6,736 13.97 1,373 2.85 2,302 4.78 1 94.67 SG550 5.00 643 10.48 2,195 3.41 2,613 4.07 I I I II I I I I I I I 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Powered by KeyWaIIPRO Page 32 Printed 9/11/2019 tor Version: 1.40.12.1050 I Project: 17856 - Store #519 I Site: Tigard, Oregon Date: 9/11/2019 IWall: Wall I I II I I I I I I I I IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Project Information IClient Jacksons Name Store#519 Number 17856 ISite Tigard,Oregon Designer MCL Revision 1 Created 9/11/2019 Modified 9/11/2019 IStandard Rankine Theory Analysis Seismic As 0.38 Default Deflection of 2.00 inch Comments I Revision Note Selected Facing Unit Product Line:Keystone Pinned Systems I Name:Standard 21 I II I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Powered by KeyWalIPRO Page 34 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Project Summary Quantities Wall Length 24.00 ft ' Pins 554 Total Wall Area 301 ft2 Cap Area 8 ft2 Exposed Area(includes cap area) 244 ft2 ' Embedded Area 57 ft2 Base soil volume 3 yd3 Infill soil volume$ 72 yd3 Face Drain 8 yd3 ' Drainage stone within block 10 yd3 Concrete fill within block 0 yd3 Reinforcement SG550-StrataGrid 550 115 yd2 Note f: Total Facing Unit quantity is based on using full-sized units only on bottom course and an even mix ' of defined facing sizes,as identified elsewhere in this report,on remaining courses of each Section. The use of comers,tapered or cut units is not reflected in this quantity. Note*: Reinforced fill values are calculated based on the average geogrid length in each Section.They do not account ' for anything beyond the reinforced zone(end of the geogrids).Actual infill values may be significantly higher. Note A: Drainage fill does not include the drainage stone within block. Core fill are calculated based on the percentage hollow core of the wall unit selected. If the percentage ' hollow core is not defined then the Core fill value within block will not be calculated. Tallest Section rea 111Wil Mir AIM NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Powered by KeyWalIPRO Page 35 Printed 9/11/2019 11711 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Project Design Inputs IDesign Standard Rankine Theory Analysis Minimum Factors of Safety Conventional I External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsl Internal Sliding 1.50 FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 IReinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 IFSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 I Seismic Conventional External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsl Internal Sliding 1.10 I FSbc Bearing Capacity 1.10 FSsc Shear Capacity 1.10 FSot Overturning 1.10 Reinforced I External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 I FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Design Factors Minimum Maximum I Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 ISelected Facing Unit Product Line: Keystone Pinned Systems I Name:Standard 21 Facing Height Hu 0.67 ft Facing Width Lu 1.50ft Facing Depth Wu 1.75ft I Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.87ft Setback Du 0.09ft Batter w 8.00° I Cap Height Hcu 0.33ft Initial Shear Capacity au 2427.00Ib/ft Apparent Shear Angle Au 17.40° Maximum Shear Capacity Vu(max) 5586.00 lb/ft ISelected Reinforcement Types Reinforcements I SG550-StrataGrid 550 Tult 8,150.00lb/ft Supplier:RFcr Strata Systems-Stratagrid, Fill Type: Clays and Silts 1.55 RFd 1.10 LIDS 4,345.51 lb/ft RFid 1.10 Cds 0.70 Ci 0.70 I Connection/Shear Properties acsl 1,369.00 lb/ft IP-1 1,800.00 lb/ft acs2 3,368.10 lb/ft IP-2 6,000.00 lb/ft acs max 3,368.10 lb/ft au 1,550.00 lb/ft Au 17.40 lb/ft Vu(max) 4,709.00 lb/ft INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Ise Powered by KeyWalIPRO Page 36 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Selected Soil Types I Phi gle Cohesion Unit Weig Soil Zone [degreesAn ] ht [Ib/ft2] [Ib/ft3] Description Reinforced 38 n/a 135.00 Retained 29 0.00 115.00 I Foundation 29 0.00 115.00 Leveling Pad 40 n/a n/a Drainage 38 n/a 0.70 I Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays,low to medium plasticity,gravelly,sandy,silty,lean clays I GC: Clayey gravels, poorly graded gravel-sand-clay mixtures GM: Silty gravels,poorly graded gravel-sand-silt mixtures GP: 1/2"-3/4"clean crushed stone or crushed gravel GW: Well-graded gravels,gravel-sand.Little or no fines. I MH:ML: Inorganic clayey silts,elastic silts Inorganic silts,very fine sands,silty or clayey,slight plasticty SC: Clayey sands, poorly graded sand-clay mixtures SM: Silty sands,poorly graded sand-silt mixtures ISP:SW: Poorly-graded sands,gravelly sands.Little or no fines. Well-graded sands,gravelly sands.Little or no fines. I I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 37 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Station Detail 100.00 IIIIIIPIIIIPI I I 86.00- I 1.00 24.00 Note:Station Layout is the face view of the wall,looking at it from left to right ' Station Layout Station Top Bottom Height I No. [ft] [ft] [ft] [ft] 1 1.00 100.00 96.00 4.00 2 12.00 100.00 86.00 14.00 3 24.00 100.00 96.00 4.00 I Station Wall Length 23.00 ft Minimum Height 4.00ft Maximum Height 14.00ft I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 38 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section Geometry ISection Drawing I . � -- - - - 1 .....„...........,„4.,...,.......,,----"--.------7 ll b.__ ,..._ - _ U 84.04 ilk 1.00 25.00 I Section Extents Top Base Bottom Grade I Elevation Elevation Left Side Right Side Elevation Section [ft] [ft] [ft] [ft] [ft] 1 100.33 92.00 1.00 2.50 94.64 2 100.33 90.67 2.50 4.00 93.27 I 3 100.33 89.33 4.00 5.50 91.91 4 100.33 88.00 5.50 7.00 90.55 5 100.33 86.67 7.00 8.50 89.18 6 100.33 85.33 8.50 10.00 87.82 ' 7 100.33 84.00 10.00 13.00 86.21 8 100.33 84.67 13.00 14.50 86.83 9 100.33 86.00 14.50 16.00 88.08 10 100.33 87.33 16.00 17.50 89.33 ' 11 100.33 88.00 17.50 19.00 90.58 12 100.33 89.33 19.00 20.50 91.83 13 100.33 90.67 20.50 22.00 93.08 14 100.33 92.00 22.00 23.50 94.33 I15 100.33 93.33 23.50 25.00 95.58 Section Measurements I Design Height Height Width Face Area Embedment !nth!Volume Section [ft] [ft] [ft] [ft2] [ft] [yd3] 1 8.33 8.00 1.50 12 2.64 2 I 2 9.67 9.33 1.50 14 2.61 2 3 11.00 10.67 1.50 16 2.58 3 4 12.33 12.00 1.50 18 2.55 4 5 13.67 13.33 1.50 20 2.52 6 I 6 15.00 14.67 1.50 22 2.48 7 7 16.33 16.00 3.00 49 2.21 17 8 15.67 15.33 1.50 23 2.17 7 9 14.33 14.00 1.50 21 2.08 6 I 10 13.00 12.67 1.50 19 2.00 5 11 12.33 12.00 1.50 18 2.58 4 12 11.00 10.67 1.50 16 2.50 3 13 9.67 9.33 1.50 14 2.42 2 I 14 8.33 8.00 1.50 12 2.33 2 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 39 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Design I Height Height Width Face Area Embedment Infill Volume Section [ft] [ft] [ft] [ft2] [ft] [yd3] 15 7.00 6.67 1.50 10 2.25 1 I Section Slopes Crest Slope Crest Offset Toe Slope Toe Offset Section [°] [ft] [°] [ft] I 1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 I 9 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 I 13 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.00 I Section Loads Live Load Live Offset Dead Load Dead Offset Section [Ib/ft2] [ft] [Ib/ft2] [ft] 1 250 0.00 0 0.00 2 250 0.00 0 0.00 3 250 0.00 0 0.00 4 250 0.00 0 0.00 ' 5 250 0.00 0 0.00 6 250 0.00 0 0.00 7 250 0.00 0 0.00 8 250 0.00 0 0.00 I 9 250 0.00 0 0.00 10 250 0.00 0 0.00 11 250 0.00 0 0.00 12 250 0.00 0 0.00 13 250 0.00 0 0.00 14 250 0.00 0 0.00 15 250 0.00 0 0.00 IReinforcement Details Length Area Section Course [ft] [ft'] Reinforcement I 1 10 8.00 12.00 SG550-StrataGrid 550 6 6.00 9.00 SG550-StrataGrid 550 2 6.00 9.00 SG550-StrataGrid 550 2 12 7.00 10.50 SG550-StrataGrid 550 I 8 7.00 10.50 SG550-StrataGrid 550 4 7.00 10.50 SG550-StrataGrid 550 2 7.00 10.50 SG550-StrataGrid 550 3 14 8.00 12.00 SG550-StrataGrid 550 I 10 8.00 12.00 SG550-StrataGrid 550 6 8.00 12.00 SG550-StrataGrid 550 2 8.00 12.00 SG550-StrataGrid 550 4 16 9.00 13.50 SG550-StrataGrid 550 I 12 9.00 13.50 SG550-StrataGrid 550 8 9.00 13.50 SG550-StrataGrid 550 4 9.00 13.50 SG550-StrataGrid 550 2 9.00 13.50 SG550-StrataGrid 550 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I Fa Powered by KeyWalIPRO Page 40 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Length Area I Section Course [ft] [ft2] Reinforcement 5 18 10.00 15.00 SG550-StrataGrid 550 14 10.00 15.00 SG550-StrataGrid 550 10 10.00 15.00 SG550-StrataGrid 550 I 6 10.00 10.00 15.00 SG550-StrataGrid 550 2 15.00 SG550-StrataGrid 550 6 20 11.00 16.50 SG550-StrataGrid 550 16 11.00 16.50 SG550-StrataGrid 550 I 12 11.00 16.50 SG550-StrataGrid 550 8 11.00 16.50 SG550-StrataGrid 550 4 11.00 16.50 SG550-StrataGrid 550 2 11.00 16.50 SG550-StrataGrid 550 I 7 22 12.00 36.00 SG550-StrataGrid 550 18 12.00 36.00 SG550-StrataGrid 550 14 12.00 36.00 SG550-StrataGrid 550 10 12.00 36.00 SG550-StrataGrid 550 I 6 12.00 36.00 SG550-StrataGrid 550 2 12.00 36.00 SG550-StrataGrid 550 8 21 11.00 16.50 SG550-StrataGrid 550 17 11.00 16.50 SG550-StrataGrid 550 I 13 11.00 16.50 SG550-StrataGrid 550 9 11.00 16.50 SG550-StrataGrid 550 5 11.00 16.50 SG550-StrataGrid 550 1 11.00 16.50 SG550-StrataGrid 550 I 9 19 10.00 15.00 SG550-StrataGrid 550 15 10.00 15.00 SG550-StrataGrid 550 11 10.00 15.00 SG550-StrataGrid 550 7 10.00 15.00 SG550-StrataGrid 550 I 3 10.00 15.00 SG550-StrataGrid 550 10 17 9.00 13.50 SG550-StrataGrid 550 13 9.00 13.50 SG550-StrataGrid 550 9 9.00 13.50 SG550-StrataGrid 550 Is 1 9.00 9.00 13.50 SG550-StrataGrid 550 1 13.50 SG550-StrataGrid 550 11 16 9.00 13.50 SG550-StrataGrid 550 12 9.00 13.50 SG550-StrataGrid 550 ' 8 9.00 13.50 SG550-StrataGrid 550 4 9.00 13.50 SG550-StrataGrid 550 2 9.00 13.50 SG550-StrataGrid 550 12 14 8.00 12.00 SG550-StrataGrid 550 10 8.00 12.00 SG550-StrataGrid 550 6 8.00 12.00 SG550-StrataGrid 550 2 8.00 12.00 SG550-StrataGrid 550 13 12 7.00 10.50 SG550-StrataGrid 550 I 8 7.00 7.00 10.50 SG550-StrataGrid 550 4 10.50 SG550-StrataGrid 550 2 7.00 10.50 SG550-StrataGrid 550 14 10 8.00 12.00 SG550-StrataGrid 550 I 6 6.00 6.00 9.00 SG550-StrataGrid 550 2 9.00 SG550-StrataGrid 550 15 8 7.00 10.50 SG550-StrataGrid 550 4 5.00 7.50 SG550-StrataGrid 550 I 2 5.00 7.50 SG550-StrataGrid 550 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I �s Powered by KeyWalIPRO Page 41 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Analysis Summary I Lowest Values - Reinforced Static Analysis Layer/ Minimum I Test Description Base Sliding Section Course Requirement Result 1.92 Status FSsl 15 1.50 Pass FSbc Bearing Capacity 10 2.00 6.48 Pass FSct Crest Toppling 12 14 1.50 6.42 Pass I FSot Overturning 15 2.00 3.80 Pass FSsl Internal Sliding 10 1 1.50 2.65 Pass FSpo Pullout 13 4 1.50 2.25 Pass FSto Tensile Overstress 9 1 1.50 3.60 Pass I FScs Rs Connection Strength 9 1 1.50 2.79 2.6667Pass Max. Reinforcement Separation 1 0.0000 Pass RsBottom Max.multiple of Hu at bottom 8 0.0000 1.0000 Pass RsTop Max.multiple of Hu at top 2 0.0000 2.0000 Pass I La Min.Anchorage Length 15 1.0000 2.3241 0.7105 Pass LJH Ratio Min.LJH Ratio 10 0.7000 Pass L Min.Reinforcement Length 15 4.0000 5.0000 Pass I Seismic Analysis Layer/ Minimum Test Description Section Course Requirement Result Status I FSsl Base Sliding 10 1.10 1.50 Pass FSbc Bearing Capacity 10 1.50 5.86 Pass FSct Crest Toppling 5 18 1.10 7.39 Pass FSot Overturning 10 1.50 2.71 Pass I FSsl Internal Sliding 8 1 1.10 1.77 Pass FSpo Pullout 12 4 1.10 1.22 Pass FSto Tensile Overstress 9 1 1.10 3.35 Pass FScs Connection Strength 9 1 1.10 1.67 Pass ' Below Standard Values None I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F' Powered by KeyWallPRO Page 42 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 1 Details ISection 1 Cross-section I 4, 4 4 4 4 4 4 4, 4 4 4 4, 4 4 Nif 4 4 I r_ _ _ I Section 1 Cross-section Details Upper Slope Angle (3 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33 ft Bottom Grade 94.64ft Base of Section 92.00ft I Design Height H 8.00ft Embedment Depth Hemb 2.64ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 49.1600 Pass L Min.Reinforcement Length 4.0000 6.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 2.8612 Pass MinHemb Minimum Embedment 24.0000 31.6378 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.95 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.18 Pass FSsI Base Sliding 1.50 2.07 Pass Seismic FSbc Bearing Capacity 1.50 8.10 Pass I FSct Crest Toppling Overturning 1.10 7.39 2.94 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWalIPRO Page 43 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Layer Elevation (ft) FScs FSpo FSsI FSto 1 93.33 5.05 6.43 3.30 7.50 2 96.00 5.78 4.25 5.45 10.92 I3 98.67 7.75 3.58 16.02 20.06 Seismic Elevation I Layer (ft) FScs FSpo FSsI 3.04 FSto 1 93.33 3.02 3.85 6.96 2 96.00 3.48 2.56 5.22 10.19 3 98.67 2.69 1.24 16.59 10.77 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext. stability Hext 8.00ft Eq.7-10 I Horizontal width of rein.zone at backslope L13 4.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 8.00 ft Eq.7-93 Elevation of influence of dead load Eqdinfl 8.00ft Eq.7-94 I External interface friction angle 6e 0.00° Eq.7-2 Internal interface friction angle of 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane Qi 64.00° Eq.7-50 I Width of reinforced zone L' 4.34ft Eq.7-3 Increase in width of reinforced zone due to 3 L" 0.00ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at LPhmax 0.00ft Eq.7-6 I Maximum height of slope influence hmaxint 8.00ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 ' Horz. influence distance dint 2.78ft Eq.7-27 Distance dead load applied for broken back L[3gd 4.34 ft Eq.7-29 Earth pressure from soil weight Ps 1089.34 lb/ft Eq.7-12 Force of uniform surcharge Pq 592.03 lb/ft Eq.7-13 ' Horz. component of Ps PsH 1089.34 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PglH 592.03 lb/ft Eq.7-16 Horz. component of active earth force PaH 1681.37lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 2.67ft Eq.7-18 Resisting moment arm for PqH Yq 4.00 ft Eq.7-19 Vert. component of Ps PsV 0,00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 6.37ft Eq.7-24 Resisting moment arm for PqV Xq 6.56 ft Eq.7-25 I Base Sliding Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 6270.00 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 3475.52lb/ft Eq.7-32 IBase sliding FSsl 2.067 Eq.7-33 Overturning Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00lb/ft Eq.7-31A2 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 Fa Powered by KeyWalIPRO Page 44 Printed 9/11/2019 1 Version: 1.40.12.1050 1 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 6270.00 lb/ft Eq.7-30 Weight of soil above wall Wr[i 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 3.52ft Eq.7-35 I Resisting moment arm for surcharge Xq(3 4.95ft Eq.7-37 Resisting moment arm in top slope Xr[31 2.87 ft Eq.7-36A1 Resisting moment arm in top slope Xr[32 5.05 ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 7.22ft Eq.7-36A3 I Resisting moment Mr 22041.02lb-ft Eq.7-34 Driving moment Mo 5273.01 lb-ft Eq.7-38 Overturning FSot 4.180 Eq.7-39 Bearing Capacity I Equivalent bearing area B 5.35ft Eq.7 40 Eccentricity of bearing force e 0.33ft Eq.7-41 Applied bearing pressure Qa 1375.29 lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 10932.94lb/ft2 Eq. 12-10 I Bearing capacity FSbc 7.950 Eq. 12-11 Tensile Overstress LIDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 93.33 4345.51 2.67 6.67 579.43 6 96.00 4345.51 2.67 4.00 398.04 I 10 98.67 4345.51 2.67 1.33 216.66 Layer/ Elevation FSto qdfn qlfn I Course (ft) [7-62] [] [] 2 93.33 7.500 1.000 1.000 6 96.00 10.917 1.000 1.000 10 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 3.79 [7-65] 2 93.33 579.43 3728.07 6.67 6 96.00 398.04 1689.99 2.86 4.00 10 98.67 216.66 774.81 3.94 1.33 I Layer/ Elevation FSpo Course (ft) [7-66]I 2 93.33 6.434 6 96.00 4.246 10 98.67 3.576 I Internal Sliding PsH PqdH PglH PsV Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] I 2 93.33 756.48 0.00 493.36 0.00 6 96.00 272.33 0.00 296.01 0.00 10 98.67 30.26 0.00 98.67 0.00 PqdV PglV PaH PaV Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [7-71] [7-72] [7-73] [7-74] 2 93.33 0.00 0.00 1249.84 0.00 6 96.00 0.00 0.00 568.35 0.00 10 98.67 0.00 0.00 128.93 0.00 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I ga Powered by KeyWallPRO Page 45 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall I R's W'ri V u Layer/ Elevation (Ib/ft) (lb/ft) (lb/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 93.33 2138.01 3909.32 1988.73 3.302 I 6 96.00 1282.81 2345.59 1813.24 1637.75 5.447 10 98.67 427.60 781.86 16.019 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation Fgn (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 93.33 579.43 2923.85 5.046 0.00 I 6 96.00 398.04 2301.91 5.783 0.00 10 98.67 216.66 1679.97 7.754 0.00 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 592.03 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert. force from live load surcharge PgIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 I External seismic inertial angle 9ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 ' Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz.component of Ps PsH 1089.34 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment OKDynH 0.153 Eq.9-51 I Horz.Static+Seismic component PaEH 1652.97lb/ft Eq.9-52 Horz. Seismic component increment APDynH 563.64 lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 1371.16 lb/ft Eq.9-54 Vert.total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 I Vert. seismic earth pressure coefficient increment �KDynV 0.000 Eq.9-56 Vert. Static+ Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment OPDynV 0.00 lb/ft Eq.9-58 Vert. static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 I Weight of reduced width reinforced mass WI 2430.00Ib/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.U0ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 Weight of top slope for reduced rein. mass W'[3 0.00lb/ft Eq.9-64,69 I Reduced distance for Wr13 Y'f3 8.00 ft Eq.9-70 Weight of column W w 1680.00 lb/ft Eq.6-18 Horz. inertial force PR 835.56 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 3475.52 lb/ft Eq.9-71 Seismic base sliding FSsl 1.575 Eq.9-72 Overturning I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWalIPRO Page 46 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Total driving moment M'(3 167.08 lb/ft Eq.9-75 I Inerital moment hIR 4.13 ft Eq.9-76 Resisting moment Mr 22041.02lb-ft Eq.9-73 Driving moment Mo 7485.86 lb-ft Eq.9-74 Seismic overturning FSot 2.944 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 0.68 ft Eq.9-78 Applied bearing stress at leveling pad B 4.64 ft Eq.9-79 Applied bearing pressure Qa 1350.49lb/ft2 Eq.9-80 I Ultimate bearing pressure Qult 10932.94 lb/ft2 Eq. 12-10 Bearing capacity FSbc 8.096 Eq. 12-11 Tensile Overstress I Fin Fdyn LTDS Layer/ Elevation (lb/ft) Fdyn FSto (Ib/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 93.33 968.22 514.75 6.957 6735.54 I 6 96.00 660.99 388.90 10.190 10.767 6735.54 10 98.67 625.60 534.90 6735.54 Pullout I ACn Fin Layer/ Elevation ACn (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 93.33 3728.07 968.22 3.850 I 6 96.00 1689.99 660.99 2.557 10 98.67 774.81 625.60 1.239 Internal Sliding APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 93.33 391.41 0.00 2138.01 696.30 I 6 96.00 140.91 0.00 1282.81 427.60 417.78 10 98.67 15.66 0.00 139.26 ' AWw AW'i Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] ' 2 93.33 1400.00 2025.00 3.035 6 96.00 840.00 1215.00 5.224 10 98.67 280.00 405.00 16.591 Connection Strength I Tconn Fin Layer/ Elevation (lb/ft) (Ib/ft) FScs Course (ft) [7-79] [9-84] [9-98] 2 93.33 2923.85 968.22 3.020 I 6 96.00 2301.91 660.99 3.483 10 98.67 1679.97 625.60 2.685 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89lb/ft Eq.9-100 I Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PREUMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Pa Powered by KeyWallPRO Page 47 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 2 Details ISection 2 Cross-section I 4 4 4 4, 4 4 4 4 4 4 4 4 4 4 4 4 4 fir.: ,l ,....„.2r I .___ ,./ . I Section 2 Cross-section Details Upper Slope Angle 00.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 I Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft Peak Acceleration As 0.38 Top of Section 100.33 ft Bottom Grade 93.27 ft Base of Section 90.67ft ' Design Height H 9.33ft Embedment Depth Hemb 2.61 ft *Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 38.7400 Pass L Min.Reinforcement Length 4.0000 7.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 2.4724 Pass MinHemb Minimum Embedment 24.0000 31.2717 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.76 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.50 Pass FSsI Base Sliding 1.50 2.19 Pass Seismic FSbc Bearing Capacity 1.50 7.64 Pass I FSct Crest Toppling Overturning 1.10 7.39 2.97 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Li Powered by KeyWalIPRO Page 48 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsl FSto 1 92.00 6.23 10.88 3.04 8.36 2 93.33 3.02 3.85 3.11 6.96 I 3 96.00 7.00 10.19 3.70 10.41 4 98.67 3.48 2.56 5.22 10.19 Seismic I Layer Elevation (ft) FScs FSpo FSsl FSto 1 92.00 3.19 5.57 2.60 6.64 2 93.33 3.42 4.98 3.10 7.87 I 3 96.00 3.33 2.91 5.12 9.75 4 98.67 4.25 1.23 15.07 17.05 Static Calculations I General Equations Increase in height due to backslope hs 0.00 ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 I Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 9.33 ft Eq.7-10 Horizontal width of rein.zone at backslope LP5.34ft Eq.7-11 Slope for internal analysis [lint 0.00° Eq.7-46 I Elevation of influence of live load Eglinfl 9.33ft Eq.7-93 Elevation of influence of dead load Eqdinfl 9.33ft Eq.7-94 External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle bi 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 5.34 ft Eq.7-3 Increase in width of reinforced zone due to(3 L" 0.00 ft Eq.7-4 I Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at La hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 9.33ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 ' Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00 ft Eq.7-26 Horz. influence distance dint 3.24 ft Eq.7-27 Distance dead load applied for broken back L[3gd 5.34 ft Eq.7-29 ' Earth pressure from soil weight Ps 1482.71 lb/ft Eq.7-12 Force of uniform surcharge Pq 690.70 lb/ft Eq.7-13 Horz. component of Ps PsH 1482.71 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PgIH 690.70lb/ft Eq.7-16 Horz. component of active earth force PaH 2173.41 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 3.11 ft Eq.7-18 Resisting moment arm for PqH Yq 4.67 ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 7.44ft Eq.7-24 Resisting moment arm for PqV Xq 7.66 ft Eq.7-25 Base Sliding Weight of soil above wall Wr(31 0.00lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[i3 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 8575.00lb/ft Eq.7-30 I Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 4753.20 lb/ft Eq.7-32 Base sliding FSsl 2.187 Eq.7-33 I Overturning NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Powered by KeyWalIPRO Page 49 Printed 9/11/2019 or Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 8575.00 lb/ft Eq.7-30 I Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 4.11 ft Eq.7-35 Resisting moment arm for surcharge Xq[3 5.64 ft Eq.7-37 Resisting moment arm in top slope Xr131 3.06ft Eq.7-36A1 I Resisting moment arm in top slope XrR2 5.73ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 8.41 ft Eq.7-36A3 Resisting moment Mr 35234.74 lb-ft Eq.7-34 Driving moment Mo 7836.14 lb-ft Eq.7-38 I Overturning FSot 4.496 Eq.7-39 Bearing Capacity Equivalent bearing area B 6.39 ft Eq.7-40 Eccentricity of bearing force e 0.30ft Eq.7-41 I Applied bearing pressure Qa 1550.93lb/ft2 Eq.7 42 Ultimate bearing pressure Qult 12033.551b/ft2 Eq. 12-10 Bearing capacity FSbc 7.759 Eq. 12-11 I Tensile Overstress LIDS Acn Dn Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] I 2 92.00 4345.51 2.00 8.33 519.60 4 93.33 4345.51 2.00 6.33 417.57 8 96.00 4345.51 2.67 4.00 398.04 12 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] I 2 92.00 8.363 1.000 1.000 4 93.33 10.407 1.000 1.000 8 96.00 10.917 1.000 1.000 12 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 4.79 [7-65] 2 92.00 519.60 5654.99 8.00 4 93.33 417.57 4256.78 4.32 6.67 8 96.00 398.04 2007.22 3.40 4.00 I 12 98.67 216.66 486.79 2.47 1.33 Layer/ Elevation FSpo I Course (ft) [7-66] 2 92.00 10.883 4 93.33 10.194 8 96.00 5.043 I 12 98.67 2.247 Internal Sliding PsH PqdH PglH PsV I Layer/ Elevation (Ib/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 92.00 1089.34 0.00 592.03 0.00 4 93.33 756.48 0.00 493.36 0.00 I 8 96.00 272.33 0.00 296.01 0.00 12 98.67 30.26 0.00 98.67 0.00 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii ra Powered by KeyWallPRO Page 50 Printed 9/11/2019 11 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PqdV PgIV PaH PaV I Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 92.00 0.00 0.00 1681.37 0.00 4 93.33 0.00 0.00 1249.84 0.00 I 8 96.00 0.00 0.00 568.35 128.93 0.00 12 98.67 0.00 0.00 0.00 I R's W'ri V u Layer/ Elevation (lb/ft) W'ri (lb/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 92.00 3156.26 5771.19 2076.48 3.112 I 4 93.33 2630.22 4809.32 1988.73 1813.24 3.696 8 96.00 1578.13 2885.59 5.967 12 98.67 526.04 961.86 1637.75 16.783 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 92.00 519.60 3234.82 6.226 0.00 4 93.33 417.57 2923.85 7.002 0.00 8 96.00 398.04 2301.91 5.783 0.00 12 98.67 216.66 1679.97 7.754 0.00 ICrest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz.component of Ps PsH 22.45 lb/ft Eq.7-83 I Uniform surcharge PqH 690.70 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ' Seismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 ' Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient OKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 1482.71 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 2249.88 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 767.17 lb/ft Eq.9-53 I Horz.static+50%seismic total PaEHext 1866.29lb/ft Eq.9-54 Vert.total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment .KDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 I Vert. Seismic component increment �PDynV 0.00lblft Eq.9-58 Vert. static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass W'i 3675.00 lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II i MN' Powered by KeyWallPRO Page 51 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev.1]Tigard,Oregon Wall:Wall Reduced height reinforced zone h' 0.00ft Eq.9-63 I Weight of top slope for reduced rein. mass W'[3 0.00lb/ft Eq.9-64,69 Reduced distance for Wr13 Y'(3 9.33 ft Eq.9-70 Weight of column W w 1959.99lb/ft Eq.6-18 Horz. inertial force PR 1145.59 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 4753.20 lb/ft Eq.9-71 Seismic base sliding FSsl 1.578 Eq.9-72 I Overturning Total driving moment M'3 194.93 lb/ft Eq.9-75 mental moment hIR 4.78ft Eq.9-76 Resisting moment Mr 35234.74 lb-ft Eq.9-73 I Driving moment Mo 11879.06lb-ft Eq.9 74 Seismic overturning FSot 2.966 Eq.9-77 Bearing Capacity Eccentricity of bearing force e 0.78ft Eq.9-78 I Applied bearing stress at leveling pad B 5.45ft Eq.9-79 Applied bearing pressure Qa 1574.161b/ft2 Eq.9-80 Ultimate bearing pressure Qult 12033.55 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.644 Eq. 12-11 ITensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 92.00 1014.61 589.48 6.639 6735.54 4 93.33 855.58 532.48 7.873 6735.54 I 8 96.00 690.55 418.47 9.754 6735.54 I12 98.67 395.16 304.46 17.045 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 92.00 5654.99 1014.61 5.574 4 93.33 4256.78 855.58 4.975 ' 8 96.00 2007.22 690.55 2.907 12 98.67 486.79 395.16 1.232 Internal Sliding ' APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 92.00 563.64 0.00 3156.26 981.94 I 4 93.33 391.41 0.00 2630.22 818.28 8 96.00 140.91 0.00 1578.13 490.97 12 98.67 15.66 0.00 526.04 163.66 IAWw AW'i Layer/ Elevation (Ib/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] I 2 92.00 1680.00 3150.00 2.596 4 93.33 1400.00 2625.00 3.104 8 96.00 840.00 1575.00 5.119 12 98.67 280.00 525.00 15.073 IConnection Strength Tconn Fin Layer/ Elevation (Ib/ft) (lb/ft) FScs I Course (ft) [7-79] [9-84] [9-98] 2 92.00 3234.82 1014.61 3.188 4 93.33 2923.85 855.58 3.417 I 8 96.00 2301.91 690.55 3.333 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II Fa Powered by KeyWallPRO Page 52 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Tconn Fin I Layer! Elevation (Ib/ft) (Ib/ft) FScs Course (ft) [7-79] [9-84] [9-98] 12 98.67 1679.97 395.16 4.251 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert. total earth force APDynV -1.89lb/ft Eq.9-100 I Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 Ib-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I II I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii ra Powered by KeyWallPRO Page 53 Printed 9/11/2019 tor Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 3 Details ISection 3 Cross-section I _ 4444444444444i444 1 . - - - - . 'i ., .y MN `) Ialir I Section 3 Cross-section Details Upper Slope Angle [3 0.00° Crest Offset 0.00ft I Live Load ql 2501b/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33 ft Bottom Grade 91.91 ft Base of Section 89.33ft ' Design Height H 10.67ft Embedment Depth Hemb 2.58ft *Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 31.8400 Pass L Min.Reinforcement Length 4.0000 8.0000 Pass I L/H Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 3.0095 Pass MinHemb Minimum Embedment 24.0000 30.9094 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 2.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.61 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.76 Pass FSsI Base Sliding 1.50 2.29 Pass Seismic FSbc Bearing Capacity 1.50 7.30 Pass I FSct Crest Toppling Overturning 1.10 7.39 Pass FSot 1.50 2.98 Pass FSs1 Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ' I FAT 1 Powered by KeyWalIPRO Page 54 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 90.67 4.43 10.48 2.60 5.71 2 93.33 3.19 5.57 3.01 6.64 I 3 96.00 3.42 4.98 3.10 7.87 4 98.67 5.05 8.26 4.09 7.50 Seismic I Layer Elevation (ft) FScs FSpo FSsl FSto 1 90.67 2.42 5.73 2.33 4.84 2 93.33 2.69 4.40 3.16 6.19 I 3 96.00 2.93 3.47 2.96 5.03 8.57 4 98.67 1.22 13.88 13.92 Static Calculations I General Equations Increase in height due to backslope hs 0.00 ft Eq.7-7 Width of rein. layer for internal sliding Vs 0.00ft Eq.7-8 I Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 10.67ft Eq.7-10 Horizontal width of rein.zone at backslope 06.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 10.67ft Eq.7-93 Elevation of influence of dead load Eqdinfl 10.67 ft Eq.7-94 External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle 6i 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5 5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 6.34 ft Eq.7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq.7-4 I Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(i hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 10.67ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 I Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 Horz. influence distance dint 3.70ft Eq.7-27 Distance dead load applied for broken back L(3gd 6.34 ft Eq.7-29 I Earth pressure from soil weight Ps 1936.60lb/ft Eq.7-12 Force of uniform surcharge Pq 789.37 lb/ft Eq.7-13 Horz. component of Ps PsH 1936.60 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PgIH 789.37lb/ft Eq.7-16 Horz. component of active earth force PaH 2725.97 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 3.56ft Eq.7-18 Resisting moment arm for PqH Yq 5.33ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 8.50ft Eq.7-24 Resisting moment arm for PqV Xq 8.75ft Eq.7-25 Base Sliding Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 11239.99 lb/ft Eq.7-30 I Weight of soil above wall Wr(3 0.00 lb/ft 6230.43Eq.7-31 Base sliding resistance Rslb/ft Eq.7-32 Base sliding FSsl 2.286 Eq.7-33 I Overturning NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ,Ply Powered by KeyWalIPRO Page 55 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1)Tigard,Oregon Wall:Wall Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr133 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 11239.99 lb/ft Eq.7-30 I Weight of soil above wall WrI3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 4.70ft Eq.7-35 Resisting moment arm for surcharge Xql3 6.33ft Eq.7-37 Resisting moment arm in top slope Xr131 3.25ft Eq.7-36A1 I Resisting moment arm in top slope Xr[32 6.42ft Eq.7-36A2 Resisting moment arm in top slope Xrp3 9.59ft Eq.7-36A3 Resisting moment Mr 52858.37 lb-ft Eq.7-34 Driving moment Mo 11095.67 lb-ft Eq.7-38 I Overturning FSot 4.764 Eq.7-39 Bearing Capacity Equivalent bearing area B 7.43ft Eq.7-40 Eccentricity of bearing force e 0.28ft Eq.7-41 I Applied bearing pressure Qa 1725.99lb/ft2 Eq.7 42 Ultimate bearing pressure QUIt 13133.71 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.609 Eq. 12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] I 2 90.67 4345.51 2.67 9.33 6.67 760.82 6 93.33 4345.51 2.67 579.43 10 96.00 4345.51 2.67 4.00 398.04 14 98.67 4345.51 2.67 1.33 216.66 ILayer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] I] I 2 90.67 5.712 1.000 1.000 6 93.33 7.500 1.000 1.000 10 96.00 10.917 1.000 1.000 14 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (Ib/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 5.79 [7-65] 2 90.67 760.82 7975.68 9.33 6 93.33 579.43 4785.49 4.86 6.67 10 96.00 398.04 2324.44 3.94 4.00 I 14 98.67 216.66 592.53 3.01 1.33 Layer/ Elevation FSpo I Course (ft) 90.67 [7-66] 2 10.483 6 93.33 8.259 10 96.00 5.840 I 14 98.67 2.735 Internal Sliding PsH PqdH PglH PsV I Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 90.67 1482.71 0.00 690.70 0.00 6 93.33 756.48 0.00 493.36 0.00 I 10 96.00 272.33 0.00 296.01 0.00 14 98.67 30.26 0.00 98.67 0.00 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ' Powered by KeyWalIPRO Page 56 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PqdV PqIV PaH PaV I Layer/ Elevation (lb/ft) (Ib/ft) (lb/ft) (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 90.67 0.00 0.00 2173.41 0.00 6 93.33 0.00 0.00 1249.84 0.00 I 10 96.00 0.00 0.00 568.35 128.93 0.00 14 98.67 0.00 0.00 0.00 I R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 90.67 4371.40 7993.05 2164.23 3.007 I 6 93.33 3122.43 5709.32 1988.73 4.089 10 96.00 1873.46 3425.59 1813.24 6.487 14 98.67 624.49 1141.86 1637.75 17.546 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 90.67 760.82 3368.10 4.427 5.046 0.00 6 93.33 579.43 2923.85 0.00 10 96.00 398.04 2301.91 5.783 0.00 14 98.67 216.66 1679.97 7.754 0.00 Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 I Uniform surcharge PqH 789.37 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PglV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84lb-ft Eq.7-89 Overturning moment Mo 51.56 lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ISeismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 I Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9 81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 1936.60 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 2938.62 lb/ft Eq.9-52 Horz. Seismic component increment OPDynH 1002.02 lb/ft Eq.9-53 I Horz. static+50%seismic total PaEHext 2437.61 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment AKDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 I Vert. Seismic component increment OPDynV 0.00lb(ft Eq.9-58 Vert. static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass WI 5160.00 lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I r Powered by KeyWallPRO Page 57 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Reduced height reinforced zone h' 0.00 ft Eq.9-63 I Weight of top slope for reduced rein. mass W'[i 0.00 lb/ft Eq.9-64,69 Reduced distance for Wr[i Y'13 10.67 ft Eq.9-70 Weight of column W w 2239.99lb/ft Eq.6-18 Horz. inertial force PR 1504.42 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 6230.43 lb/ft Eq.9-71 Seismic base sliding FSsl 1.581 Eq.9-72 I Overturning Total driving moment M'[3 222.78 lb/ft Eq.9-75 Inerital moment hIR 5.43 ft Eq.9-76 Resisting moment Mr 52858.37 lb-ft Eq.9-73 I Driving moment Mc 17729.90 lb-ft Eq.9-74 Seismic overturning FSot 2.981 Eq.9-77 Bearing Capacity Eccentricity of bearing force e 0.87ft Eq.9-78 I Applied bearing stress at leveling pad B 6.25ft Eq.9-79 Applied bearing pressure Qa 1798.23lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 13133.71 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.304 Eq.12-11 I Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) I Course (ft) [9-84] [9-87] [9-88] [9-89] 2 90.67 1391.03 756.17 4.842 6735.54 6 93.33 1088.67 635.20 6.187 6735.54 10 96.00 786.30 514.22 8.566 6735.54 I14 98.67 483.94 393.24 13.918 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 90.67 7975.68 1391.03 5.734 6 93.33 4785.49 1088.67 4.396 I 10 96.00 2324.44 786.30 483.94 2.956 14 98.67 592.53 1.224 Internal Sliding I APDynH APDynV Rswdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 90.67 767.17 0.00 4371.40 1316.37 I 6 93.33 391.41 0.00 3122.43 940.26 10 96.00 140.91 0.00 1873.46 564.16 14 98.67 15.66 0.00 624.49 188.05 I AWw AM Layer/ Elevation (Ib/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] I 2 90.67 1959.99 4515.00 2.329 6 93.33 1400.00 3225.00 3.164 10 96.00 840.00 1935.00 5.032 14 98.67 280.00 645.00 13.882 IConnection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs I Course (ft) [7-79] [9-84] [9-98] 2 90.67 3368.10 1391.03 2.421 6 93.33 2923.85 1088.67 2.686 I 10 96.00 2301.91 786.30 2.928 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II ' Powered by KeyWalIPRO Page 58 Printed 9/11/2019 to Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Tconn Fin I Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] 14 98.67 1679.97 483.94 3.471 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89lb/ft Eq.9-100 I Resisting moment Mr 457.181b-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Pia I Powered by KeyWalIPRO Page 59 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Section 4 Details ISection 4 Cross-section I - - - - I Section 4 Cross-section Details Upper Slope Angle f3 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft' Live Offset qlofs 0.00ft Dead Load qd 0 lb/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 90.55ft Base of Section 88.00ft ' Design Height H 12.00ft Embedment Depth Hemb 2.55ft *Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 26.9300 Pass L Min.Reinforcement Length 4.0000 9.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 3.5466 Pass MinHemb Minimum Embedment 24.0000 30.5472 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 2.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.49 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.99 Pass FSsI Base Sliding 1.50 2.37 Pass Seismic FSbc Bearing Capacity 1.50 7.04 Pass I FSct Crest Toppling 1.10 7.39 Pass FSot Overturning 1.50 2.99 Pass FSsl Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I OrPowered by KeyWalIPRO Page 60 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsl FSto 1 89.33 5.14 16.30 2.33 6.63 2 90.67 2.42 5.73 2.95 4.84 I 3 93.33 6.08 15.74 3.32 7.85 4 96.00 2.69 4.40 3.16 6.19 5 98.67 5.05 9.17 4.48 7.50 I Seismic Elevation Layer (ft) FScs FSpo FSsl FSto 1 89.33 2.64 8.37 2.15 5.27 I 2 90.67 2.99 7.74 2.42 5.98 3 93.33 2.86 5.19 3.22 6.58 4 96.00 3.09 3.55 4.96 9.05 5 98.67 3.61 1.50 12.92 14.48 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone I3ext 0.00° Eq.7-9 Height of back of wall for ext. stability Hext 12.00ft Eq.7-10 I Horizontal width of rein.zone at backslope L(3 7.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 12.00 ft Eq.7-93 Elevation of influence of dead load Eqdinfl 12.00ft Eq.7-94 I External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle bi 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 7.34 ft Eq.7-3 Increase in width of reinforced zone due to(3 L" 0.00ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq.7-6 ' Maximum height of slope influence hmaxint 12.00ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00ft Eq.7-26 ' Horz. influence distance dint 4.17 ft Eq.7-27 Distance dead load applied for broken back L(3gd 7.34 ft Eq.7-29 Earth pressure from soil weight Ps 2451.01 lb/ft Eq.7-12 Force of uniform surcharge Pq 888.04 lb/ft Eq.7-13 I Horz. component of Ps PsH 2451.01 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 888.04 lb/ft Eq.7-16 Horz. component of active earth force PaH 3339.05 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 4.0Oft Eq.7-18 Resisting moment arm for PqH Yq 6.00ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 9.56 ft Eq.7-24 Resisting moment arm for PqV Xq 9.84ft Eq.7-25 I Base Sliding Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall WrI32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 14264.99 lb/ft Eq.7-30 Weight of soil above wall Wr13 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 7907.22lb/ft Eq.7-32 I Base sliding FSsl 2.368 Eq.7-33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I' Powered by KeyWalIPRO Page 61 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Overturning I Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr[32 0.00th/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. I Weight of reinforced mass Wri 14264.99lb(ft Eq.7-30 Weight of soil above wall Wr[3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 5.30ft Eq.7-35 Resisting moment arm for surcharge Xq[3 7.01 ft Eq.7-37 I Resisting moment arm in top slope Xr131 3.44ft Eq.7-36A1 Resisting moment arm in top slope XrI32 7.11 ft Eq.7-36A2 Resisting moment arm in top slope Xrf33 10.78 ft Eq.7-36A3 Resisting moment Mr 75553.09 lb-ft Eq.7-34 I Driving moment Mo 15132.29 lb-ft Eq.7-38 Overturning FSot 4.993 Eq.7-39 Bearing Capacity Equivalent bearing area B 8.47ft Eq.7-40 I Eccentricity of bearing force e 0.26ft Eq.7 41 Applied bearing pressure Qa 1900.68lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 14233.171b/ft2 Eq. 12-10 Bearing capacity FSbc 7.488 Eq. 12-11 I Tensile Overstress LIDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) I Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 89.33 4345.51 2.00 11.00 655.64 4 90.67 4345.51 2.00 9.00 553.61 8 93.33 4345.51 2.67 6.67 579.43 I 12 96.00 4345.51 2.67 4.00 398.04 16 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] 2 89.33 6.628 1.000 1.000 4 90.67 7.849 1.000 1.000 I 8 93.33 7.500 1.000 1.000 1.000 12 96.00 10.917 1.000 16 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) Course (ft) [7-61] [7-63] [7-64] [7-65] I 2 89.33 655.64 10690.14 6.79 10.67 4 90.67 553.61 8715.87 6.32 9.33 8 93.33 579.43 5314.20 5.40 6.67 12 96.00 398.04 2641.67 4.47 4.00 I 16 98.67 216.66 698.27 3.55 1.33 Layer/ Elevation FSpo I Course (ft) [7-66] 2 89.33 16.305 4 90.67 15.744 8 93.33 9.171 I 12 96.00 6.637 16 98.67 3.223 Internal Sliding I PsH PqdH PglH PsV Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 89.33 1936.60 0.00 789.37 0.00 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii Powered by KeyWallPRO Page 62 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PsH PqdH PglH PsV I Layer/ Elevation (lb/ft) (Ib/ft) (lb/ft) (Ib/ft} Course (ft) [7-67] [7-68] [7-69] [7-70] 4 90.67 1482.71 0.00 690.70 0.00 8 93.33 756.48 0.00 493.36 0.00 I 12 96.00 272.33 0.00 296.01 0.00 16 98.67 30.26 0.00 98.67 0.00 I PqdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) PaH (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 89.33 0.00 0.00 2725.97 0.00 I 4 90.67 0.00 0.00 2173.41 1249.84 0.00 8 93.33 0.00 0.00 0.00 12 96.00 0.00 0.00 568.35 0.00 16 98.67 0.00 0.00 128.93 0.00 I R's W'ri Vu Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsI I Course (ft) [7-75] [7-76] [7-77] 2251.97 [7-78] 2 89.33 5783.42 10574.92 2.948 4 90.67 5060.50 9253.05 2164.23 3.324 8 93.33 3614.64 6609.32 1988.73 4.483 I 12 96.00 2168.78 3965.59 1813.24 7.006 16 98.67 722.93 1321.86 1637.75 18.310 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Iblft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 89.33 655.64 3368.10 5.137 0.00 U 4 90.67 553.61 3368.10 6.084 0.00 8 93.33 579.43 2923.85 5.046 0.00 12 96.00 398.04 2301.91 5.783 0.00 16 98.67 216.66 1679.97 7.754 0.00 ICrest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45lb/ft Eq.7-83 I Uniform surcharge PqH 888.04 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84lb-ft Eq.7-89 Overturning moment Mo 51.56 lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ISeismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 I Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle Oext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient OKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 I Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz. component of Ps PsH 2451.01 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWalIPRO Page 63 Printed 9/11/2019 tor Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 I Horz. seismic earth pressure coefficient increment �KDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 3719.19 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 12 Horz. Eq.9-53 Horz.static+50%seismic total PaEHext 3085.10 lb/ft Eq.9-54 I Vert.total seismic earth pressure coefficient KaEVext 0.000 Eq.9 55 Vert. seismic earth pressure coefficient increment OKDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 I Vert.static+50%seismic total PaEHext 0.00Ib/ft 6885.00Eq.9-59 Weight of reduced width reinforced mass W'ilb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 I Weight of top slope for reduced rein. mass W'R 0.00 lb/ft Eq.9-64,69 Reduced distance for Wr[i Y'13 12.00 ft Eq.9-70 Weight of column W w 2519.99 lb/ft Eq.6-18 Horz. inertial force PR 1912.04 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 7907.22 lb/ft Eq.9-71 Seismic base sliding FSsl 1.582 Eq.9-72 I Overturning Total driving moment M13 250.63 lb/ft Eq.9-75 mental moment hIR 6.09ft Eq.9-76 Resisting moment Mr 75553.09 lb-ft Eq.9-73 I Driving moment Mo 25247.95lb-ft Eq.9-74 Seismic overturning FSot 2.992 Eq.9-77 Bearing Capacity Eccentricity of bearing force e 0.97ft Eq.9-78 I Applied bearing stress at leveling pad B 7.05ft Eq.9-79 Applied bearing pressure Qa 2022.57 lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 14233.171b/ft2 Eq. 12-10 I Bearing capacity FSbc 7.037 Eq. 12-11 Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) I Course (ft) [9-84] [9-87] [9-88] [9-89] 2 89.33 1277.61 716.44 5.272 6735.54 4 90.67 1126.72 667.58 5.978 6735.54 8 93.33 1023.32 569.85 6.582 6735.54 I 12 96.00 744.20 472.11 9.051 14.483 6735.54 16 98.67 465.08 374.38 6735.54 Pullout I ACn Fin Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 89.33 10690.14 1277.61 8.367 I 4 90.67 8715.87 1126.72 1023.32 7.736 8 93.33 5314.20 5.193 12 96.00 2641.67 744.20 3.550 16 98.67 698.27 465.08 1.501 I Internal Sliding APDynH APDynV R'swdyn OPIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [9-91] [9-92] [9-93] [9-94] 2 89.33 1002.02 0.00 5783.42 1699.59 4 90.67 767.17 0.00 5060.50 1487.14 8 93.33 391.41 0.00 3614.64 1062.24 I 12 96.00 140.91 0.00 2168.78 637.35 16 98.67 15.66 0.00 722.93 212.45 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii ri Powered by KeyWalIPRO Page 64 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall AWw AW9 I Layer/ Elevation (lb/ft) (lb/ft) FSsI Course (ft) [9-95] [9-96] [9-97] 2 89.33 2239.99 6120.00 2.154 4 90.67 1959.99 5355.00 2.416 I 8 93.33 1400.00 3825.00 2295.00 3.217 12 96.00 840.00 4.958 16 98.67 280.00 765.00 12.923 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 2 89.33 3368.10 1277.61 1126.72 2.636 4 90.67 3368.10 2.989 8 93.33 2923.85 1023.32 2.857 12 96.00 2301.91 744.20 3.093 I 16 98.67 1679.97 465.08 3.612 Crest Toppling Height from top layer to grade Hz 1.33ft Eq. ' Horz.total earth force �PDynH 0.00 lb/ft Eq.9-99 Vert.total earth force �PDynV 1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 I Overturning FSct 7.385 Eq.9-103 II I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PREUMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II 1� Powered by KeyWalIPRO Page 65 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 5 Details ISection 5 Cross-section II NM No . 111111111, 1 d- 1iii1 + - �. _ .. - - - - ..iI . - - - - mI.... I kb. { . I Section 5 Cross-section Details Upper Slope Angle (3 0.00° Crest Offset 0.00ft I Live Load ql 250lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 89.18ft Base of Section 86.67ft Design Height H 13.33ft Embedment Depth Hemb 2.52 ft *Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 23.2500 Pass L Min.Reinforcement Length 4.0000 10.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 4.0837 Pass MinHemb Minimum Embedment 24.0000 30.1811 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.39 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 5.19 Pass FSsI Base Sliding 1.50 2.44 Pass Seismic FSbc Bearing Capacity 1.50 6.82 Pass I FSct Crest Toppling 1.10 7.39 Pass FSot Overturning 1.50 3.00 Pass FSs1 Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I Powered by KeyWalIPRO Page 66 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 88.00 3.57 14.64 2.15 4.61 2 90.67 2.64 8.37 2.91 5.27 I 3 93.33 2.99 7.74 2.42 5.98 4 96.00 4.43 12.43 3.64 5.71 5 98.67 2.86 5.19 3.22 6.58 I Seismic Elevation Layer (ft) FScs FSpo FSsl FSto 1 88.00 1.99 8.14 2.03 3.97 I 2 90.67 2.39 6.71 2.49 3.26 4.78 3 93.33 2.60 5.20 6.00 4 96.00 2.75 3.53 4.89 8.04 5 98.67 3.05 1.46 12.13 12.21 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7 7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 13.33ft Eq.7-10 I Horizontal width of rein.zone at backslope L(3 8.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 13.33ft Eq.7-93 Elevation of influence of dead load Eqdinfl 13.33ft Eq.7-94 I External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 8.34ft Eq.7-3 Increase in width of reinforced zone due to 13 L° 0.00 ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L[i hmax 0.00 ft Eq.7-6 ' Maximum height of slope influence hmaxint 13.33ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00ft Eq.7-26 ' Horz. influence distance dint 4.63 ft Eq.7-27 Distance dead load applied for broken back L1gd 8.34 ft Eq.7-29 Earth pressure from soil weight Ps 3025.94 lb/ft Eq.7-12 Force of uniform surcharge Pq 986.71 lb/ft Eq.7-13 I Horz. component of Ps PsH 3025.94lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 986.71 lb/ft Eq.7-16 Horz. component of active earth force PaH 4012.65 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 4.44ft Eq.7-18 Resisting moment arm for PqH Yq 6.67 ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 10.62ft Eq.7-24 Resisting moment arm for PqV Xq 10.94 ft Eq.7-25 I Base Sliding Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 17649.99 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 9783.55lb/ft Eq.7-32 I Base sliding FSsl 2.438 Eq.7-33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 Powered by KeyWallPRO Page 67 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Overturning I Weight of soil above wall Wr(31 0.00Ib(ft Eq.7-31A1 Weight of soil above wall Wr132 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(i3 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. I Weight of reinforced mass Wri 17649.99lb(ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 5.89ft Eq.7-35 Resisting moment arm for surcharge Xq3 7.70ft Eq.7-37 I Resisting moment arm in top slope Xr(31 3.62ft Eq.7-36A1 Resisting moment arm in top slope Xr(32 7.80ft Eq.7-36A2 Resisting moment arm in top slope Xr63 11.97ft Eq.7-36A3 Resisting moment Mr 103960.09 lb-ft Eq.7-34 I Driving moment Overturning Mo 20026.70lb-ft 5.191 Eq.7-38 FSot Eq.7-39 Bearing Capacity Equivalent bearing area B 9.51 ft Eq.7-40 I Eccentricity of bearing force e 0.24ft Eq.7 41 Applied bearing pressure Qa 2075.10lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 15331.52 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.388 Eq. 12-11 ITensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) I Course (ft) [2-3] [7-54..57] [7-58..60] 12.00 [7-61] 2 88.00 4345.51 2.67 942.21 6 90.67 4345.51 2.67 9.33 760.82 10 93.33 4345.51 2.67 6.67 579.43 I 14 96.00 4345.51 2.67 4.00 398.04 18 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] 2 88.00 4.612 1.000 1.000 6 90.67 5.712 1.000 1.000 I 10 93.33 7.500 1.000 1.000 14 96.00 10.917 1.000 1.000 18 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) Course (ft) [7-61] [7-63] [7-64] [7-65] I 2 88.00 942.21 13798.36 7.79 12.00 6 90.67 760.82 9456.07 6.86 9.33 10 93.33 579.43 5842.91 5.94 6.67 14 96.00 398.04 2958.90 5.01 4.00 I 18 98.67 216.66 804.01 4.08 1.33 Layer/ Elevation FSpo I Course (ft) 88.00 [7-66] 2 14.645 6 90.67 12.429 10 93.33 10.084 I 14 96.00 7.434 18 98.67 3.711 Internal Sliding I PsH PqdH PgIH PsV Layer/ Elevation PsH (lb/ft) (Ib/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 88.00 2451.01 0.00 888.04 0.00 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 68 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PsH PqdH PglH PsV I Layer/ Elevation (Ibfft) (lb/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 6 90.67 1482.71 0.00 690.70 0.00 10 93.33 756.48 0.00 493.36 0.00 I 14 96.00 272.33 0.00 296.01 0.00 18 98.67 30.26 0.00 98.67 0.00 PqdVI PgIV PaH PaV Layer/ Elevation (lb/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 88.00 0.00 0.00 3339.05 0.00 I 6 90.67 0.00 0.00 2173.41 0.00 10 93.33 0.00 0.00 1249.84 0.00 14 96.00 0.00 0.00 568.35 0.00 18 98.67 0.00 0.00 128.93 0.00 R's W'ri V u Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] [7-78] 2 88.00 7392.33 13516.78 2339.72 2.915 6 90.67 5749.59 10513.05 2164.23 3.641 10 93.33 4106.85 7509.32 1988.73 4.877 I 14 96.00 2464.11 4505.59 1813.24 7.526 18 98.67 821.37 1501.86 1637.75 19.073 Connection Strength I Fgn Tconn Layer/ Elevation Fgn (lb/ft) FScs hinflmax(ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 88.00 942.21 3368.10 3.575 0.00 I 6 90.67 760.82 3368.10 4.427 0.00 10 93.33 579.43 2923.85 5.046 0.00 14 96.00 398.04 2301.91 5.783 0.00 18 98.67 216.66 1679.97 7.754 0.00 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45lb/ft Eq.7-83 I Uniform surcharge PqH 986.71 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77lb/ft Eq.7-87 I Resisting moment arm Xw 0.95 ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ISeismic Calculations General Equations Seismic inertial angle hint 22.13° Eq.9-3,4 I Internal horz.acceleration coefficient khint 0.407 Eq.9 22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 6ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient �KDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz.component of Ps PsH 3025.94 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert.force of dead load surcharge PqdV 0.00lb/ft Eq.7-21 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II r Powered by KeyWalIPRO Page 69 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 I Horz. seismic earth pressure coefficient increment OKDynH 0.153 Eq.9 51 Horz. Static+Seismic component PaEH 4591.59lb/ft Eq.9-52 Horz. Seismic component increment APDynH 1565.65lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 3808.76 lb/ft Eq.9-54 I Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment AKDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 I Vert.static+50%seismic total PaEVext 0.00 lb/ft 8850.00Eq.9-59 Weight of reduced width reinforced mass W'ilb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 I Weight of top slope for reduced rein. mass W'13 0,00 lb/ft Eq.9-64,69 Reduced distance for Wr[i Y'(3 13.33 ft Eq.9-70 Weight of column W w 2799.99 lb/ft Eq.6-18 Horz. inertial force PR 2368.44 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 9783.55 lb/ft Eq.9-71 Seismic base sliding FSsl 1.584 Eq.9-72 I Overturning Total driving moment M'(3 278.47 lb/ft Eq.9-75 mental moment hIR 6.75ft Eq.9-76 Resisting moment Mr 103960.09 lb-ft Eq.9-73 I Driving moment Mo 34642.82 lb-ft Eq.9-74 Seismic overturning FSot 3.001 Eq.9-77 Bearing Capacity I Eccentricity of bearing force e 1.07ft Eq.9-78 Applied bearing stress at leveling pad B 7.85 ft Eq.9-79 Applied bearing pressure Qa 2247.09 lb/ft2 Eq.9-80 Ultimate bearing pressure Quit 15331.52lb/ft2 Eq. 12-10 I Bearing capacity FSbc 6.823 Eq. 12-11 Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (Ib/ft) (lb/ft) FSto (Ib/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 88.00 1695.13 878.89 3.973 6735.54 6 90.67 1409.25 774.39 4.780 6735.54 10 93.33 1123.37 669.90 5.996 6735.54 ' 14 96.00 837.48 565.40 8.043 6735.54 18 98.67 551.60 460.91 12.211 6735.54 Pullout I ACn Fin Layer/ Elevation ACn (Iblft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 88.00 13798.36 1695.13 8.140 I 6 90.67 9456.07 1409.25 6.710 10 93.33 5842.91 1123.37 5.201 14 96.00 2958.90 837.48 3.533 18 98.67 804.01 551.60 1.458 IInternal Sliding APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [9-91] [9-92] [9-93] [9-94] 2 88.00 1268.18 0.00 7392.33 2131.60 6 90.67 767.17 0.00 5749.59 1657.91 10 93.33 391.41 0.00 4106.85 1184.22 I 14 96.00 140.91 0.00 2464.11 710.53 18 98.67 15.66 0.00 821.37 236.84 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IIF Powered by KeyWalIPRO Page 70 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall AWw AWi I Layer/ Elevation (lb/ft) (Iblft) FSsI Course (ft) [9-95] [9-96] [9-97] 2 88.00 2519.99 7965.00 2.034 6 90.67 1959.99 6195.00 2.494 I 10 93.33 1400.00 4425.00 3.264 14 96.00 840.00 2655.00 4.893 18 98.67 280.00 885.00 12.134 I Connection Strength Tconn Fin Layer/ Elevation (Ib/ft) (Ib/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 2 88.00 3368.10 1695.13 1.987 6 90.67 3368.10 1409.25 2.390 10 93.33 2923.85 1123.37 2.603 14 96.00 2301.91 837.48 2.749 I18 98.67 1679.97 551.60 3.046 Crest Toppling Height from top layer to grade Hz 1.33 ft Eq. I Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert. total earth force APDynV 1.89lb/ft Eq.9-100 Resisting moment Mr 457.181b-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 I Overturning FSct 7.385 Eq.9-103 I I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 'r Powered by KeyWalIPRO Page 71 Printed 9/11/2019 to Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 6 Details ISection 6 Cross-section .1 ME _M ..`1 II _fir l�� I Section 6 Cross-section Details Upper Slope Angle 13 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 87.82ft Base of Section 85.33 ft I Design Height H 14.67ft Embedment Depth Hemb 2.48 ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 20.4000 Pass L Min.Reinforcement Length 4.0000 11.0000 Pass I LJH Ratio Min.LJH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 4.6207 Pass MinHemb Minimum Embedment 24.0000 29.8189 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 2.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.30 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 5.36 Pass FSsI Base Sliding 1.50 2.50 Pass Seismic FSbc Bearing Capacity 1.50 6.65 Pass I FSct Crest Toppling 1.10 7.39 Pass FSot Overturning 1.50 3.01 Pass FSsI Base Sliding 1.10 1.59 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 F4 Powered by KeyWalIPRO Page 72 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 86.67 4.25 21.85 2.03 5.49 2 88.00 1.99 8.14 2.90 3.97 I 3 90.67 4.88 21.39 3.18 6.30 4 93.33 2.39 6.71 2.49 4.78 5 96.00 4.43 13.40 3.96 5.71 6 98.67 2.60 5.20 3.26 6.00 ISeismic Elevation Layer (ft) FScs FSpo FSsI FSto II 86.67 2.19 11.23 10.59 1.95 4.37 2 88.00 2.42 2.11 4.83 3 90.67 2.51 7.58 2.57 5.01 4 93.33 2.72 5.93 3.31 6.27 I 5 96.00 2.86 4.07 4.84 8.38 6 98.67 3.15 1.70 11.47 12.62 Static Calculations I General Equations Increase in height due to backslope hs 0.00 ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00 ft Eq.7-8 I Equivalent slope at back of rein.zone pext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 14.67ft Eq.7-10 Horizontal width of rein.zone at backslope Lp 9.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 14.67ft Eq.7-93 Elevation of influence of dead load Eqdinfl 14.67ft Eq.7-94 External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L'Width Eq.7-3 Increase in width of reinforced zone due top L" 0.00 ft Eq.7-4 I Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at LR hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 14.67ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 I Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00 ft Eq.7-26 Horz. influence distance dint 5.09 ft Eq.7-27 Distance dead load applied for broken back Lpgd 9.34 ft Eq.7-29 I Earth pressure from soil weight Ps 3661.38lb/ft Eq.7-12 Force of uniform surcharge Pq 1085.38 lb/ft Eq.7-13 Horz. component of Ps PsH 3661.38lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PgIH 1085.38lb/ft Eq.7-16 Horz. component of active earth force PaH 4746.77 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 4.89ft Eq.7-18 Resisting moment arm for PqH Yq 7.33ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 11.69ft Eq.7-24 Resisting moment arm for PqV Xq 12.03 ft Eq.7-25 Base Sliding Weight of soil above wall Wrp1 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wrp2 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wrp3 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 21394.99 lb/ft Eq.7-30 I Weight of soil above wall Wrp 0.00lb/ft Eq.7-31 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Ira Powered by KeyWalIPRO Page 73 Printed 9/11/2019 to Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Base sliding resistance Rs 11859.44 lb/ft Eq.7-32 I Base sliding FSsI 2.498 Eq.7-33 Overturning Weight of soil above wall Wr81 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr[32 0.00 lb/ft Eq.7-31A2 I Weight of soil above wall WrI33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.o0lb/ft Eq. Weight of reinforced mass Wri 21394.99 lb/ft Eq.7-30 Weight of soil above wall Wr[3 0.00lb/ft Eq.7-31 I Resisting moment arm for rein. zone Xri 6.48ft Eq.7-35 Resisting moment arm for surcharge Xqf3 8.39ft Eq.7-37 Resisting moment arm in top slope Xr[31 3.81 ft Eq.7-36A1 Resisting moment arm in top slope Xr[32 8.48ft Eq.7-36A2 I Resisting moment arm in top slope Xr(33 13.15ft Eq.7-36A3 Resisting moment Mr 138720.55 lb-ft Eq.7-34 Driving moment Mo 25859.59 lb-ft Eq.7-38 Overturning FSot 5.364 Eq.7-39 IBearing Capacity Equivalent bearing area B 10.55ft Eq.7-40 Eccentricity of bearing force e 0.22 ft Eq.7-41 I Applied bearing pressure Qa 2249.34lb/ft' Eq.7-42 Ultimate bearing pressure Qult 16430.141b/ftz Eq. 12-10 Bearing capacity FSbc 7.304 Eq. 12-11 Tensile Overstress I LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 86.67 4345.51 2.00 13.67 791.68 I 4 88.00 4345.51 2.00 11.67 689.65 8 90.67 4345.51 2.67 9.33 760.82 12 93.33 4345.51 2.67 6.67 579.43 16 96.00 4345.51 2.67 4.00 398.04 I 20 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] 2 86.67 5.489 1.000 1.000 4 88.00 6.301 1.000 1.000 I 8 90.67 5.712 1.000 1.000 12 93.33 7.500 1.000 1.000 16 96.00 10.917 1.000 1.000 20 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] [7-65] 2 86.67 791.68 17300.35 8.79 13.33 4 88.00 689.65 14750.04 8.32 12.00 8 90.67 760.82 10196.26 7.40 9.33 I 12 93.33 579.43 6371.62 6.47 6.67 16 96.00 398.04 3276.12 5.55 4.00 20 98.67 216.66 909.76 4.62 1.33 ILayer/ Elevation FSpo Course (ft) [7-66] 2 86.67 21.853 I 4 88.00 21.388 8 90.67 13.402 12 93.33 10.996 16 96.00 8.231 I 20 98.67 4.199 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I' Powered by KeyWalIPRO Page 74 Printed 9/11/2019 tilf Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Sliding I PsH PqdH PglH PsV Layer/ Elevation (Ib/ft) (lb/ft) (lb/ft) (lblft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 86.67 3025.94 0.00 986.71 0.00 I 4 88.00 2451.01 0.00 888.04 0.00 8 90.67 1482.71 0.00 690.70 0.00 12 93.33 756.48 0.00 493.36 0.00 16 96.00 272.33 0.00 296.01 0.00 20 98.67 30.26 0.00 98.67 0.00 PqdV PgIV PaH PaV I Layer/ Elevation (lb/ft) (lb/ft) (Iblft) [7-73] (lb/ft) Course (ft) [7-71] [7-72] [7-74] 2 86.67 0.00 0.00 4012.65 0.00 4 88.00 0.00 0.00 3339.05 0.00 I 8 90.67 0.00 0.00 2173.41 0.00 12 93.33 0.00 0.00 1249.84 0.00 16 96.00 0.00 0.00 568.35 0.00 20 98.67 0.00 0.00 128.93 0.00 1 R's W'ri Vu Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] 2427.46 [7-78] 2 86.67 9198.12 16818.65 2.897 4 88.00 8278.31 15136.78 2339.72 3.180 8 90.67 6438.68 11773.05 2164.23 3.958 I 12 93.33 4599.06 8409.32 1988.73 5.271 16 96.00 2759.44 5045.59 1813.24 8.046 20 98.67 919.81 1681.86 1637.75 19.837 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 86.67 791.68 3368.10 4.254 0.00 4 88.00 689.65 3368.10 4.884 0.00 8 90.67 760.82 3368.10 4.427 0.00 12 93.33 579.43 2923.85 5.046 0.00 I 16 96.00 398.04 2301.91 5.783 7.754 0.00 20 98.67 216.66 1679.97 0.00 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 1085.38 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations I General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 I External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle Oext 11.49° Eq.9 27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 75 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 I Vert. component of earth pressure coefficient KaV 0.000 Eq.9 13 Horz.component of Ps PsH 3661.38 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz.total seismic earth pressure coefficient KaEVext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment OKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 5555.83 lb/ft Eq.9-52 I Horz. Seismic component increment �PDynH 1894.44lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 4608.61 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment OKDynV 0.000 Eq.9-56 I Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert.static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass Wi 11055.00 lb/ft Eq.9-61 I Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00ft Eq.9-63 Weight of top slope for reduced rein. mass W'[3 0.00 lb/ft Eq.9-64,69 Reduced distance for Wr(3 Y'[i 14.67 ft Eq.9-70 I Weight of column W w 3079.99 lb/ft Eq.6-18 Horz. inertial force PR 2873.64 lb/ft Eq.9-60 Base Sliding I Base sliding resistance Rswdyn 11859.44 lb/ft Eq.9-71 Seismic base sliding FSsl 1.585 Eq.9-72 Overturning Total driving moment M'[3 306.32 lb/ft Eq.9-75 I Inerital moment hIR 7.40ft Eq.9-76 Resisting moment Mr 138720.55 lb-ft Eq.9-73 Driving moment Mo 46124.09 lb-ft Eq.9-74 Seismic overturning FSot 3.008 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 1.17ft Eq.9-78 Applied bearing stress at leveling pad B 8.66 ft Eq.9-79 Applied bearing pressure Qa 2471.74lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 16430.14lb/ft' Eq. 12-10 Bearing capacity FSbc 6.647 Eq. 12-11 Tensile Overstress ' Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 86.67 1539.89 842.68 4.374 6735.54 I 4 88.00 1393.46 798.28 4.834 6735.54 8 90.67 1344.35 709.49 5.010 6735.54 12 93.33 1074.18 620.71 6.270 6735.54 16 96.00 804.00 531.92 8.378 6735.54 I20 98.67 533.82 443.13 12.618 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 86.67 17300.35 1539.89 11.235 4 88.00 14750.04 1393.46 10.585 I 8 90.67 10196.26 1344.35 1074.18 7.585 12 93.33 6371.62 5.932 16 96.00 3276.12 804.00 4.075 20 98.67 909.76 533.82 1.704 I Internal Sliding 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IF Powered by KeyWalIPRO Page 76 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall APDynH APDynV R'swdyn APIR I Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 86.67 1565.65 0.00 9198.12 2612.40 4 88.00 1268.18 0.00 8278.31 2351.16 I 8 90.67 767.17 0.00 6438.68 1828.68 12 93.33 391.41 0.00 4599.06 1306.20 16 96.00 140.91 0.00 2759.44 783.72 20 98.67 15.66 0.00 919.81 261.24 I OWw AM Layer/ Elevation (lb/ft) (lb/ft) FSsl I Course (ft) [9-95] [9-96] [9-97] 2 86.67 2799.99 10050.00 1.947 4 88.00 2519.99 9045.00 2.115 8 90.67 1959.99 7035.00 2.566 I 12 93.33 1400.00 5025.00 3.305 16 96.00 840.00 3015.00 4.838 20 98.67 280.00 1005.00 11.474 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 2 86.67 3368.10 1539.89 1393.46 2.187 4 88.00 3368.10 2.417 8 90.67 3368.10 1344.35 2.505 12 93.33 2923.85 1074.18 2.722 I 16 96.00 2301.91 804.00 533.82 2.863 20 98.67 1679.97 3.147 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force pPDynH 0.00 lb/ft Eq.9-99 Vert. total earth force APDynV -1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 I Driving moment Overturning Mo 61.91 lb-ft Eq.9-102 FSct 7.385 Eq.9-103 I I I I 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ED Powered by KeyWalIPRO Page 77 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 7 Details ISection 7 Cross-section im I row NEW I Section 7 Cross-section Details Upper Slope Angle [i 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ftz Dead Offset qdofs 0.00 ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 86.21 ft Base of Section 84.00ft ' Design Height H 16.00ft Embedment Depth Hemb 2.21 ft Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 16.0100 Pass L Min.Reinforcement Length 4.0000 12.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 5.1578 Pass MinHemb Minimum Embedment 24.0000 26.5000 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.04 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 5.52 Pass FSsI Base Sliding 1.50 2.55 Pass Seismic FSbc Bearing Capacity 1.50 6.33 Pass I FSct Crest Toppling Overturning 1.10 7.39 3.01 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.59 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 'FaPowered by KeyWallPRO Page 78 Printed 9/11/2019 tor Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 85.33 3.00 18.86 2.89 4.37 2 88.00 2.19 11.23 1.95 3.87 I 3 90.67 2.42 10.59 2.11 4.83 4 93.33 3.57 16.66 3.45 4.61 5 96.00 2.51 7.58 2.57 5.01 6 98.67 4.43 14.37 4.28 5.71 ISeismic Elevation Layer (ft) FScs FSpo FSsl FSto II 85.33 1.68 10.60 1.88 3.37 2 88.00 1.95 9.11 2.19 3.91 3 90.67 2.33 7.56 2.63 4.65 4 93.33 2.50 5.89 3.34 5.75 I 5 96.00 2.57 4.02 4.79 7.53 6 98.67 2.71 1.64 10.91 10.88 Static Calculations I General Equations Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding Vs 0.0Oft Eq.7-8 I Equivalent slope at back of rein.zone [3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 16.00ft Eq.7-10 Horizontal width of rein.zone at backslope L(3 10.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 16.00ft Eq.7-93 Elevation of influence of dead load Eqdinfl 16.00ft Eq.7-94 External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 10.34ft Eq.7-3 Increase in width of reinforced zone due to 13 L" 0.00 ft Eq.7-4 ' Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at LQ hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 16.00ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 ' Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 Horz. influence distance dint 5.56ft Eq.7-27 Distance dead load applied for broken back Lpgd 10.34 ft Eq.7-29 I Earth pressure from soil weight Ps 4357.35lb/ft Eq.7-12 Force of uniform surcharge Pq 1184.06 lb/ft Eq.7-13 Horz. component of Ps PsH 4357.35 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PqIH 1184.O6lb/ft Eq.7-16 Horz. component of active earth force PaH 5541.41 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 5.33 ft Eq.7-18 Resisting moment arm for PqH Yq 8.0Oft Eq.7-19 I Vert. component of Ps PsV O.00Ib/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PqIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 12.75ft Eq.7-24 Resisting moment arm for PqV Xq 13.12ft Eq.7-25 Base Sliding Weight of soil above wall Wrp1 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wrp2 O.00Ib/ft Eq.7-31A2 Weight of soil above wall Wrp3 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 25499.99lb/ft Eq.7-30 I Weight of soil above wall Wrp O.00lb/ft Eq.7-31 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I r Powered by KeyWal/PRO Page 79 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Base sliding resistance Rs 14134.88 lb/ft Eq.7-32 I Base sliding FSsl 2.551 Eq.7-33 Overturning Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00lb/ft Eq.7-31A2 I Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 25499.99 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 I Resisting moment arm for rein. zone Xri 7.08ft Eq.7-35 Resisting moment arm for surcharge Xq(3 9.08ft Eq.7-37 Resisting moment arm in top slope Xr[i1 4.00 ft Eq.7-36A1 Resisting moment arm in top slope Xr[32 9.17ft Eq.7-36A2 I Resisting moment arm in top slope Xr[i3 14.34ft Eq.7-36A3 Resisting moment Mr 180475.68 lb-ft Eq.7-34 Driving moment Mo 32711.65 lb-ft Eq.7-38 Overturning FSot 5.517 Eq.7-39 I Bearing Capacity Equivalent bearing area B 11.59ft Eq.7-40 Eccentricity of bearing force e 0.21 ft Eq.7-41 I Applied bearing pressure Qa 2423.44lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 17062.581b/ft2 Eq. 12-10 Bearing capacity FSbc 7.041 Eq. 12-11 Tensile Overstress I LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] I 2 85.33 4345.51 2.67 14.67 1123.60 6 88.00 4345.51 2.67 12.00 942.21 10 90.67 4345.51 2.67 9.33 760.82 14 93.33 4345.51 2.67 6.67 579.43 I 18 96.00 4345.51 2.67 4.00 398.04 22 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] 002 85.33 3.868 1.000 1.000 6 88.00 4.612 1.000 1.000 I 10 90.67 5.712 1.000 1.000 14 93.33 7.500 1.000 1.000 18 96.00 10.917 1.000 1.000 22 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] [7-65] 2 85.33 1123.60 21196.11 9.79 14.67 6 88.00 942.21 15701.71 8.86 12.00 10 90.67 760.82 10936.46 7.94 9.33 I 14 93.33 579.43 6900.33 7.01 6.67 18 96.00 398.04 3593.35 6.08 4.00 22 98.67 216.66 1015.50 5.16 1.33 ILayer/ Elevation FSpo Course (ft) [7-66] 2 85.33 18.865 I 6 88.00 16.665 10 90.67 14.375 14 93.33 11.909 18 96.00 9.027 I 22 98.67 4.687 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I F Powered by KeyWallPRO Page 80 Printed 9/11/2019 to Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Sliding I Layer/ PsH PqdH PgIH PsV Elevation (lb/ft) (lb/ft) lb/ft) lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 85.33 3661.38 0.00 1085.38 0.00 I 6 88.00 2451.01 0.00 888.04 0.00 10 90.67 1482.71 0.00 690.70 0.00 14 93.33 756.48 0.00 493.36 0.00 18 96.00 272.33 0.00 296.01 0.00 22 98.67 30.26 0.00 98.67 0.00 PqdV PqIV PaH PaV I Layer/ Elevation (lb/ft) (Ib/ft) (lb/ft) [7-73] (Ib/ft) Course (ft) [7-71] [7-72] [7-74] 2 85.33 0.00 0.00 4746.77 0.00 6 88.00 0.00 0.00 3339.05 0.00 I 10 90.67 0.00 0.00 2173.41 1249.84 0.00 14 93.33 0.00 0.00 0.00 18 96.00 0.00 0.00 568.35 0.00 22 98.67 0.00 0.00 128.93 0.00 I R's W'ri V u Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] [7-78] 2 85.33 11200.79 20480.52 2515.21 2.890 6 88.00 9164.28 16756.79 2339.72 3.445 10 90.67 7127.78 13033.06 2164.23 4.275 I 14 93.33 5091.27 9309.33 1988.73 1813.24 5.665 18 96.00 3054.76 5585.60 8.565 22 98.67 1018.25 1861.87 1637.75 20.600 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 85.33 1123.60 3368.10 2.998 0.00 6 88.00 942.21 3368.10 3.575 0.00 10 90.67 760.82 3368.10 4.427 0.00 14 93.33 579.43 2923.85 5.046 0.00 I 18 96.00 398.04 2301.91 5.783 7.754 0.00 22 98.67 216.66 1679.97 0.00 Crest Toppling I Height from top layer to grade Hz 1.33 ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 1184.06 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations I General Equations Seismic inertial angle flint 22.13° Eq.9-3,4 Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 I External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle Aext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 I Dynamic active earth pressure coefficient OKDyn 0.153 Eq.9-9 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ,r Powered by KeyWalIPRO Page 81 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 I Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz. component of Ps PsH 4357.35 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 6611.89 lb/ft Eq.9-52 I Horz. Seismic component increment �PDynH 2254.54lb/ft Eq.9 53 Horz.static+50%seismic total PaEVext 5484.62 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment 4KDynV 0.000 Eq.9-56 I Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert.static+ 50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass W i 13500.00 lb/ft Eq.9-61 I Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 Weight of top slope for reduced rein. mass W'(3 0.00 lb/ft Eq.9-64,69 Reduced distance for Wr(i Y'8 16.00 ft Eq.9-70 I Weight of column W w 3359.99lb/ft Eq.6-18 Horz. inertial force PR 3427.64 lb/ft Eq.9-60 Base Sliding Base sliding resistance Rswdyn 14134.88 lb/ft Eq.9-71 I Seismic base sliding FSsl 1.586 Eq.9-72 Overturning Total driving moment M'3 334.17 lb/ft Eq.9-75 I mental moment hIR 8.07ft Eq.9-76 Resisting moment Mr 180475.68 lb-ft Eq.9-73 Driving moment Mo 59901.34 lb-ft Eq.9-74 Seismic overturning FSot 3.013 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 1.27ft Eq.9-78 Applied bearing stress at leveling pad B 9.46 ft Eq.9-79 I Applied bearing pressure Qa 2696.48 lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 17062.58 lb/ft2 Eq. 12-10 Bearing capacity FSbc 6.328 Eq. 12-11 Tensile Overstress I Fin Fdyn LTDS Layer/ Elevation Fin Fdyn FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 85.33 1999.71 1002.08 3.368 6735.54 I 6 88.00 1723.53 907.28 3.908 4.654 6735.54 10 90.67 1447.34 812.49 6735.54 14 93.33 1171.16 717.69 5.751 6735.54 18 96.00 894.98 622.90 7.526 6735.54 I22 98.67 618.79 528.10 10.885 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (Ib/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 85.33 21196.11 1999.71 10.600 6 88.00 15701.71 1723.53 9.110 I 10 90.67 10936.46 1447.34 7.556 14 93.33 6900.33 1171.16 5.892 18 96.00 3593.35 894.98 4.015 22 98.67 1015.50 618.79 1.641 I Internal Sliding NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II r Powered by KeyWallPRO Page 82 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall APDynH APDynV R'swdyn APIR I Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 85.33 1894.44 0.00 11200.79 3142.00 6 88.00 1268.18 0.00 9164.28 2570.73 I 10 90.67 767.17 0.00 7127.78 1999.45 14 93.33 391.41 0.00 5091.27 1428.18 18 96.00 140.91 0.00 3054.76 856.91 22 98.67 15.66 0.00 1018.25 285.64 AWw AW'i Layer/ Elevation (lb/ft) (lb/ft) FSsI I Course (ft) [9-95] [9-96] [9-97] 2 85.33 3079.99 12375.00 1.883 6 88.00 2519.99 10125.00 2.189 10 90.67 1959.99 7875.00 2.631 I 14 93.33 1400.00 5625.00 3375.00 3.343 18 96.00 840.00 4.789 22 98.67 280.00 1125.00 10.914 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 2 85.33 3368.10 1999.71 1.684 6 88.00 3368.10 1723.53 1.954 10 90.67 3368.10 1447.34 2.327 14 93.33 2923.85 1171.16 2.497 I 18 96.00 2301.91 894.98 2.572 22 98.67 1679.97 618.79 2.715 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert. total earth force APDynV -1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 ' Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I fi FraPowered by KeyWalIPRO Page 83 Printed 9/11/2019 by Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 8 Details Section 8 Cross-section I :4 - - 1 ..1 1 - - I r I Section 8 Cross-section Details Upper Slope Angle R 0.00° Crest Offset 0.00ft I Live Load ql 250lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 86.83 ft Base of Section 84.67ft ' Design Height H 15.33ft Embedment Depth Hemb 2.17ft *Embedment is included in Bearing Capacity ' Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 16.4600 Pass L Min.Reinforcement Length 4.0000 11.0000 Pass I UH Ratio Min.LJH Ratio 0.7000 0.7174 Pass La Min.Anchorage Length 1.0000 4.3894 Pass MinHemb Minimum Embedment 24.0000 26.0000 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 1.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 6.65 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 5.01 Pass FSsI Base Sliding 1.50 2.41 Pass Seismic FSbc Bearing Capacity 1.50 5.87 Pass I FSct Crest Toppling Overturning 1.10 7.39 2.77 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.52 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I� Powered by KeyWallPRO Page 84 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 85.33 4.08 23.65 2.66 5.26 2 88.00 1.68 10.60 1.88 3.37 I 3 90.67 3.57 15.22 3.18 2.19 4.61 4 93.33 1.95 9.11 3.91 5 96.00 4.43 12.98 3.96 5.71 6 98.67 2.33 7.56 2.63 4.65 ISeismic Elevation Layer (ft) FScs FSpo FSsl FSto II 85.33 2.00 11.58 1.77 3.99 2 88.00 2.01 8.57 2.07 4.02 3 90.67 2.42 7.08 2.51 4.83 4 93.33 2.62 5.51 3.22 6.04 I 5 96.00 2.76 3.76 4.69 8.06 6 98.67 3.02 1.55 11.02 12.12 Static Calculations I General Equations Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 I Equivalent slope at back of rein.zone (text 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 15.33 ft Eq.7-10 Horizontal width of rein.zone at backslope L13 9.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 15.33ft Eq.7-93 Elevation of influence of dead load Eqdinfl 15.33ft Eq.7-94 External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 9.34ft Eq.7-3 Increase in width of reinforced zone due to 3 L" 0.00 ft Eq.7-4 ' Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(3 hmax 0.00ft Eq.7-6 Maximum height of slope influence hmaxint 15.33ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 ' Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00ft Eq.7-26 Horz. influence distance dint 5.32ft Eq.7-27 Distance dead load applied for broken back L13gd 9.34 ft Eq.7-29 I Earth pressure from soil weight Ps 4001.80lb/ft Eq.7-12 Force of uniform surcharge Pq 1134.72 lb/ft Eq.7-13 Horz. component of Ps PsH 4001.80lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PqIH 1134.72lb/ft Eq.7-16 Horz.component of active earth force PaH 5136.52 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 5.11 ft Eq.7-18 Resisting moment arm for PqH Yq 7.67 ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 11.72ft Eq.7-24 Resisting moment arm for PqV Xq 12.08ft Eq.7-25 Base Sliding Weight of soil above wall Wr[31 0.00lb/ft Eq.7-31A1 I Weight of soil above wall Wr[32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 22367.49lb/ft Eq.7-30 I Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II W Powered by KeyWalIPRO 1 Page 85 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Base sliding resistance Rs 12398.50 lb/ft Eq.7-32 I Base sliding FSsl 2.414 Eq.7-33 Overturning Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 I Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 22367.49 lb/ft Eq.7-30 Weight of soil above wall Wr[3 0.00lb/ft Eq.7-31 I Resisting moment arm for rein.zone Xri 6.53ft Eq.7-35 Resisting moment arm for surcharge Xq[3 8.48 ft Eq.7-37 Resisting moment arm in top slope Xr131 3.90 ft Eq.7-36A1 Resisting moment arm in top slope Xr(32 8.58 ft Eq.7-36A2 I Resisting moment arm in top slope Xr[33 13.25ft Eq.7-36A3 Resisting moment Mr 146073.88 lb-ft Eq.7-34 Driving moment Mo 29153.18 lb-ft Eq.7-38 Overturning FSot 5.011 Eq.7-39 I Bearing Capacity Equivalent bearing area B 10.45ft Eq.7-40 Eccentricity of bearing force e 0.27 ft Eq.7-41 I Applied bearing pressure Qa 2362.95lb/ft2 Eq.7-42 Ultimate bearing pressure (Dull15721.94lb/ft2 Eq. 12-10 Bearing capacity FSbc 6.654 Eq. 12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] Ii 85.33 4345.51 2.00 14.33 825.69 5 88.00 4345.51 2.67 12.00 942.21 9 90.67 4345.51 2.67 9.33 760.82 13 93.33 4345.51 2.67 6.67 579.43 I 17 96.00 4345.51 2.67 4.00 398.04 21 98.67 4345.51 2.67 1.33 216.66 ' Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] 1 85.33 5.263 1.000 1.000 5 88.00 4.612 1.000 1.000 ' 9 90.67 5.712 1.000 1.000 13 93.33 7.500 1.000 1.000 17 96.00 10.917 1.000 1.000 21 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (Ib!ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] [7-65] 1 85.33 825.69 19531.66 9.02 14.67 5 88.00 942.21 14339.90 8.09 12.00 9 90.67 760.82 9877.27 7.17 9.33 I 13 93.33 579.43 6143.77 6.24 5.32 6.67 17 96.00 398.04 3139.41 4.00 21 98.67 216.66 864.19 4.39 1.33 ILayer/ Elevation FSpo Course (ft) [7-66] 1 85.33 23.655 IS 88.00 90.67 15.219 9 12.982 13 93.33 10.603 17 96.00 7.887 I 21 98.67 3.989 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II P' Powered by KeyWallPRO Page 86 Printed 9/11/2019 tor Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Internal Sliding I PsH PqdH PgIH PsV Layer/ Elevation (lb/ft) (Ib/ft) (lb/ft) lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1 85.33 3661.38 0.00 1085.38 0.00 I 5 88.00 2451.01 0.00 888.04 0.00 9 90.67 1482.71 0.00 690.70 0.00 13 93.33 756.48 0.00 493.36 0.00 17 96.00 272.33 0.00 296.01 0.00 21 98.67 30.26 0.00 98.67 0.00 PqdV PqIV PaH PaV I Layer/ Elevation (Ib/ft) (Iblft) (lb/ft) [7-73] (Ib/ft) Course (ft) [7-71] [7-72] [7-74] 1 85.33 0.00 0.00 4746.77 0.00 5 88.00 0.00 0.00 3339.05 0.00 I 9 90.67 0.00 0.00 2173.41 0.00 13 93.33 0.00 0.00 1249.84 0.00 17 96.00 0.00 0.00 568.35 0.00 21 98.67 0.00 0.00 128.93 0.00 R's W'ri Vu Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] [7-78] 1 85.33 10117.93 18500.51 2515.21 2.661 5 88.00 8278.31 15136.78 2339.72 3.180 9 90.67 6438.68 11773.05 2164.23 3.958 I 13 93.33 4599.06 8409.32 1988.73 1813.24 5.271 17 96.00 2759.44 5045.59 8.046 21 98.67 919.81 1681.86 1637.75 19.837 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] Ii 85.33 825.69 3368.10 4.079 3.575 0.00 5 88.00 942.21 3368.10 0.00 9 90.67 760.82 3368.10 4.427 0.00 13 93.33 579.43 2923.85 5.046 0.00 I 17 96.00 398.04 2301.91 5.783 0.00 21 98.67 216.66 1679.97 7.754 0.00 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 1134.72 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert. force from live load surcharge PqIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations I General Equations Seismic inertial angle eint 22.13° Eq.9-3,4 Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 I External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle eext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II r Powered by KeyWallPRO Page 87 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 I Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz. component of Ps PsH 4001.80lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz. total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz.Static+Seismic component PaEH 6072.38 lb/ft Eq.9-52 I Horz. Seismic component increment OPDynH 2O70.58lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 5037.09 lb/ft Eq.9-54 Vert.total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment OKDynV 0.000 Eq.9-56 I Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment �PDynV 0.00 lb/ft Eq.9-58 Vert. static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass Wi 12247.50 lb/ft Eq.9-61 I Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 Weight of top slope for reduced rein. mass W'[3 0.00 lb/ft Eq.9-64,69 Reduced distance for Wr(3 Y'[3 15.33 ft Eq.9-70 I Weight of column W w 3219.991b/ft Eq.6-18 Horz. inertial force PR 3144.54 lb/ft Eq.9-60 Base Sliding Base sliding resistance Rswdyn 12398.50 lb/ft Eq.9-71 I Seismic base sliding FSs1 1.515 Eq.9-72 Overturning Total driving moment M'(3 320.24 lb/ft Eq.9-75 I Inerital moment hIR 7.73 ft 146073.88Eq.9-76 Resisting moment Mrlb-ft Eq.9-73 Driving moment Mo 52712.62 lb-ft Eq.9-74 Seismic overturning FSot 2.771 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 1.33ft Eq.9-78 Applied bearing stress at leveling pad B 8.35ft Eq.9-79 I Applied bearing pressure Qa 2679.42 lb/ft2 Eq.9-80 Ultimate bearing pressure Quit 15721.94lb/ftz Eq. 12-10 Bearing capacity FSbc 5.868 Eq. 12-11 Tensile Overstress I Fin Fdyn LTDS Layer/ Elevation (lb/ft) Fdyn FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 1 85.33 1686.90 955.68 3.993 6735.54 I 5 88.00 1673.81 857.57 4.024 6735.54 9 90.67 1394.32 759.46 4.831 6735.54 13 93.33 1114.82 661.35 6.042 6735.54 17 96.00 835.32 563.24 8.063 6735.54 I21 98.67 555.82 465.13 12.118 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 1 85.33 19531.66 1686.90 11.578 5 88.00 14339.90 1673.81 8.567 I 9 90.67 9877.27 1394.32 1114.82 7.084 13 93.33 6143.77 5.511 17 96.00 3139.41 835.32 3.758 21 98.67 864.19 555.82 1.555 IInternal Sliding NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 �' Powered by KeyWalIPRO Page 88 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall APDynH APDynV R'swdyn APIR I Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 1 85.33 1894.44 0.00 10117.93 3007.82 5 88.00 1268.18 0.00 8278.31 2460.95 I 9 90.67 767.17 0.00 6438.68 4599.06 1914.07 13 93.33 391.41 0.00 1367.19 17 96.00 140.91 0.00 2759.44 820.32 21 98.67 15.66 0.00 919.81 273.44 IAWw AW'i Layer/ Elevation (lb/ft) (lb/ft) FSsI I Course (ft) [9-95] [9-96] [9-97] 1 85.33 3079.99 11715.00 1.774 5 88.00 2519.99 9585.00 2.073 9 90.67 1959.99 7455.00 2.508 I 13 93.33 1400.00 5325.00 3195.00 3.218 17 96.00 840.00 4.685 21 98.67 280.00 1065.00 11.025 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] Il 85.33 3368.10 1686.90 1673.81 1.997 5 88.00 3368.10 2.012 9 90.67 3368.10 1394.32 2.416 13 93.33 2923.85 1114.82 2.623 I 17 96.00 2301.91 835.32 555.82 2.756 21 98.67 1679.97 3.022 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 I Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 'Ilfa Powered by KeyWalIPRO Page 89 Printed 9/11/2019 UN Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 9 Details ISection 9 Cross-section MX _''` - - - �' 'i MEI.`..,1 fi .`\ I t.''•..1 - - - _� `. av I Section 9 Cross-section Details Upper Slope Angle R 0.00° Crest Offset 0.00 ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33 ft Bottom Grade 88.08ft Base of Section 86.00ft I Design Height H 14.00ft Embedment Depth Hemb 2.08ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 17.4800 Pass L Min.Reinforcement Length 4.0000 10.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7143 Pass La Min.Anchorage Length 1.0000 3.8524 Pass MinHemb Minimum Embedment 24.0000 25.0000 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 3.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 6.57 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.82 Pass FSsI Base Sliding 1.50 2.35 Pass Seismic FSbc Bearing Capacity 1.50 5.86 Pass I FSct Crest Toppling 1.10 7.39 Pass FSot Overturning 1.50 2.74 Pass FSsl Base Sliding 1.10 1.51 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I ,� Powered by KeyWallPRO Page 90 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 88.00 2.00 11.58 1.77 3.99 2 90.67 2.79 11.10 2.91 3.60 I 3 93.33 2.01 8.57 2.07 4.02 4 96.00 4.43 12.01 3.64 5.71 5 98.67 2.42 7.08 2.51 4.83 I Seismic Elevation Layer (ft) FScs FSpo FSsl FSto 1 88.00 1.67 6.65 1.99 3.35 I 2 90.67 2.27 6.17 2.44 4.55 3 93.33 2.47 4.75 3.17 5.70 4 96.00 2.61 3.20 4.73 7.63 5 98.67 2.88 1.30 11.62 11.56 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone pext 0.00° Eq.7-9 Height of back of wall for ext.stability Next 14.00ft Eq.7-10 Horizontal width of rein.zone at backslope 143 8.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 14.00 ft Eq.7-93 Elevation of influence of dead load Eqdinfl 14.00ft Eq.7-94 I External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 I Internal failure plane ai 64.00° Eq.7-50 IWidth of reinforced zone L' 8.34ft Eq.7-3 Increase in width of reinforced zone due to 13 L° 0.00ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq.7-6 ' Maximum height of slope influence hmaxint 14.00ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 ' Horz. influence distance dint 4.86ft Eq.7-27 Distance dead load applied for broken back Lpgd 8.34 ft Eq.7-29 Earth pressure from soil weight Ps 3336.10 lb/ft Eq.7-12 Force of uniform surcharge Pq 1036.05 lb/ft Eq.7-13 I Horz. component of Ps PsH 3336.10lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 1036.05 lb/ft Eq.7-16 Horz. component of active earth force PaH 4372.15 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 4.67ft Eq.7-18 Resisting moment arm for PqH Yq 7.00 ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 10.66ft Eq.7-24 Resisting moment arm for PqV Xq 10.98ft Eq.7-25 I Base Sliding Weight of soil above wall Wrp1 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wri32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wrp3 0.00lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 18532.49 lb/ft Eq.7-30 Weight of soil above wall Wrp 0.001b/ft Eq.7-31 Base sliding resistance Rs 10272.73lb/ft Eq.7-32 I Base sliding FSsl 2.350 Eq.7-33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I F Powered by KeyWalIPRO Page 91 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Overturning I Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00lb/ft Eq. I Weight of reinforced mass Wri 18532.49lb/ft Eq.7-30 Weight of soil above wall Writ 0.00 Eq.7-31 Resisting moment arm for rein. zone Xri 5.94ft Eq.7-35 Resisting moment arm for surcharge Xq13 7.80ft Eq.7-37 I Resisting moment arm in top slope Xr[31 3.72ft Eq.7-36A1 Resisting moment arm in top slope Xr132 7.89ft Eq.7-36A2 Resisting moment arm in top slope Xr133 12.06 ft Eq.7-36A3 Resisting moment Mr 110026.28 lb-ft Eq.7-34 I Driving moment Overturning Mo 22820.79 lb-ft 4.821 Eq.7-38 FSot Eq.7-39 Bearing Capacity Equivalent bearing area B 9.41 ft Eq.7-40 I Eccentricity of bearing force e 0.29ft Eq.7-41 Applied bearing pressure Qa 2190.87lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 14404.12 lb/ft2 Eq. 12-10 Bearing capacity FSbc 6.575 Eq. 12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (Iblft) (ft) (ft) (lb/ft) I Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 3 88.00 4345.51 3.33 12.33 1206.10 7 90.67 4345.51 2.67 9.33 760.82 11 93.33 4345.51 2.67 6.67 579.43 I 15 96.00 4345.51 2.67 4.00 1.33 398.04 19 98.67 4345.51 2.67 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] 0 [] 3 88.00 3.603 1.000 1.000 7 90.67 5.712 1.000 1.000 Ill 93.33 7.500 1.000 1.000 15 96.00 10.917 1.000 1.000 19 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) Course (ft) [7-61] [7-63] [7-64] [7-65] I 3 88.00 1206.10 13388.22 7.56 12.00 7 90.67 760.82 9137.07 6.63 9.33 11 93.33 579.43 5615.06 5.70 6.67 15 96.00 398.04 2822.18 4.78 4.00 I19 98.67 216.66 758.44 3.85 1.33 Layer/ Elevation FSpo I Course (ft) [7-66] 3 88.00 11.100 7 90.67 12.009 93.33 9.691 Ill 15 96.00 7.090 19 98.67 3.501 Internal Sliding I PsH PqdH PgIH PsV Layer/ Elevation (Ib/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] I 3 88.00 2451.01 0.00 888.04 0.00 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PREUMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I Iv Powered by KeyWalIPRO Page 92 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PsH PqdH PglH PsV I Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 7 90.67 1482.71 0.00 690.70 0.00 11 93.33 756.48 0.00 493.36 0.00 I 15 96.00 272.33 0.00 296.01 0.00 19 98.67 30.26 0.00 98.67 0.00 I PqdV PgIV PaH PaV Layer/ Elevation (lb/ft) (Ib/ft) PaH (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 3 88.00 0.00 0.00 3339.05 0.00 I 7 90.67 0.00 0.00 2173.41 0.00 11 93.33 0.00 0.00 1249.84 0.00 15 96.00 0.00 0.00 568.35 0.00 19 98.67 0.00 0.00 128.93 0.00 IR's W'ri Vu Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] 2339.72 [7-78] 3 88.00 7392.33 13516.78 2.915 7 90.67 5749.59 10513.05 2164.23 3.641 11 93.33 4106.85 7509.32 1988.73 4.877 I 15 96.00 2464.11 4505.59 1813.24 7.526 19 98.67 821.37 1501.86 1637.75 19.073 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation Fgn (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 3 88.00 1206.10 3368.10 2.793 0.00 I 7 90.67 760.82 3368.10 4.427 5.046 0.00 11 93.33 579.43 2923.85 0.00 15 96.00 398.04 2301.91 5.783 0.00 19 98.67 216.66 1679.97 7.754 0.00 ICrest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45lb/ft Eq.7-83 I Uniform surcharge PqH 1036.05 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert. force from live load surcharge PgIV -8.77lb/ft Eq.7-87 I Resisting moment arm Xw 0.95 ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ISeismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 I Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient �KDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz.component of Ps PsH 3336.10 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I lir Powered by KeyWalIPRO Page 93 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 I Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 5062.23lb/ft Eq.9-52 Horz. Seismic component increment APDynH 1726.13 lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 4199.16 lb/ft Eq.9-54 I Vert. total seismic earth pressure coefficient KaEHext 0.000 Eq.9 55 Vert. seismic earth pressure coefficient increment �KDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 I Vert.static+50%seismic total PaEVext 0.00Ib(ft 9922.50Eq.9-59 Weight of reduced width reinforced mass W'ilb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00ft Eq.9-63 I Weight of top slope for reduced rein. mass W'(3 0.00lb/ft Eq.9-64,69 Reduced distance for Wr13 Y'(3 14.00 ft Eq.9-70 Weight of column W w 2939.99 lb/ft Eq.6-18 Horz. inertial force PR 2614.94 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 10272.73 lb/ft Eq.9-71 Seismic base sliding FSsl 1.508 Eq.9-72 I Overturning Total driving moment M'(3 292.40 lb/ft Eq.9-75 Inerital moment hIR 7.07ft Eq.9-76 Resisting moment Mr 110026.28 lb-ft Eq.9-73 I Driving moment Mo 40109.56 lb-ft Eq.9-74 Seismic overturning FSot 2.743 Eq.9-77 Bearing Capacity I Eccentricity of bearing force e 1.23ft Eq.9-78 Applied bearing stress at leveling pad B 7.55ft Eq.9-79 Applied bearing pressure Qa 2456.171b/ft2 Eq.9-80 Ultimate bearing pressure Qult 14404.121b/ft2 Eq. 12-10 I Bearing capacity FSbc 5.864 Eq. 12-11 Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (Ib/ft) I Course (ft) [9-84] [9-87] [9-88] 3.345 [9-89] 3 88.00 2013.49 964.84 6735.54 7 90.67 1481.47 846.61 4.547 6735.54 11 93.33 1181.85 728.38 5.699 6735.54 I 15 96.00 882.23 610.15 7.635 6735.54 19 98.67 582.62 491.92 11.561 6735.54 Pullout I ACn Fin Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 3 88.00 13388.22 2013.49 6.649 I 7 90.67 9137.07 1481.47 6.168 11 93.33 5615.06 1181.85 4.751 15 96.00 2822.18 882.23 3.199 19 98.67 758.44 582.62 1.302 I Internal Sliding APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (Ib/ft) I Course (ft) [9-91] [9-92] [9-93] [9-94] 3 88.00 1268.18 0.00 7392.33 2241.38 7 90.67 767.17 0.00 5749.59 1743.30 93.33 391.41 0.00 4106.85 1245.21Ill 15 96.00 140.91 0.00 2464.11 747.13 19 98.67 15.66 0.00 821.37 249.04 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II NI Powered by KeyWalIPRO Page 94 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall AWw AWl I Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] 3 88.00 2519.99 8505.00 1.992 7 90.67 1959.99 6615.00 2.435 Iii 93.33 1400.00 4725.00 3.173 15 96.00 840.00 2835.00 4.729 19 98.67 280.00 945.00 11.619 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 3 88.00 3368.10 2013.49 1.673 7 90.67 3368.10 1481.47 2.273 11 93.33 2923.85 1181.85 2.474 15 96.00 2301.91 882.23 2.609 I19 98.67 1679.97 582.62 2.883 Crest Toppling Height from top layer to grade Hz 1.33 ft Eq. I Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV 1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 I Overturning FSct 7.385 Eq.9-103 I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I P' Powered by KeyWalIPROlAlf Page 95 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 10 Details ISection 10 Cross-section I 4 4 4 + + 4 4 4 4 4 4 + 4 4 4 4 4 4 _f,''4- - - 1 -l.. IMMI.::, 1 OM N'i - - - :1 1 - - Emir I ,, 'I' I Section 10 Cross-section Details Upper Slope Angle [3 0.00° Crest Offset 0.00 ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 89.33ft Base of Section 87.33ft I Design Height H 12.67ft Embedment Depth Hemb 2.00ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 18.7500 Pass L Min.Reinforcement Length 4.0000 9.0000 Pass IL/H Ratio Min.L!H Ratio 0.7000 0.7105 Pass La Min.Anchorage Length 1.0000 3.3153 Pass MinHemb Minimum Embedment 24.0000 24.0000 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 1.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 6.48 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.61 Pass FSsI Base Sliding 1.50 2.28 Pass Seismic FSbc Bearing Capacity 1.50 5.86 Pass I FSct Crest Toppling Overturning 1.10 7.39 Pass FSot 1.50 2.71 Pass FSsI Base Sliding 1.10 1.50 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I ,rm Powered by KeyWalIPRO Page 96 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Layer Elevation (ft) FScs FSpo FSsl FSto 1 88.00 4.88 18.03 2.65 6.30 2 90.67 1.67 6.65 1.99 3.35 I 3 93.33 4.43 11.04 3.32 5.71 4 96.00 2.27 6.17 2.44 4.55 5 98.67 5.05 8.78 4.48 7.50 I Seismic Elevation Layer (ft) FScs FSpo FSsl FSto 1 88.00 2.36 8.70 1.90 4.71 I 2 90.67 2.48 6.18 2.36 3.12 4.96 3 93.33 2.74 4.77 6.31 4 96.00 2.97 3.23 4.78 8.68 5 98.67 3.47 1.35 12.32 13.90 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 12.67ft Eq.7-10 I Horizontal width of rein. zone at backslope 07.34ft Eq.7-11 Slope for internal analysis [lint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 12.67ft Eq.7-93 Elevation of influence of dead load Eqdinfl 12.67 ft Eq.7-94 I External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle bi 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 7.34ft Eq.7-3 Increase in width of reinforced zone due to R L" 0.00ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at 143 hmax 0.00ft Eq.7-6 I Maximum height of slope influence hmaxint 12.67ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 I Horz. influence distance dint 4.40ft Eq.7-27 Distance dead load applied for broken back Lf3qd 7.34 ft Eq.7-29 Earth pressure from soil weight Ps 2730.91 lb/ft Eq.7-12 Force of uniform surcharge Pq 937.38 lb/ft Eq.7-13 I Horz. component of Ps PsH 2730.91 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 937.38 lb/ft Eq.7-16 Horz. component of active earth force PaH 3668.29 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 4.22ft Eq.7-18 Resisting moment arm for PqH Yq 6.33ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force Pay 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 9.59ft Eq.7-24 Resisting moment arm for PqV Xq 9.89ft Eq.7-25 I Base Sliding Weight of soil above wall Wr131 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wrf33 0.00lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 15057.49 lb/ft Eq.7-30 Weight of soil above wall Wr13 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 8346.51 lb/ft Eq.7-32 I Base sliding FSsl 2.275 Eq.7-33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II ' Powered by KeyWalIPRO Page 97 Printed 9/11/2019 Version: 1.40.12.1050 1 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Overturning I Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. I Weight of reinforced mass Wri 15057.49 lb/ft Eq.7-30 Weight of soil above wall Wri3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 5.34ft Eq.7-35 Resisting moment arm for surcharge Xq(3 7.11 ft Eq.7-37 I Resisting moment arm in top slope Xr(31 3.53ft Eq.7-36A1 Resisting moment arm in top slope Xr(32 7.20ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 10.87 ft Eq.7-36A3 Resisting moment Mr 80455.88 lb-ft Eq.7-34 I Driving moment Overturning Mo 17467.23 lb-ft Eq.7-38 FSot 4.606 Eq.7-39 Bearing Capacity Equivalent bearing area B 8.37 ft Eq.7-40 I Eccentricity of bearing force e 0.32ft Eq.7 41 Applied bearing pressure Qa 2019.20lblft2 Eq.7-42 Ultimate bearing pressure Qult 13084.93 lb/ft2 Eq.12-10 Bearing capacity FSbc 6.480 Eq.12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) I Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 1 88.00 4345.51 2.00 11.67 689.65 5 90.67 4345.51 2.67 9.33 760.82 9 93.33 4345.51 2.67 6.67 579.43 I 13 96.00 4345.51 2.67 4.00 398.04 17 98.67 4345.51 2.67 1.33 216.66 I Layer! Elevation (ft) FSto qdfn gifn Course [7-62] [] [] 1 88.00 6.301 1.000 1.000 5 90.67 5.712 1.000 1.000 I 9 93.33 7.500 1.000 1.000 13 96.00 10.917 1.000 1.000 17 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (1b/ft) (ft) (ft) Course (ft) [7-61] [7-63] [7-64] [7-65] Ii 88.00 689.65 12436.54 7.02 12.00 5 90.67 760.82 8396.88 6.09 9.33 9 93.33 579.43 5086.35 5.17 6.67 13 96.00 398.04 2504.96 4.24 4.00 17 98.67 216.66 652.70 3.32 1.33 Layer/ Elevation FSpo I Course (ft) [7-66] 1 88.00 18.033 5 90.67 11.037 9 93.33 8.778 I 13 96.00 6.293 17 98.67 3.013 Internal Sliding I PsH PqdH PqIH PsV Layer/ Elevation PsH (lb/ft) (Ib/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 88.00 2451.01 0.00 888.04 0.00 Ii NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I r Powered by KeyWallPRO Page 98 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PsH PqdH PglH PsV I Layer! Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 5 90.67 1482.71 0.00 690.70 0.00 9 93.33 756.48 0.00 493.36 0.00 I 13 96.00 272.33 0.00 296.01 0.00 17 98.67 30.26 0.00 98.67 0.00 PqdVI PglV PaH PaV Layer/ Elevation (lb/ft) (Ib/ft) (Iblft) PaV Course (ft) [7-71] [7-72] [7-73] [7-74] 1 88.00 0.00 0.00 3339.05 0.00 I 5 90.67 0.00 0.00 2173.41 0.00 9 93.33 0.00 0.00 1249.84 0.00 13 96.00 0.00 0.00 568.35 0.00 17 98.67 0.00 0.00 128.93 0.00 I R's W'ri Vu Layer/ Elevation (Ib/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] 6506.35 [7-76] [7-77] [7-78] 1 88.00 11896.78 2339.72 2.649 5 90.67 5060.50 9253.05 2164.23 3.324 9 93.33 3614.64 6609.32 1988.73 4.483 I 13 96.00 2168.78 3965.59 1813.24 7.006 17 98.67 722.93 1321.86 1637.75 18.310 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 1 88.00 689.65 3368.10 4.884 0.00 5 90.67 760.82 3368.10 4.427 0.00 9 93.33 579.43 2923.85 5.046 0.00 13 96.00 398.04 2301.91 5.783 0.00 17 98.67 216.66 1679.97 7.754 0.00 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45lb/ft Eq.7-83 I Uniform surcharge PqH 937.38 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95 ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 I Seismic Calculations General Equations Seismic inertial angle hint 22.13° Eq.9-3,4 I Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 2730.91 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00lb/ft Eq.7-21 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Ii ILFIr Powered by KeyWalIPRO Page 99 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 I Horz. seismic earth pressure coefficient increment �KDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 4143.91 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 1413.00lb/ft Eq.9-53 Horz. static+50%seismic total PaEHext 3437.41 lb/ft Eq.9-54 I Vert. total seismic earth pressure coefficient KaEHext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment AKDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 I Vert.static+50%seismic total PaEHext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass W'i 7837.50lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 I Weight of top slope for reduced rein. mass W'[i 0.00 b/ft Eq.9-64,69 Reduced distance for Wr[3 Y'(3 12.67 ft Eq.9-70 Weight of column W w 2659.99 lb/ft Eq.6-18 Horz. inertial force PR 2134.14 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 8346.51 lb/ft Eq.9-71 Seismic base sliding FSsl 1.498 Eq.9-72 I Overturning Total driving moment M'(3 264.55 lb/ft Eq.9-75 lnerital moment hIR 6.42 ft Eq.9-76 Resisting moment Mr 80455.88 lb-ft Eq.9-73 I Driving moment Mo 29697.69 lb-ft Eq.9-74 Seismic overturning FSot 2.709 Eq.9-77 Bearing Capacity I Eccentricity of bearing force e 1.13ft Eq.9-78 Applied bearing stress at leveling pad B 6.74ft Eq.9-79 Applied bearing pressure Qa 2233.43 lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 13084.93 lb/ft2 Eq. 12-10 I Bearing capacity FSbc 5.859 Eq. 12-11 Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) I Course (ft) [9-84] [9-87] [9-88] [9-89] 1 88.00 1428.95 833.77 4.714 6735.54 5 90.67 1358.64 723.78 4.958 6735.54 9 93.33 1067.27 613.80 6.311 6735.54 I 13 96.00 775.89 503.81 8.681 13.902 6735.54 17 98.67 484.52 393.82 6735.54 Pullout I ACn Fin Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 1 88.00 12436.54 1428.95 8.703 I 5 90.67 8396.88 1358.64 6.180 9 93.33 5086.35 1067.27 4.766 13 96.00 2504.96 775.89 3.228 17 98.67 652.70 484.52 1.347 I Internal Sliding APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [9-91] [9-92] [9-93] [9-94] 1 88.00 1268.18 0.00 6506.35 2021.82 5 90.67 767.17 0.00 5060.50 1572.52 9 93.33 391.41 0.00 3614.64 1123.23 I 13 96.00 140.91 0.00 2168.78 673.94 17 98.67 15.66 0.00 722.93 224.65 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWalIPRO Page 100 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall AWw AW'i I Layer/ Elevation (lb/ft) (lb/ft) FSsI Course (ft) [9-95] [9-96] [9-97] 1 88.00 2519.99 7425.00 1.904 5 90.67 1959.99 5775.00 2.356 I 9 93.33 1400.00 4125.00 2475.00 3.122 13 96.00 840.00 4.779 17 98.67 280.00 825.00 12.323 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] Ii 88.00 3368.10 1428.95 2.357 5 90.67 3368.10 1358.64 2.479 9 93.33 2923.85 1067.27 2.740 13 96.00 2301.91 775.89 2.967 I17 98.67 1679.97 484.52 3.467 Crest Toppling Height from top layer to grade Hz 1.33ft Eq. I Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert. total earth force pPDynV 1.891b/ft Eq.9-100 Resisting moment Mr 457.18lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I I I 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 Ifit Powered by KeyWalIPRO Page 101 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 11 Details ISection 11 Cross-section mil.`',, \`1 = - - - Fit I Section 11 Cross-section Details Upper Slope Angle [3 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft' Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 90.58 ft Base of Section 88.00ft I Design Height H 12.00ft Embedment Depth Hemb 2.58ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 27.4300 Pass L Min.Reinforcement Length 4.0000 9.0000 Pass IL/H Ratio Min.L/H Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 3.5466 Pass MinHemb Minimum Embedment 24.0000 31.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.53 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.99 Pass FSsI Base Sliding 1.50 2.37 Pass Seismic FSbc Bearing Capacity 1.50 7.07 Pass I FSct Crest Toppling Overturning 1.10 7.39 2.99 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PREUMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II 1� Powered by KeyWaIIPRO Page 102 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsl FSto 1 89.33 2.36 8.70 1.90 4.71 2 90.67 5.14 16.30 2.95 6.63 I 3 93.33 6.08 15.74 3.32 7.85 4 96.00 2.48 6.18 2.36 4.96 5 98.67 5.05 9.17 4.48 7.50 I Seismic Elevation Layer (ft) FScs FSpo FSsl FSto 1 89.33 2.64 8.37 2.15 5.27 I 2 90.67 2.99 7.74 5.19 2.42 5.98 3 93.33 2.86 3.22 6.58 4 96.00 3.09 3.55 4.96 9.05 5 98.67 3.61 1.50 12.92 14.48 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00 ft Eq.7-8 Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 12.00ft Eq.7-10 I Horizontal width of rein.zone at backslope L(3 7.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 12.00ft Eq.7-93 Elevation of influence of dead load Eqdinfl 12.00ft Eq.7-94 I External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 7.34ft Eq.7-3 Increase in width of reinforced zone due to 13 L" 0.00 ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at La hmax 0.00ft Eq.7-6 I Maximum height of slope influence hmaxint 12.00ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00ft Eq.7-26 I Horz. influence distance dint 4.17ft Eq.7-27 Distance dead load applied for broken back L(3gd 7.34 ft Eq.7-29 Earth pressure from soil weight Ps 2451.01 lb/ft Eq.7-12 Force of uniform surcharge Pq 888.04 lb/ft Eq.7-13 I Horz. component of Ps PsH 2451.01 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 888.04 lb/ft Eq.7-16 Horz. component of active earth force PaH 3339.05 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 4.00ft Eq.7-18 Resisting moment arm for PqH Yq 6.00 ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 9.56ft Eq.7-24 Resisting moment arm for PqV Xq 9.84 ft Eq.7-25 I Base Sliding Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr[32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 14264.99 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 7907.22 lb/ft Eq.7-32 I Base sliding FSsl 2.368 Eq.7-33 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I �V Powered by KeyWalIPRO Page 103 Printed 9/11/2019 Version: 1.40.12.1050 1 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Overturning I Weight of soil above wall Wri31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. I Weight of reinforced mass Wri 14264.99lb/ft Eq.7-30 Weight of soil above wall Wr(i 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 5.30ft Eq.7-35 Resisting moment arm for surcharge Xq(3 7.01 ft Eq.7-37 I Resisting moment arm in top slope Xr[i1 3.44ft Eq.7-36A1 Resisting moment arm in top slope Xr[32 7.11 ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 10.78ft Eq.7-36A3 Resisting moment Mr 75553.09 lb-ft Eq.7-34 I Driving moment Overturning Mo 15132.29 lb-ft 4.993 Eq.7-38 FSot Eq.7-39 Bearing Capacity Equivalent bearing area B 8.47 ft Eq.7-40 I Eccentricity of bearing force e 0.26ft Eq.7 41 Applied bearing pressure Qa 1900.68lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 14304.52 lb/ft' Eq. 12-10 Bearing capacity FSbc 7.526 Eq. 12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) I Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 89.33 4345.51 2.00 11.00 655.64 4 90.67 4345.51 2.00 9.00 553.61 8 93.33 4345.51 2.67 6.67 579.43 I 12 96.00 4345.51 2.67 4.00 398.04 16 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] 2 89.33 6.628 1.000 1.000 4 90.67 7.849 1.000 1.000 I 8 93.33 7.500 1.000 1.000 12 96.00 10.917 1.000 1.000 16 98.67 20.057 1.000 1.000 I Pullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) Course (ft) [7-61] [7-63] [7-64] [7-65] I 2 89.33 655.64 10690.14 6.79 10.67 4 90.67 553.61 8715.87 6.32 9.33 8 93.33 579.43 5314.20 5.40 6.67 12 96.00 398.04 2641.67 4.47 4.00 16 98.67 216.66 698.27 3.55 1.33 Layer/ Elevation FSpo I Course (ft) [7-66] 2 89.33 16.305 4 90.67 15.744 8 93.33 9.171 I 12 96.00 6.637 16 98.67 3.223 Internal Sliding I PsH PqdH PqlH PsV Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 89.33 1936.60 0.00 789.37 0.00 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 'I Powered by KeyWallPRO Page 104 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PsH PqdH PqIH PsV I Layer/ Elevation (lb/ft) {Ib/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 4 90.67 1482.71 0.00 690.70 0.00 8 93.33 756.48 0.00 493.36 0.00 I 12 96.00 272.33 0.00 296.01 0.00 16 98.67 30.26 0.00 98.67 0.00 I PqdV PgIV PaH PaV Layer/ Elevation (Iblft) (Ib/ft) PaH (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 89.33 0.00 0.00 2725.97 0.00 I 4 90.67 0.00 0.00 2173.41 0.00 8 93.33 0.00 0.00 1249.84 0.00 12 96.00 0.00 0.00 568.35 0.00 16 98.67 0.00 0.00 128.93 0.00 I R's W'ri V u Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl I Course (ft) [7-75] [7-76] [7-77] 2251.97 [7-78] 2 89.33 5783.42 10574.92 2.948 4 90.67 5060.50 9253.05 2164.23 3.324 8 93.33 3614.64 6609.32 1988.73 4.483 I 12 96.00 2168.78 3965.59 1813.24 1637.75 7.006 16 98.67 722.93 1321.86 18.310 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 89.33 655.64 3368.10 5.137 0.00 I 4 90.67 553.61 3368.10 6.084 0.00 8 93.33 579.43 2923.85 5.046 0.00 12 96.00 398.04 2301.91 5.783 0.00 16 98.67 216.66 1679.97 7.754 0.00 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 I Uniform surcharge PqH 888.04 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert. force from live load surcharge PgIV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84lb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 I Seismic Calculations General Equations Seismic inertial angle hint 22.13° Eq.9-3,4 I Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz. acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 2451.01 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IPraPowered by KeyWalIPRO Page 105 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 I Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz. Static+Seismic component PaEH 3719.19 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 12 Horz. Eq.9-53 Horz.static+50%seismic total PaEHext 3085.10 lb/ft Eq.9-54 I Vert. total seismic earth pressure coefficient KaEHext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment OKDynV 0.000 Eq.9-56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 I Vert. static+50%seismic total PaEVext 0.00 lb/ft 6885.00Eq.9-59 Weight of reduced width reinforced mass W'ilb(ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00ft Eq.9-63 I Weight of top slope for reduced rein. mass W'(3 0.00lb/ft Eq.9-64,69 Reduced distance for Wr(3 Y'(3 12.00 ft Eq.9-70 Weight of column Ww 2519.99 lb/ft Eq.6-18 Horz. inertial force PR 1912.04 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 7907.22 lb/ft Eq.9-71 Seismic base sliding FSsl 1.582 Eq.9-72 I Overturning Total driving moment M'[i 250.63 lb/ft Eq.9-75 mental moment hIR 6.09ft Eq.9-76 Resisting moment Mr 75553.09 lb-ft Eq.9-73 I Driving moment Mo 25247.95 lb-ft Eq.9-74 Seismic overturning FSot 2.992 Eq.9-77 Bearing Capacity I Eccentricity of bearing force e 0.97 ft Eq.9-78 Applied bearing stress at leveling pad B 7.05ft Eq.9-79 Applied bearing pressure Qa 2022.57 lb/ft2 Eq.9-80 Ultimate bearing pressure Quit 14304.52 lb/ft2 Eq. 12-10 I Bearing capacity FSbc 7.072 Eq. 12-11 Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) ' Course (ft) [9-84] [9-87] [9-88] [9-89] 2 89.33 1277.61 716.44 5.272 6735.54 4 90.67 1126.72 667.58 5.978 6735.54 8 93.33 1023.32 569.85 6.582 6735.54 ' 12 96.00 744.20 472.11 9.051 6735.54 16 98.67 465.08 374.38 14.483 6735.54 Pullout I ACn Fin Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 89.33 10690.14 1277.61 8.367 I 4 90.67 8715.87 1126.72 7.736 8 93.33 5314.20 1023.32 5.193 12 96.00 2641.67 744.20 3.550 16 98.67 698.27 465.08 1.501 IInternal Sliding APDynH APDynV R'swdyn APIR Layer! Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [9-91] [9-92] [9-93] [9-94] 2 89.33 1002.02 0.00 5783.42 1699.59 4 90.67 767.17 0.00 5060.50 1487.14 8 93.33 391.41 0.00 3614.64 1062.24 I 12 96.00 140.91 0.00 2168.78 637.35 16 98.67 15.66 0.00 722.93 212.45 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWallPRO Page 106 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall AWw OW'i I Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] 2 89.33 2239.99 6120.00 2.154 4 90.67 1959.99 5355.00 2.416 I 8 93.33 1400.00 3825.00 3.217 12 96.00 840.00 2295.00 4.958 16 98.67 280.00 765.00 12.923 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] I 2 89.33 3368.10 1277.61 2.636 4 90.67 3368.10 1126.72 2.989 8 93.33 2923.85 1023.32 2.857 12 96.00 2301.91 744.20 3.093 I16 98.67 1679.97 465.08 3.612 Crest Toppling Height from top layer to grade Hz 1.33ft Eq. I Harz.total earth force OPDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV 1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I I I I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II W Powered by KeyWa//PRO Page 107 Printed 9/11/2019 10 Version: 1.40.12.1050 1 Project: 17856-Store#519[Rev. 11 Tigard,Oregon Wall:Wall Section 12 Details 1 Section 12 Cross-section I 4 ,, 1 -1 1 ii? I Section 12 Cross-section Details Upper Slope Angle [i 0.00° Crest Offset 0.00ft I Live Load ql 2501b/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33 ft Bottom Grade 91.83 ft Base of Section 89.33 ft 1 Design Height H 10.67ft Embedment Depth Hemb 2.50 ft *Embedment is included in Bearing Capacity 1 Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 30.6100 Pass L Min.Reinforcement Length 4.0000 8.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 3.0095 Pass MinHemb Minimum Embedment 24.0000 30.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.53 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.76 Pass FSsI Base Sliding 1.50 2.29 Pass Seismic FSbc Bearing Capacity 1.50 7.22 Pass I FSct Crest Toppling Overturning 1.10 7.39 Pass FSot 1.50 2.98 Pass FSs1 Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I �� Powered by KeyWaIIPRO Page 108 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsl FSto 1 90.67 4.43 10.48 3.01 5.27 2 93.33 2.64 8.37 2.15 5.71 I 3 96.00 2.99 7.74 2.42 5.98 4 98.67 5.05 8.26 4.09 7.50 Seismic I Layer Elevation (ft) FScs FSpo FSsl FSto 1 90.67 2.42 5.73 2.33 4.84 2 93.33 2.69 4.40 3.16 6.19 I 3 96.00 2.93 2.96 5.03 8.57 4 98.67 3.47 1.22 13.88 13.92 Static Calculations I General Equations Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 I Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext. stability Hext 10.67ft Eq.7-10 Horizontal width of rein.zone at backslope LP 6.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 10.67ft Eq.7-93 Elevation of influence of dead load Eqdinfl 10.67ft Eq.7-94 External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 6.34 ft Eq.7-3 Increase in width of reinforced zone due to ft 0.00 ft Eq.7-4 I Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at LP hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 10.67ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 ' Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00 ft Eq.7-26 Horz. influence distance dint 3.70ft Eq.7-27 Distance dead load applied for broken back L13gd 6.34ft Eq.7-29 ' Earth pressure from soil weight Ps 1936.60 lb/ft Eq.7-12 Force of uniform surcharge Pq 789.37 lb/ft Eq.7-13 Horz. component of Ps PsH 1936.60 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PgIH 789.37lb/ft Eq.7-16 Horz. component of active earth force PaH 2725.97 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 3.56ft Eq.7-18 Resisting moment arm for PqH Yq 5.33ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 8.50ft Eq.7-24 Resisting moment arm for PqV Xq 8.75 ft Eq.7-25 Base Sliding Weight of soil above wall Wr[31 0.00lb/ft Eq.7-31A1 I Weight of soil above wall WrI32 0.00Ib/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 11239.99lb/ft Eq.7-30 I Weight of soil above wall Wrf3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 6230.43 lb/ft Eq.7-32 Base sliding FSsl 2.286 Eq.7-33 I Overturning NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I �i Powered by KeyWalIPRO Page 109 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 11239.99 lb/ft Eq.7-30 I Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 4.70ft Eq.7-35 Resisting moment arm for surcharge Xq[3 6.33ft Eq.7-37 Resisting moment arm in top slope Xr[31 3.25ft Eq.7-36A1 Resisting moment arm in top slope Xr(32 6.42ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 9.59ft Eq.7-36A3 Resisting moment Mr 52858.37 lb-ft Eq.7-34 Driving moment Mo 11095.67 lb-ft Eq.7-38 I Overturning FSot 4.764 Eq.7-39 Bearing Capacity Equivalent bearing area B 7.43ft Eq.7-40 Eccentricity of bearing force e 0.28ft Eq.7-41 Applied bearing pressure Qa 1725.99lb/ft2 Eq.7 42 Ultimate bearing pressure Qult 12990.401b/ft2 Eq. 12-10 Bearing capacity FSbc 7.526 Eq.12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] I 2 90.67 4345.51 2.67 9.33 6.67 760.82 6 93.33 4345.51 2.67 579.43 10 96.00 4345.51 2.67 4.00 398.04 14 98.67 4345.51 2.67 1.33 216.66 Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] I 2 90.67 5.712 1.000 1.000 1.000 6 93.33 7.500 1.000 10 96.00 10.917 1.000 1.000 14 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 5.79 [7-65] 2 90.67 760.82 7975.68 9.33 6 93.33 579.43 4785.49 4.86 6.67 10 96.00 398.04 2324.44 3.94 4.00 I 14 98.67 216.66 592.53 3.01 1.33 Layer/ Elevation FSpo Course (ft) [7-66] 2 90.67 10.483 6 93.33 8.259 10 96.00 5.840 I 14 98.67 2.735 Internal Sliding PsH PqdH PqIH PsV ILayer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 90.67 1482.71 0.00 690.70 0.00 6 93.33 756.48 0.00 493.36 0.00 I 10 96.00 272.33 0.00 296.01 0.00 14 98.67 30.26 0.00 98.67 0.00 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I 1 ra Powered by KeyWallPRO Page 110 Printed 9/11/2019 tor Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PqdV PgIV PaH PaV I Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 90.67 0.00 0.00 2173.41 0.00 6 93.33 0.00 0.00 1249.84 0.00 I 10 96.00 0.00 0.00 568.35 0.00 14 98.67 0.00 0.00 128.93 0.00 I R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 90.67 4371.40 7993.05 2164.23 3.007 I 6 93.33 3122.43 5709.32 1988.73 4.089 10 96.00 1873.46 3425.59 1813.24 6.487 14 98.67 624.49 1141.86 1637.75 17.546 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 90.67 760.82 3368.10 4.427 5.046 0.00 6 93.33 579.43 2923.85 0.00 10 96.00 398.04 2301.91 5.783 0.00 14 98.67 216.66 1679.97 7.754 0.00 ICrest Toppling Height from top layer to grade Hz 1.33 ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 I Uniform surcharge PqH 789.37 lb/ft Eq.7-84 Vert. component of Ps PsV 3.16 lb/ft Eq.7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft 330.84Eq.7-90 Resisting moment Mrlb-ft Eq.7-89 Overturning moment Mo 51.56 lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ISeismic Calculations General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 I Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 1936.60 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9 50 Horz. seismic earth pressure coefficient increment OKDynH 0.153 Eq.9-51 Horz.Static+Seismic component PaEH 2938.62 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 1002.02 lb/ft Eq.9-53 I Horz.static+50%seismic total PaEHext 2437.61 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment AKDynV 0.000 Eq.9-56 Vert. Static+ Seismic component PaEV 0.00 lb/ft Eq.9-57 I Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert.static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass W'i 5160.00 lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWaIIPRO Page 111 Printed 9/11/2019 isT Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Reduced height reinforced zone h' 0.00ft Eq.9-63 I Weight of top slope for reduced rein. mass W'(3 0.00lb(ft Eq.9-64,69 Reduced distance for Wr(3 Y'(3 10.67 ft Eq.9-70 Weight of column Ww 2239.99 lb/ft Eq.6-18 Horz. inertial force PR 1504.42 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 6230.43 lb/ft Eq.9-71 Seismic base sliding FSsl 1.581 Eq.9-72 I Overturning Total driving moment M'13 222.78 lb/ft Eq.9-75 Inerital moment hIR 5.43 ft Eq.9-76 Resisting moment Mr 52858.37 lb-ft Eq.9-73 I Driving moment Mo 17729.90 lb ft Eq.9-74 Seismic overturning FSot 2.981 Eq.9-77 Bearing Capacity Eccentricity of bearing force e 0.87 ft Eq.9-78 I Applied bearing stress at leveling pad B 6.25ft Eq.9-79 Applied bearing pressure Qa 1798.23lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 12990.40 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.224 Eq. 12-11 I Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) I Course (ft) [9-84] [9-87] [9-88] [9-89] 2 90.67 1391.03 756.17 4.842 6735.54 6 93.33 1088.67 635.20 6.187 6735.54 10 96.00 786.30 514.22 8.566 6735.54 I14 98.67 483.94 393.24 13.918 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (Ib/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 90.67 7975.68 1391.03 5.734 6 93.33 4785.49 1088.67 4.396 I 10 96.00 2324.44 786.30 2.956 14 98.67 592.53 483.94 1.224 Internal Sliding I APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 90.67 767.17 0.00 4371.40 1316.37 I 6 93.33 391.41 0.00 3122.43 940.26 10 96.00 140.91 0.00 1873.46 564.16 14 98.67 15.66 0.00 624.49 188.05 IAWw AW'i Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] I 2 90.67 1959.99 4515.00 2.329 6 93.33 1400.00 3225.00 3.164 10 96.00 840.00 1935.00 5.032 14 98.67 280.00 645.00 13.882 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs I Course (ft) [7-79] [9-84] [9-98] 2 90.67 3368.10 1391.03 2.421 6 93.33 2923.85 1088.67 2.686 I 10 96.00 2301.91 786.30 2.928 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II � Powered by KeyWalIPRO Page 112 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Tconn Fin I Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] 14 98.67 1679.97 483.94 3.471 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force OPDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89 lb/ft Eq.9-100 I Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 Ib-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II II Powered by KeyWalIPRO Page 113 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 178`.i6-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 13 Details ISection 13 Cross-section I ,t 4 4 4 4, 4, 4, 4 4 4 4 4, 4, 4, 4 4 4 4 V''' . ,t . , I .„ \I- _____ _ 1 \,. , I Section 13 Cross-section Details Upper Slope Angle [i 0.00° Crest Offset 0.00 ft I Live Load ql 250 lb/ft2 Live Offset glofs 0.00 ft Dead Load qd 0 lb/ft' Dead Offset qdofs 0.00 ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 93.08 ft Base of Section 90.67 ft I Design Height H 9.33ft Embedment Depth Hemb 2.42ft *Embedment is included in Bearing Capacity Empirical Checks I Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 34.9400 Pass L Min.Reinforcement Length 4.0000 7.0000 Pass I UH Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 2.4724 Pass MinHemb Minimum Embedment 24.0000 29.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.53 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.50 Pass FSsl Base Sliding 1.50 2.19 Pass Seismic FSbc Bearing Capacity 1.50 7.42 Pass I FSct Crest Toppling 1.10 7.39 Pass FSot Overturning 1.50 2.97 Pass FSsl Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER It fii Pr I Powered by KeyWaIIPRO Page 114 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsl FSto 1 92.00 6.23 10.88 2.33 8.36 2 93.33 2.42 5.73 3.11 4.84 I 3 96.00 7.00 10.19 3.70 10.41 4 98.67 2.69 4.40 3.16 6.19 Seismic I Layer Elevation (ft) FScs FSpo FSsl FSto 1 92.00 3.19 5.57 2.60 6.64 2 93.33 3.42 4.98 3.10 7.87 I 3 96.00 3.33 2.91 5.12 9.75 4 98.67 4.25 1.23 15.07 17.05 Static Calculations I General Equations Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00ft Eq.7-8 I Equivalent slope at back of rein.zone [text 0.00° Eq.7-9 Height of back of wall for ext.stability Hext 9.33ft Eq.7-10 Horizontal width of rein.zone at backslope L(3 5.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 I Elevation of influence of live load Eqlinfl 9.33ft Eq.7-93 Elevation of influence of dead load Eqdinfl 9.33ft Eq.7-94 External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle Si 0.00° Eq.7-44 I External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 Width of reinforced zone L' 5.34 ft Eq.7-3 Increase in width of reinforced zone due to(3 L" 0.00 ft Eq.7-4 I Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq.7-6 Maximum height of slope influence hmaxint 9.33ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 I Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein. area at int.failure plane hint 0.00 ft Eq.7-26 Horz. influence distance dint 3.24 ft Eq.7-27 Distance dead load applied for broken back L[3gd 5.34ft Eq.7-29 I Earth pressure from soil weight Ps 1482.71 lb/ft Eq.7-12 Force of uniform surcharge Pq 690.70 lb/ft Eq.7-13 Horz. component of Ps PsH 1482.71 lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 I Horz.force of live load surcharge PgIH 690.70lb/ft Eq.7-16 Horz. component of active earth force PaH 2173.41 lb/ft Eq.7-17 Resisting moment arm for PsH Ys 3.11 ft Eq.7-18 Resisting moment arm for PqH Yq 4.67 ft Eq.7-19 I Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Vert.force of live load surcharge PqIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 I Resisting moment arm for PsV Xs 7.44ft Eq.7-24 Resisting moment arm for PqV Xq 7.66 ft Eq.7-25 Base Sliding Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall WrI32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 8575.00 lb/ft Eq.7-30 I Weight of soil above wall MO0.00lb/ft 4753.20Eq.7-31 Base sliding resistance Rslb/ft Eq.7-32 Base sliding FSsl 2.187 Eq.7-33 I Overturning NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II ' r Powered by KeyWalIPRO Page 115 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr[31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr[32 0.00lb(ft Eq.7-31A2 Weight of soil above wall WrI33 0.00 lb/ft Eq.7-31A3 Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 8575.00 lb/ft Eq.7-30 I Weight of soil above wall Wr[i 0.00 lb/ft Eq.7-31 Resisting moment arm for rein.zone Xri 4.11 ft Eq.7-35 Resisting moment arm for surcharge Xq(3 5.64 ft Eq.7-37 Resisting moment arm in top slope Xr131 3.06 ft Eq.7-36A1 I Resisting moment arm in top slope Xr(32 5.73ft Eq.7-36A2 Resisting moment arm in top slope Xr(33 8.41 ft Eq.7-36A3 Resisting moment Mr 35234.74 lb-ft Eq.7-34 Driving moment Mo 7836.14 lb-ft Eq.7-38 I Overturning FSot 4.496 Eq.7-39 Bearing Capacity Equivalent bearing area B 6.39ft Eq.7-40 Eccentricity of bearing force e 0.30ft Eq.7-41 I Applied bearing pressure Qa 1550.93lb/ft2 Eq.7 42 Ultimate bearing pressure Qult 11675.57 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.528 Eq.12-11 I Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] I 2 92.00 4345.51 2.00 8.33 519.60 4 93.33 4345.51 2.00 6.33 417.57 8 96.00 4345.51 2.67 4.00 398.04 12 98.67 4345.51 2.67 1.33 216.66 I Layer/ Elevation FSto qdfn qlfn Course (ft) [7-62] [] [] I 2 92.00 8.363 1.000 1.000 1.000 4 93.33 10.407 1.000 8 96.00 10.917 1.000 1.000 12 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 4.79 [7-65] 2 92.00 519.60 5654.99 8.00 4 93.33 417.57 4256.78 4.32 6.67 8 96.00 398.04 2007.22 3.40 4.00 I 12 98.67 216.66 486.79 2.47 1.33 Layer/ Elevation FSpo I Course (ft) 92.00 [7-66] 2 10.883 4 93.33 10.194 8 96.00 5.043 I 12 98.67 2.247 Internal Sliding PsH PqdH PqIH PsV I Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 92.00 1089.34 0.00 592.03 0.00 4 93.33 756.48 0.00 493.36 0.00 I 8 96.00 272.33 0.00 296.01 0.00 12 98.67 30.26 0.00 98.67 0.00 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I � ; Powered by KeyWalIPRO Page 116 Printed 9/11/2019 Version: 1.40.12.1050 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall PqdV PglV PaH PaV I Layer/ Elevation (lb/ft) (Ib/ft) (lb/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 92.00 0.00 0.00 1681.37 0.00 4 93.33 0.00 0.00 1249.84 0.00 I 8 96.00 0.00 0.00 568.35 0.00 12 98.67 0.00 0.00 128.93 0.00 I R's W'ri V u Layer/ Elevation (Ib/ft) W'ri (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 92.00 3156.26 5771.19 2076.48 3.112 I 4 93.33 2630.22 4809.32 1988.73 3.696 8 96.00 1578.13 2885.59 1813.24 5.967 12 98.67 526.04 961.86 1637.75 16.783 I Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lbift) (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] I 2 92.00 519.60 3234.82 6.226 0.00 4 93.33 417.57 2923.85 7.002 0.00 8 96.00 398.04 2301.91 5.783 0.00 12 98.67 216.66 1679.97 7.754 0.00 ICrest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 I Uniform surcharge PqH 690.70 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV -8.77 lb/ft Eq.7-87 I Resisting moment arm Xw 0.95ft 330.84Eq.7-90 Resisting moment Mrlb-ft Eq.7-89 Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 ' Seismic Calculations General Equations Seismic inertial angle hint 22.13° Eq.9-3,4 ' Internal horz. acceleration coefficient khint 0.407 Eq.9-22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 External seismic inertial angle 8ext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 I Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient AKDyn 0.153 Eq.9-9 Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 I Horz. component of Ps PsH 1482.71 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 Horz.Static+Seismic component PaEH 2249.88 lb/ft Eq.9-52 Horz. Seismic component increment APDynH 767.17 lb/ft Eq.9-53 I Horz.static+50%seismic total PaEHext 1866.29 lb/ft Eq.9-54 Vert.total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 Vert. seismic earth pressure coefficient increment AKDynV 0.000 Eq.9-56 Vert. Static+ Seismic component PaEV 0.00 lb/ft Eq.9-57 I Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert.static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 Weight of reduced width reinforced mass W'i 3675.00 lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II F Powered by KeyWaIIPRO Page 117 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Reduced height reinforced zone h' 0.00ft Eq.9-63 I Weight of top slope for reduced rein. mass W'(3 0.00lb/ft Eq.9 64,69 Reduced distance for Wr(3 Y'(3 9.33 ft Eq.9-70 Weight of column W w 1959.99lblft Eq.6-18 Horz. inertial force PR 1145.59 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 4753.20 lb/ft Eq.9-71 Seismic base sliding FSsl 1.578 Eq.9-72 I Overturning Total driving moment M'(3 194.93 lb/ft Eq.9-75 Inerital moment hIR 4.78ft Eq.9-76 Resisting moment Mr 35234.74 lb-ft Eq.9-73 I Driving moment Mo 11879.06 lb-ft Eq.9-74 Seismic overturning FSot 2.966 Eq.9-77 Bearing Capacity Eccentricity of bearing force e 0.78ft Eq.9-78 I Applied bearing stress at leveling pad B 5.45ft Eq.9-79 Applied bearing pressure Qa 1574.16lb/ft2 Eq.9-80 Ultimate bearing pressure Qult 11675.57 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.417 Eq. 12-11 I Tensile Overstress Fin Fdyn LTDS Layer/ Elevation (lb/ft) (lb/ft) FSto (lb/ft) I Course (ft) [9-84] [9-87] [9-88] [9-89] 2 92.00 1014.61 589.48 6.639 6735.54 4 93.33 855.58 532.48 7.873 6735.54 8 96.00 690.55 418.47 9.754 6735.54 I12 98.67 395.16 304.46 17.045 6735.54 Pullout ACn Fin I Layer/ Elevation (lb/ft) (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 92.00 5654.99 1014.61 5.574 4 93.33 4256.78 855.58 4.975 I 8 96.00 2007.22 690.55 2.907 12 98.67 486.79 395.16 1.232 Internal Sliding I APDynH APDynV R'swdyn OPIR Layer/ Elevation (Ib/ft) (lb/ft) (lb/ft) (Ib/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 92.00 563.64 0.00 3156.26 981.94 I 4 93.33 391.41 0.00 2630.22 818.28 8 96.00 140.91 0.00 1578.13 490.97 12 98.67 15.66 0.00 526.04 163.66 IAWw AW'i Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] I 2 92.00 1680.00 3150.00 2.596 4 93.33 1400.00 2625.00 3.104 8 96.00 840.00 1575.00 5.119 12 98.67 280.00 525.00 15.073 I Connection Strength Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs I Course (ft) [7-79] [9-84] [9-98] 2 92.00 3234.82 1014.61 3.188 4 93.33 2923.85 855.58 3.417 I 8 96.00 2301.91 690.55 3.333 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I Ira Powered by KeyWalIPRO Page 118 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Tconn Fin I Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] 12 98.67 1679.97 395.16 4.251 I Crest Toppling Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89lb/ft Eq.9-100 I Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I I I I I I I I I I I I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I IF Powered by KeyWalIPRO Page 119 Printed 9/11/2019 1.01 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 14 Details ISection 14 Cross-section a I I Section 14 Cross-section Details Upper Slope Angle R 0.00° Crest Offset 0.00ft I Live Load ql 250 lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 94.33 ft Base of Section 92.00ft ' Design Height H 8.00ft Embedment Depth Hemb 2.33ft *Embedment is included in Bearing Capacity Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 41.1800 Pass L Min.Reinforcement Length 4.0000 6.0000 Pass I L/H Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 2.8612 Pass MinHemb Minimum Embedment 24.0000 28.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.6667 Pass I RsBottom Max.multiple of Hu at bottom 0.0000 2.0000 Pass RsTop Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.53 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 4.18 Pass FSsI Base Sliding 1.50 2.07 Pass Seismic FSbc Bearing Capacity 1.50 7.67 Pass I FSct Crest Toppling Overturning 1.10 7.39 Pass FSot 1.50 2.94 Pass FSsI Base Sliding 1.10 1.58 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER 1 FA Powered by KeyWalIPRO Page 120 Printed 9/11/2019 tor Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 93.33 5.05 6.43 3.30 6.64 2 96.00 3.19 5.57 2.60 7.50 I3 98.67 3.42 4.98 3.10 7.87 Seismic Elevation I Layer (ft) FScs FSpo FSsI FSto 1 93.33 3.02 3.85 3.04 6.96 2 96.00 3.48 2.56 5.22 10.19 3 98.67 2.69 1.24 16.59 10.77 IStatic Calculations General Equations I Increase in height due to backslope hs 0.00ft Eq.7-7 Width of rein. layer for internal sliding L°s 0.00ft Eq.7-8 Equivalent slope at back of rein.zone (text 0.00° Eq.7-9 Height of back of wall for ext. stability Next 8.00ft Eq.7-10 I Horizontal width of rein.zone at backslope 04.34ft Eq.7-11 Slope for internal analysis pint0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 8.00ft Eq.7-93 Elevation of influence of dead load Eqdinfl 8.00ft Eq.7-94 I External interface friction angle be 0.00° Eq.7-2 Internal interface friction angle bi 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 4.34ft Eq.7-3 Increase in width of reinforced zone due to(3 L" 0.00 ft Eq.7-4 Increase in height due to backslope h 0.00ft Eq.7-5 Increase in height due to backslope at L(3 hmax 0.00ft Eq.7-6 I Maximum height of slope influence hmaxint 8.00ft Eq.7 45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 I Horz. influence distance dint 2.78ft Eq.7-27 Distance dead load applied for broken back L(igd 4.34ft Eq.7-29 Earth pressure from soil weight Ps 1089.34lb/ft Eq.7-12 Force of uniform surcharge Pq 592.03 lb/ft Eq.7-13 I Horz. component of Ps PsH 1089.34lblft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 592.03 lb/ft Eq.7-16 Horz. component of active earth force PaH 1681.37lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 2.67ft Eq.7-18 Resisting moment arm for PqH Yq 4.00 ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 6.37 ft Eq.7-24 Resisting moment arm for PqV Xq 6.56 ft Eq.7-25 I Base Sliding Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr(33 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 6270.00 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 3475.52 lb/ft Eq.7-32 I Base sliding FSsl 2.067 Eq.7-33 Overturning Weight of soil above wall Wr(31 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr(32 0.00lblft Eq.7-31A2 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IIA, Powered by KeyWalIPRO Page 121 Printed 9/11/2019 1 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 6270.00 lb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Resisting moment arm for rein.zone Xri 3.52ft Eq.7-35 I Resisting moment arm for surcharge Xq3 4.95 ft Eq.7-37 Resisting moment arm in top slope Xr(31 2.87ft Eq.7-36A1 Resisting moment arm in top slope Xr132 5.05 ft Eq.7-36A2 Resisting moment arm in top slope Xr133 7.22 ft Eq.7-36A3 Resisting moment Mr 22041.02lb-ft Eq.7-34 Driving moment Mo 5273.01 lb-ft Eq.7-38 Overturning FSot 4.180 Eq.7-39 Bearing Capacity I Equivalent bearing area B 5.35 ft Eq.7 40 Eccentricity of bearing force e 0.33 ft Eq.7-41 Applied bearing pressure Qa 1375.29 lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 10359.69lb/ft2 Eq. 12-10 I Bearing capacity FSbc 7.533 Eq. 12-11 Tensile Overstress LTDS Acn Dn Fgn I Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 93.33 4345.51 2.67 6.67 579.43 6 96.00 4345.51 2.67 4.00 398.04 I 10 98.67 4345.51 2.67 1.33 216.66 Layer/ Elevation FSto qdfn qlfn I Course (ft) [7-62] 002 93.33 7.500 1.000 1.000 6 96.00 10.917 1.000 1.000 10 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer/ Elevation (lb/ft) (Ib/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] [7-65] 2 93.33 579.43 3728.07 3.79 6.67 6 96.00 398.04 1689.99 2.86 4.00 10 98.67 216.66 774.81 3.94 1.33 I Layer/ Elevation FSpo Course (ft) [7-66]I 2 93.33 6.434 6 96.00 4.246 10 98.67 3.576 ll Internal Sliding PsH PqdH PglH PsV Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70]I 2 93.33 756.48 0.00 493.36 0.00 6 96.00 272.33 0.00 296.01 0.00 10 98.67 30.26 0.00 98.67 0.00 PqdV PglV PaH PaV Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [7-71] [7-72] [7-73] [7-74] 2 93.33 0.00 0.00 1249.84 0.00 6 96.00 0.00 0.00 568.35 0.00 10 98.67 0.00 0.00 128.93 0.00 1 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I, Powered by KeyWalIPRO Page 122 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall I R's W'ri Vu Layer/ Elevation (Iblft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 2 93.33 2138.01 3909.32 1988.73 3.302 I 6 96.00 1282.81 2345.59 1813.24 5.447 10 98.67 427.60 781.86 1637.75 16.019 Connection Strength I Fgn Tconn hinflmax Layer/ Elevation Fgn (lb/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 93.33 579.43 2923.85 5.046 0.00 I 6 96.00 398.04 2301.91 5.783 7.754 0.00 10 98.67 216.66 1679.97 0.00 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 592.03 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert.force from live load surcharge PgIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations I General Equations Seismic inertial angle Sint 22.13° Eq.9-3,4 Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 I External seismic inertial angle 8ext 11.49° Eq.9 27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient OKDyn 0.153 Eq.9-9 I Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz. component of Ps PsH 1089.34 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 I Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz. total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 I Horz.Static+Seismic component PaEH 1652.97lb/ft Eq.9-52 Horz. Seismic component increment APDynH 563.64 lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 1371.16 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 I Vert. seismic earth pressure coefficient increment OKDynV 0.000 Eq.9 56 Vert. Static+Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert.static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 I Weight of reduced width reinforced mass W i 2430.00Ib/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq.9-62 Reduced height reinforced zone h' 0.00ft Eq.9-63 Weight of top slope for reduced rein. mass W'(3 0.00 lb/ft Eq.9-64,69 I Reduced distance for Wr(3 Y'(3 8.00 ft Eq.9-70 Weight of column W w 1680.00 lb/ft Eq.6-18 Horz. inertial force PR 835.56 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 3475.52 lb/ft Eq.9-71 Seismic base sliding FSsI 1.575 Eq.9-72 Overturning I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I Fa Powered by KeyWa//PROIAN Page 123 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Total driving moment M'[3 167.08 lb/ft Eq.9-75 I Inerital moment hIR 4.13ft 2204 Eq.9-76 Resisting moment Mr 1.02lb-ft Eq.9-73 Driving moment Mo 7485.86 lb-ft Eq.9-74 Seismic overturning FSot 2.944 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 0.68ft Eq.9-78 Applied bearing stress at leveling pad B 4.64 ft Eq.9-79 Applied bearing pressure Qa 1350.49 lb/ft2 Eq.9-80 I Ultimate bearing pressure Quit 10359.69 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.671 Eq. 12-11 Tensile Overstress I Fin Fdyn LTDS Layer/ Elevation Fin Fdyn FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 93.33 968.22 514.75 6.957 6735.54 I 6 96.00 660.99 388.90 10.190 6735.54 10 98.67 625.60 534.90 10.767 6735.54 Pullout I Layer/ Elevation ACn Fin ACn (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 93.33 3728.07 968.22 3.850 I 6 96.00 1689.99 660.99 625.60 2.557 10 98.67 774.81 1.239 Internal Sliding I APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 93.33 391.41 0.00 2138.01 696.30 I 6 96.00 140.91 0.00 1282.81 427.60 417.78 10 98.67 15.66 0.00 139.26 I AWw AW'i Layer/ Elevation (Ib!ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] 2 93.33 1400.00 2025.00 3.035 I 6 96.00 840.00 1215.00 5.224 10 98.67 280.00 405.00 16.591 Connection Strength I Tconn Fin Layer! Elevation (Ib!ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] 2 93.33 2923.85 968.22 3.020 I 6 96.00 2301.91 660.99 3.483 10 98.67 1679.97 625.60 2.685 Crest Toppling I Height from top layer to grade Hz 1.33 ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert. total earth force APDynV -1.89lb/ft Eq.9-100 Resisting moment Mr 457.18 lb-ft Eq.9-101 I Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PREUMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I r Powered by KeyWalIPRO Page 124 Printed 9/11/2019 Version: 1.40.12.1050 1 Project: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Section 15 Details 1 Section 15 Cross-section I 4, 44 44 44 4 4 4 4, 44 44 44 4 4 4 4 4, I r I lir .," I Section 15 Cross-section Details Upper Slope Angle (3 0.00° Crest Offset 0.00ft I Live Load ql 250lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0 lb/ft2 Dead Offset qdofs 0.00ft I Peak Acceleration As 0.38 Top of Section 100.33ft Bottom Grade 95.58ft Base of Section 93.33ft I Design Height H 6.67ft Embedment Depth Hemb 2.25ft *Embedment is included in Bearing Capacity I Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment% 10.0000 50.9400 Pass L Min.Reinforcement Length 4.0000 5.0000 Pass IL/H Ratio Min.UH Ratio 0.7000 0.7500 Pass La Min.Anchorage Length 1.0000 2.3241 Pass MinHemb Minimum Embedment 24.0000 27.0000 Pass Rs Max.Reinforcement Separation 0.0000 2.6667 Pass I RsBottom RsTop Max.multiple of Hu at bottom 0.0000 2.0000 Pass Max.multiple of Hu at top 0.0000 2.0000 Pass External Checks I Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.54 Pass FSct Crest Toppling 1.50 6.42 Pass I FSot Overturning 2.00 3.80 Pass FSsI Base Sliding 1.50 1.92 Pass Seismic FSbc Bearing Capacity 1.50 8.02 Pass I FSct Crest Toppling Overturning 1.10 7.39 2.91 Pass FSot 1.50 Pass FSsl Base Sliding 1.10 1.57 Pass I Internal and Local Checks NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I i Powered by KeyWalIPRO Page 125 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Static I Elevation Layer (ft) FScs FSpo FSsI FSto 1 94.67 6.81 5.72 3.66 6.96 2 96.00 3.02 3.85 3.04 11.33 I3 98.67 8.18 4.88 4.93 15.44 Seismic Elevation I Layer (ft) FScs FSpo FSsI FSto 1 94.67 4.07 3.41 3.83 10.48 2 96.00 4.78 2.85 5.35 13.97 3 98.67 3.22 1.28 18.59 12.91 IStatic Calculations General Equations I Increase in height clue to backslope hs 0.00 ft Eq.7-7 Width of rein. layer for internal sliding L"s 0.00 ft Eq.7-8 Equivalent slope at back of rein.zone (3ext 0.00° Eq.7-9 Height of back of wall for ext. stability Hext 6.67ft Eq.7-10 I Horizontal width of rein.zone at backslope L[i 3.34ft Eq.7-11 Slope for internal analysis pint 0.00° Eq.7-46 Elevation of influence of live load Eqlinfl 6.67 ft Eq.7-93 Elevation of influence of dead load Eqdinfl 6.67 ft Eq.7-94 I External interface friction angle Se 0.00° Eq.7-2 Internal interface friction angle bi 0.00° Eq.7-44 External failure plane ae 59.50° Eq.5-5 Internal failure plane ai 64.00° Eq.7-50 I Width of reinforced zone L' 3.34ft Eq.7-3 Increase in width of reinforced zone due to R L° 0.00 ft Eq.7-4 Increase in height due to backslope h 0.00 ft Eq.7-5 Increase in height due to backslope at La hmax 0.00 ft Eq.7-6 I Maximum height of slope influence hmaxint 6.67ft Eq.7-45 External active earth pressure Kaext 0.296 Eq.7-1 Internal active earth pressure Kaint 0.189 Eq.7-43 Height above rein.area at int.failure plane hint 0.00ft Eq.7-26 I Horz. influence distance dint 2.31 ft Eq.7-27 Distance dead load applied for broken back L[3gd 3.34 ft Eq.7-29 Earth pressure from soil weight Ps 756.48lb/ft Eq.7-12 Force of uniform surcharge Pq 493.36 lb/ft Eq.7-13 I Horz. component of Ps PsH 756.48lb/ft Eq.7-14 Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Horz.force of live load surcharge PgIH 493.36 lb/ft Eq.7-16 Horz. component of active earth force PaH 1249.84 lb/ft Eq.7-17 I Resisting moment arm for PsH Ys 2.22ft Eq.7-18 Resisting moment arm for PqH Yq 3.33 ft Eq.7-19 Vert. component of Ps PsV 0.00 lb/ft Eq.7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 I Vert.force of live load surcharge PgIV 0.00 lb/ft Eq.7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq.7-23 Resisting moment arm for PsV Xs 5.31 ft Eq.7-24 Resisting moment arm for PqV Xq 5.47 ft Eq.7-25 I Base Sliding Weight of soil above wall Wr[i1 0.00 lb/ft Eq.7-31A1 Weight of soil above wall Wr(32 0.00 lb/ft Eq.7-31A2 Weight of soil above wall Wr[33 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft 4325.00Eq. Weight of reinforced mass Wrilb/ft Eq.7-30 Weight of soil above wall Wr(3 0.00 lb/ft Eq.7-31 Base sliding resistance Rs 2397.38 lb/ft Eq.7-32 I Base sliding FSsI 1.918 Eq.7-33 Overturning Weight of soil above wall Wr[i1 0.00 lb/ft Eq.7-31A1 I Weight of soil above wall Wr[32 0.00lb/ft Eq.7-31A2 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I O Powered by KeyWallPRO Page 126 Printed 9/11/2019 um Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Weight of soil above wall Wr[i3 0.00 lb/ft Eq.7-31A3 I Dead load over reinforced zone WGTdI 0.00 lb/ft Eq. Weight of reinforced mass Wri 4325.00 lb/ft Eq.7-30 Weight of soil above wall Wr[i 0.00 lb/ft Eq.7-31 Resisting moment arm for rein. zone Xri 2.92ft Eq.7-35 I Resisting moment arm for surcharge Xq(3 4.27ft Eq.7-37 Resisting moment arm in top slope Xr(31 2.69ft Eq.7-36A1 Resisting moment arm in top slope Xr(32 4.36ft Eq.7-36A2 Resisting moment arm in top slope Xr[33 6.03ft Eq.7-36A3 I Resisting moment Mr 12636.01 lb-ft Eq.7-34 Driving moment Mo 3325.60 lb-ft Eq.7-38 Overturning FSot 3.800 Eq.7-39 Bearing Capacity I Equivalent bearing area B 4.31 ft Eq.7-40 Eccentricity of bearing force e 0.35ft Eq.7-41 Applied bearing pressure Qa 1198.72 lb/ft2 Eq.7-42 Ultimate bearing pressure Qult 9042.07lb/ft2 Eq. 12-10 I Bearing capacity FSbc 7.543 Eq. 12-11 Tensile Overstress LTDS Acn Dn Fgn I Layer/ Elevation (lb/ft) (ft) (ft) (lb/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 2 94.67 4345.51 2.00 5.67 383.56 4 96.00 4345.51 2.00 3.67 281.53 I 8 98.67 4345.51 2.67 1.33 216.66 Layer/ Elevation FSto qdfn qlfn I Course (ft) [7-62] [] [] 2 94.67 11.329 1.000 1.000 4 96.00 15.435 1.000 1.000 8 98.67 20.057 1.000 1.000 IPullout Fgn ACn La do Layer! Elevation (Iblft) (lb/ft) (ft) (ft) I Course (ft) [7-61] [7-63] [7-64] 2.79 [7-65] 2 94.67 383.56 2194.92 5.33 4 96.00 281.53 1372.77 2.32 4.00 8 98.67 216.66 669.07 3.40 1.33 I Layer/ Elevation FSpo Course (ft) [7-66] 2 94.67 5.723 4 96.00 4.876 8 98.67 3.088 I Internal Sliding PsH PqdH PqlH PsV Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] I 2 94.67 484.15 0.00 394.69 0.00 4 96.00 272.33 0.00 296.01 0.00 8 98.67 30.26 0.00 98.67 0.00 PqdV PglV PaH PaV Layer! Elevation (lb/ft) (lb/ft) (lb/ft) (lb/ft) I Course (ft) [7-71] [7-72] [7-73] [7-74] 2 94.67 0.00 0.00 878.84 0.00 4 96.00 0.00 0.00 568.35 0.00 8 98.67 0.00 0.00 128.93 0.00 NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I ra Powered by KeyWalIPRO Page 127 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall I R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 2 94.67 1316.64 2407.46 1900.99 3.661 I 4 96.00 987.48 1805.59 1813.24 1637.75 4.928 8 98.67 329.16 601.86 15.256 Connection Strength U Fgn Tconn hinflmax Layer/ Elevation Fgn (Ib/ft) FScs (ft) Course (ft) [7-61] [7-79] [7-80] [7-92] 2 94.67 383.56 2612.88 6.812 0.00 4 96.00 281.53 2301.91 8.176 0.00 8 98.67 216.66 1679.97 7.754 0.00 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz. component of Ps PsH 22.45 lb/ft Eq.7-83 Uniform surcharge PqH 493.36 lb/ft Eq.7-84 Vert. component of Ps PsV -3.16 lb/ft Eq.7-85 I Vert.force from dead load surcharge PqdV 0.00 lb/ft Eq.7-86 Vert. force from live load surcharge PgIV 8.77 lb/ft Eq.7-87 Resisting moment arm Xw 0.95ft Eq.7-90 Resisting moment Mr 330.84 lb-ft Eq.7-89 I Overturning moment Mo 51.56lb-ft Eq.7-91 Crest toppling FSct 6.417 Eq.7-88 Seismic Calculations I General Equations Seismic inertial angle eint 22.13° Eq.9-3,4 Internal horz.acceleration coefficient khint 0.407 Eq.9-22,23 External horz.acceleration coefficient khext 0.203 Eq.9-24,25 I External seismic inertial angle Oext 11.49° Eq.9-27 Seismic active earth pressure coefficient KaEext 0.449 Eq.9-48 Seismic active earth pressure coefficient KaEint 0.487 Eq.9-81 Dynamic active earth pressure coefficient OKDyn 0.153 Eq.9-9 I Horz. component of earth pressure coefficient KaH 0.296 Eq.9-10 Vert. component of earth pressure coefficient KaV 0.000 Eq.9-13 Horz. component of Ps PsH 756.48 lb/ft Eq.9-16 Vert. component of Ps PsV 0.00 lb/ft Eq.9-19 I Horz.force of dead load surcharge PqdH 0.00 lb/ft Eq.7-15 Vert.force of dead load surcharge PqdV 0.00 lb/ft Eq.7-21 Horz.total seismic earth pressure coefficient KaEHext 0.449 Eq.9-50 Horz. seismic earth pressure coefficient increment AKDynH 0.153 Eq.9-51 I Horz. Static+Seismic component PaEH 1147.90lb/ft Eq.9 52 Horz. Seismic component increment APDynH 391.41 lb/ft Eq.9-53 Horz.static+50%seismic total PaEHext 952.19 lb/ft Eq.9-54 Vert. total seismic earth pressure coefficient KaEVext 0.000 Eq.9-55 I Vert. seismic earth pressure coefficient increment �KDynV 0.000 Eq.9-56 Vert. Static+ Seismic component PaEV 0.00 lb/ft Eq.9-57 Vert. Seismic component increment APDynV 0.00 lb/ft Eq.9-58 Vert. static+50%seismic total PaEVext 0.00 lb/ft Eq.9-59 I Weight of reduced width reinforced mass W'i 1425.00lb/ft Eq.9-61 Reduced width reinforced zone L"0.5H 0.00ft Eq.9-62 Reduced height reinforced zone h' 0.00 ft Eq.9-63 Weight of top slope for reduced rein. mass W'13 0.00 lb/ft Eq.9-64,69 I Reduced distance for Wr13 Y'13 6.67ft Eq.9-70 Weight of column W w 1400.00 lb/ft Eq.6-18 Horz. inertial force PR 574.32 lb/ft Eq.9-60 I Base Sliding Base sliding resistance Rswdyn 2397.38 lb/ft Eq.9-71 Seismic base sliding FSsI 1.570 Eq.9-72 Overturning I NOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER I I P' Powered by KeyWalIPRO Page 128 Printed 9/11/2019 Version: 1.40.12.1050 IProject: 17856-Store#519[Rev. 1]Tigard,Oregon Wall:Wall Total driving moment M'(3 139.24 lb/ft Eq.9-75 I Inerital moment hIR 3.50 ft Eq.9-76 Resisting moment Mr 12636.01 lb-ft Eq.9-73 Driving moment Mo 4340.71 lb-ft Eq.9-74 Seismic overturning FSot 2.911 Eq.9-77 I Bearing Capacity Eccentricity of bearing force e 0.58ft Eq.9-78 Applied bearing stress at leveling pad B 3.84 ft Eq.9-79 Applied bearing pressure Qa 1127.49 lb/ft2 Eq.9-80 I Ultimate bearing pressure Qult 9042.07 lb/ft2 Eq. 12-10 Bearing capacity FSbc 8.020 Eq. 12-11 Tensile Overstress I Fin Fdyn LTDS Layer/ Elevation Fin (lb/ft) FSto (lb/ft) Course (ft) [9-84] [9-87] [9-88] [9-89] 2 94.67 642.75 353.66 10.479 6735.54 I 4 96.00 481.98 294.92 13.975 12.905 6735.54 8 98.67 521.92 431.22 6735.54 Pullout I Layer/ Elevation ACn Fin ACn (lb/ft) FSpo Course (ft) [7-63] [9-84] [9-90] 2 94.67 2194.92 642.75 3.415 I 4 96.00 1372.77 481.98 521.92 2.848 8 98.67 669.07 1.282 Internal Sliding I APDynH APDynV R'swdyn APIR Layer/ Elevation (lb/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [9-91] [9-92] [9-93] [9-94] 2 94.67 250.50 0.00 1316.64 459.46 I 4 96.00 140.91 0.00 987.48 329.16 344.59 8 98.67 15.66 0.00 114.86 I AWw AWi Layer/ Elevation (lb/ft) (lb/ft) FSsl Course (ft) [9-95] [9-96] [9-97] 2 94.67 1120.00 1140.00 3.831 I 4 96.00 840.00 855.00 5.350 8 98.67 280.00 285.00 18.593 Connection Strength I Tconn Fin Layer/ Elevation (lb/ft) (lb/ft) FScs Course (ft) [7-79] [9-84] [9-98] 2 94.67 2612.88 642.75 4.065 I 4 96.00 2301.91 481.98 4.776 8 98.67 1679.97 521.92 3.219 Crest Toppling I Height from top layer to grade Hz 1.33ft Eq. Horz.total earth force APDynH 0.00 lb/ft Eq.9-99 Vert.total earth force APDynV -1.89lb/ft Eq.9-100 I Resisting moment Mr 457.18 lb-ft Eq.9-101 Driving moment Mo 61.91 lb-ft Eq.9-102 Overturning FSct 7.385 Eq.9-103 I INOTE:THESE CALCULATIONS,QUANTITIES,AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER II P' Powered by KeyWallPRO Page 129 Printed 9/11/2019 1 Version: 1.40.12.1050