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HomeMy WebLinkAboutMS 16-04; VIASAT BRESSI RANCH CAMPUS; DESIGN CALCULATION REPORT; 2020-08-14VIASAT - BRESSI RANCH CAMPUS SHORING CARLSBAD, CALIFORNIA DESIGN CALCULATION REPORT - 100% PERMANENT EARTH RETENTION SYSTEM SOIL NAIL RETAINING WALLS MS 16-04IGR 2020-0005IDWG 497-4DICD2019-0021 Date: 2/24/2020 REVI: 4/17/2020 jllL4 L4 I VED REV2: 8/14/2020 LAND DEVELOPMENT ENGINEERING Prepared For: ViaSat, Inc. 6155 El Camino Real Carlsbad, CA 92009 - - Prepared y. — — — - —.— — — — - - GeO-SIT-L?Ltures * Ecl -r-1-11 R e L e ri I i 0 11 "-7 8105 th Ave., Suite 100 San Rafael, CA 94901 PIROOZ BARAR & ASSOCIATES 8/14/2020 9:57 AM - a iI!LtILfliTIv4!wq FOR: VIASAT, INC Date: 2/24/2020 PROJECT NAME: VIASAT BRESSI RANCH CAMPUS REVI: 4/17/2020 PROJECT NO.: 160192 REV2: 8/14/2020 CONTENTS PAGE Table of Contents ........................................................................................................................... i - ii Soil Nail Facing Designs.................................................................................................................I THRU 3 Soil Nail Schedule 1, H = 28ft Max.....................................................................................................4 THRU 21 Soil Nail Schedule IA, H = 28ft Max..................................................................................................22 THRU 26 Soil Nail Schedule IB, H = 31ft Max..................................................................................................27 THRU 32 Ill) Soil Nail Schedule 2A, H = 25ft Max..................................................................................................33 THRU 48 Soil Nail Schedule 3A, H = 20ft Max..................................................................................................49 THRU 63 Soil Nail Schedule 4A, H = 15ft Max..................................................................................................64 THRU 78 Treehouse Bridge Pile Analysis ....................................................................................................... 79THRU93 818 Fifth Ave, Suite 207, San Rafael, CA 94901 TEL. 415-259-0191 FAX. 415-259-0194 e-mail: pbapbandainc.com Soil Nail Design in SNAIL: Facing Analysis-All Schedules SNAIL Version: 2.2.1 Facing Analysis Copyright© State of California. All rights reserved. File Information File Name: 30ft temp.snz Run Date: 10/31/19 Run Time: 15:12:33 Project Information Description: Location: EA: Project ID: Wall No.: Structure No Station: Engineer: Designer Comments: Analysis Method: ASD Temporary Shoring Only: No Check Bearing Plate Capacity: Yes Soil Nails Horizontal Spacing: 6.00 feet Vertical Spacing: 5.00 feet Facing Facing Thickness: Vertical Reinforcement Area: Horizontal Reinforcement Area No. of Vertical Waler Bars: No. of Horizontal Waler Bars: Waler Bar Area: Waler Bar Yield Strength: Concrete Yield Strength: Reinforcement Yield Strength: Punching Correction Factor: Flexural Correction Factor: Temporary ------------------- Permanent 4.000 8.000 inches 0.087 0.210 in2/foot 0.087 0.210 in 2 0 2 0 0.20 0.00 in2 60.0 60.0 ksi 3.6 3.6 ksi 65.0 60.0 ksi 1.00 1.00 2.00 1.00 Bearing Plates Bearing Plate Width / Height: 8.000 inches Bearing Plate Thickness: 0.750 inches Bearing Plate Hole Diameter: 1.250 inches Wedge Washer Diameter: 3.000 inches Concrete Hole Diameter: 2.000 inches Bearing Plate Yield Strength: 36.0 ksi Bearing Plate Tensile Strength: 58.0 ksi Studs Number of 3tuds: 4 Stud Head Diameter: 1.250 inches Stud Head Thikness: 0.310 inches Headed-Stud Length: 5.250 inches Stud Shaft Diameter: 0.750 inches Stud Spacing: 4.000 inches Stud Tensile Strength: 60.0 ksi Factors of Safety ASD Facing Factors of Safety: Temporary Permanent Seismic Punching: 1.35 1.50 1.10 Flexural: 1.35 1.50 1.10 Stud Tensile: 2.00 1.50 ASD Bearing Plate Factors of Safety: Tensile Stress: 2.00 Flexural: 1.60 Bearing Stress of Steel: 1.25 Bearing Stress of Concrete/Shotcrete: 3.33 Results Facing: Capacity Ratio Allowable (Normalized by Resistance Control Mode Analysis Failure Mode kips Capacity) ------------------------------------------------------ Temporary: Flexure: 24.9 1.00 Punching Shear: 27.0 1.08 Permanent: Flexure: 35.7 1.28 Punching Shear: 27.9 1.00 Stud Tensile: 53.0 1.90 Seismic: Flexure: 48.7 1.28 Punching Shear: 38.1 1.00 Stud Tensile: 70.7 1.86 Bearing Plates: Allowable Resistance Failure Mode kips Flexure ------------------------------------ (Tensile Limit) : 30.1 Flexure (Yield) : 23.4 Bearing Stress of Steel: 282.7 Bearing Stress of Concrete or Shotcrete: 65.8 END OF REPORT SNAIL Version 2.2.1 - 26ff temD-Formation only Analysis Method: ASD Analysis Scenario: Temporary Minimum Factor of Safety: 1.48 Calculated Service Load at Soil Nail Head (Empirical), To: 17.4 kips Allowable Facing Resistance, F_allowable (Entered): 25.1 kips F_allowable To OK 0 15:53:40 on 04/15/20 5 10 15 20 25 30 35 40 45 IH=6.00' 0=1.000" F=75.0ksiF=1.001 H='6.00'-0=1.000" fy=75.0 ksi F=1.00 0=1.000" =75.0 ksiF=1.00 [00'0=1.000" fy=75.0 ksiF=1.001 [H=6.00'0=1.000" fy=750ksiF=10O . f11=6.006=1.000" fy=75.0 ksi F=1.00I y=120 pcf p'=29.00 c'=400 psf qn=18.00 Formal y=135 pcf p'=34.00 c'=500 psf qn=25.00 psi -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 1, 28ft Max;- Temporary Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 26ft temp-Formation only.snz Run Date: 10/31/19 Run Time: 15:18:40 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 3.00 feet Elevation Above Origin: 3.00 feet Wall Dimensions: Wall Height: 28.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 2 Layers Below the Top Layer: Coordinates of the Top of the Layer: feet Point 1 Point 1 Point 2 Point 2 Layer Distance Elevation Distance Elevation -------------------------------------------------------------------- 2 5.00 -10.00 10.00 -10.00 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 6 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 20.00 15 3.00 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 4.50 6.00 1.000 75.0 1.00 3 15.00 15 4.50 6.00 1.000 75.0 1.00 4 15.00 15 4.50 6.00 1.000 75.0 1.00 5 10.00 15 4.50 6.00 1.000 75.0 1.00 6 10.00 15 4.50 6.00 1.000 75.0 1.00 Facing Resistance Temporary Permanent Seismic ASD Allowable Facing Resistance: 25.1 kips Soil Properties Unit Weight Friction Angle Cohesion y p Layer Description pcf degrees psf 1 Fill 120 29.0 400 2 Formation 135 34.0 500 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcllarges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.48 Found at Search Point: 6 Found at Grid Point: 54 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 17.4 kips Allowable Facing Resistance, Fallowable (Entered) : 25.1 kips F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description kif ---------------------------------------------- 1 Fill 4.071 2 Formation 5.655 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 17.4 kips (Clouterre) I I I I ------------------------------------------------------------------------------------------------------ Failure Planes I Reinforcement Minimum I Distance I Lower I Upper I I -I -I I Factor From Toe ----------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance Point I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 2.91 4.00 77.13 14.36 ------------------------------------------------------------------------------------------------------ 86.73 14.02 1 41.7 Bar Yield 2 41.4 Facing 3 41.7 Bar Yield 4 41.2 Facing 5 30.4 Pullout 6 34.0 Facing 2 2.28 8.10 65.16 15.43 83.40 14.09 1 31.7 Pullout 2 41.7 Bar Yield 3 29.7 Pullout 4 36.4 Pullout 5 25.3 Pullout 6 32.2 Pullout 3 1.91 12.20 58.10 23.09 -90.00 8.40 1 19.1 Pullout 2 31.2 Pullout 3 22.2 Pullout 4 31.1 Pullout 5 22.1 Pullout 6 31.0 Pullout 4 1.63 16.30 45.87 23.41 90.00 11.20 1 8.1 Pullout 2 13.2 Pullout 3 8.1 Pullout 4 21.0 Pullout 5 15.9 Pullout 6 28.8 Pullout 5 1.52 20.40 47.68 30.30 90.00 5.60 1 2.7 Pullout 2 16.1 Pullout 3 10.3 Pullout 4 22.6 Pullout 5 16.9 Pullout 6 29.2 Pullout ** 6 1.48 24.50 45.81 35.15 90.00 2.80 1 0.1 Pullout 2 13.1 Pullout 3 8.0 Pullout 4 20.9 Pullout 5 15.9 Pullout 6 28.8 Pullout 7 1.50 28.60 41.38 38.12 90.00 2.80 1 0.0 Pullout 2 5.5 Pullout 3 2.1 Pullout 4 16.7 Pullout 5 13.3 Pullout 6 27.9 Pullout 8 1.53 32.70 40.57 43.05 0.00 0.00 1 C.0 Pullout 2 4.0 Pullout 3 1.0 Pullout 4 15.9 Pullout 5 12.8 Pullout 6 27.7 Pullout 9 1.60 36.80 37.27 46.24 0.00 0.00 1 0.0 Pullout 2 C.0 Pullout 3 C.0 Pullout 4 12.3 Pullout 5 10.6 Pullout 6 26.9 Pullout 10 1.70 40.90 34.40 49.57 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.0 Pullout 4 9.0 Pullout 5 8.6 Pullout 6 26.2 Pullout 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.0 Pullout 4 5.9 Pullout 5 6.7 Pullout 6 25.5 Pullout 11 1.80 45.00 31.89 53.00 END OF REPORT SNAIL Version 2.2.1 - 24ft perm-Formation only Analysis Method: ASD Analysis Scenario: Permanent Minimum Factor of Safety: 1.87 Calculated Service Load at Soil Nail Head (Empirical), To: 17.1 kips H Allowable Facing Resistance, F_allowable (Entered): 27.9 kips ioH F_allowable To OK 15:54:35 on 04/15/20 10 15 20 25 30 35 40 45 F300 Ps~f - H=600 0=1.000" fy=75.0 ksi F=1001 -5--- [H=6.00 0=1.000 fy=75.0 ksi F=1.00] -10-- [H=6.00' 0=1.000" fy=75.0 ksi7 .00 F=1] Uj -15-- - H=6.00'0=1.000" fy=75.0 ksi F=1.001 -20- - H=6.00 0=1.000" fy=75.0 ksi F=1.00 FF 1-111 y=120 pcf ç?=29.00 c=400 psf qn=18.00 psi [Formation y=135 pcfq=34.0° c=500 psf qn=25.00 psi -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 1, 28ft Max;- Permanent Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 24ft perm-Formation only.snz Run Date: 10/31/19 Run Time: 15:24:04 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 24.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 2 Layers Below the Top Layer: Coordinates of the Top of the Layer: feet Point 1 Point 1 Point 2 Point 2 Layer Distance Elevation Distance Elevation -------------------------------------------------------------------- 2 5.00 -10.00 10.00 -10.00 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 StrengTh fy Strength No. feet degrees feet feet inches ksi Factor F 1 20.00 15 3.00 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 4.50 6.00 1.000 75.0 1.00 3 :5.00 15 4.50 6.00 1.000 75.0 1.00 4 :5.00 15 4.50 6.00 1.000 75.0 1.00 5 :o.00 15 4.50 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y p c Layer Description pcf degrees psf 1 Fill 120 29.0 400 2 Formation 135 34.0 500 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.87 Found at Search Point: 6 Found at Grid Point: 40 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical) To Allowable Facing Resistance, F_allowable (Entered) F allowable A To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Fill 4.071 2 Formation 5.655 Results by Search Level: ** Indicates Minimum Factor of Safety 17,1 kips 27.9 kips Search Level: At the toe of the wall Facing Design Force = 17.1 kips (Clouterre) ------------------------------------------------------------------------------------------------------ I I I Failure Planes I Reinforcement I I - --------------------------------------- I ------------------------------- Minimum Distance I Lower I Upper I I I Factor From Toe ----------------------------------------I I I controlling I Search I of of Wall Angle I Length I Angle I Length Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 3.11 4.00 75.96 14.84 ------------------------------------------------------------------------------------------------------ 87.62 9.61 1 41.6 Pullout 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.. 7 Bar Yield 5 33.4 Pullout 2 2.62 8.10 63.15 16.14 85.18 9.63 1 31.2 Pullout 2 41.7 Bar Yield 3 34.1 Pullout 4 41.5 Pullout 5 31.0 Pullout 3 2.32 12.20 52.68 12.07 71.28 15.20 1 24.3 Pullout 2 38.5 Pullout 3 26.2 Pullout 4 36.3 Pullout 5 28.9 Pullout 4 2.09 16.30 45.87 23.41 90.00 7.20 1 8.4 Pullout 2 24.6 Pullout 3 19.6 Pullout 4 32.5 Pullout 5 27.4 Pullout 5 1.94 20.40 43.26 28.01 90.00 4.80 1 5.2 Pullout 2 21.1 Pullout 3 17.0 Pullout 4 30.9 Pullout 5 26.8 Pullout ** 6 1.87 24.50 39.23 18.98 50.76 15.49 1 3.3 Pullout 2 15.8 Pullout 3 12.8 Pullout 4 28.2 Pullout 5 25.7 Pullout 7 1.90 28.60 33.88 17.22 45.20 20.29 1 0.0 Pullout 2 9.7 Pullout 3 6.4 Pullout 4 24.2 Pullout 5 24.1 Pullout 8 1.97 32.70 36.28 40.56 0.00 0.00 1 C.0 Pullout 2 1C.6 Pullout 3 9.4 Pullout 4 26.1 Pullout 5 24.8 Pullout 9 2.03 36.80 33.11 43.93 0.00 0.00 1 C.0 Pullout 2 5.2 Pullout 3 5.4 Pullout 4 23.6 Pullout 5 23.8 Pullout 10 2.11 40.90 30.40 47.42 0.00 0.00 1 C.0 Pullout 2 C.1 Pullout 3 1.7 Pullout 4 21.3 Pullout 5 22.9 Pullout 11 2.24 45.00 28.07 51.00 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 C-.0 Pullout 4 19.1 Pullout 5 22.0 Pullout END OF REPORT SNAIL Version 2.2.1 - 24ft perm-Formation only Analysis Method: ASD Analysis Scenario: Seismic Minimum Factor of Safety: 1.35 - Calculated Service Load at Soil Nail Head (Empirical), To: 18.5 kips H Allowable Facing Resistance, F_allowable (Entered): 38.1 kips 10H F_allowable 2t To OK 10 15 20 25 30 15:55:01 on 04/15/20 40 45 0 Psf F300 P7sf 4—f.25 0— =75.0 ksi F=1.001 Fill 1120pcf(p =2900 c =400psfqn=1800ps, :::::::: ::::::I 109 41 LU ::j °:' 00 s ::: :: ::' .00 - -6.00 0- .000 fy— 5.0 I —1.00 - ___________________________________________________ - Formation F -25— y=135 pcf p=34.00 c=500 psf qn=25.00 psi -30- -35--- II H111 H 1111 III H liii III 111111 H 11 H IlI 111111 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 1, 28ft Max;- Seismic Analysis SNAIL Version: 2.2.1 Copyright0 State of California. All rights reserved. File Information File Name: 24ft perm-Formation only.snz Run Date: 10/31/19 Run Time: 15:24:57 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 24.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. decrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. decrees feet 1 0 Soil Layers: Number of Layers: 2 Layers Below the Top Layer: Coordinates of the Top of the Layer: feet Point 1 Point 1 Point 2 Point 2 Layer Distance Elevation Distance Elevation -------------------------------------------------------------------- 2 5.00 -10.00 10.00 -10.00 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 20.00 15 3.00 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 4.50 6.00 1.000 75.0 1.00 3 15.00 15 4.50 6.00 1.000 75.0 1.00 4 15.00 15 4.50 6.00 1.000 75.0 1.00 5 10.00 15 4.50 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowaole Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y P I cr Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Fill 120 29.0 400 2 Formation 135 34.0 SOC Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: AED Scenario: Seismic Factor of Safety: Minimum: 1.35 Found at Search Point: 7 Found at Grid Point: 51 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To Allowable Facing Resistance, P allowable (Entered) F_allowable ~: To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Fill 4.071 2 Formation 5.655 18.5 kips 38.1 kips Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 18.5 kips (Clouterre) ------------------------------------------------------------------------------------------------------ I I Failure Planes I Reinforcement I Minimum I Distance I Lower - I I Upper I I -I Factor From Toe I ---------------------------------------I I I Controlling I ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet ------------------------------------------------------------------------------------------------------ I degrees I feet 1, Level I ksi I Failure Mode 3.09 4.00 75.96 14.84 87.62 9.61 1 55.4 Pullout 2 55.6 Bar Yield 3 55.6 Bar Yield 4 55.6 Bar Yield 5 44.5 Pullout 2 2.56 8.10 63.15 16.14 85.18 9.63 1 41.7 Pullout 2 55.6 Bar Yield 3 45.4 Pullout 4 55.4 Pullout 5 41.4 Pullout 3 2.14 12.20 48.34 12.85 75.74 14.86 1 30.8 Pullout 2 48.1 Pullout 3 29.4 Pullout 4 45.2 Pullout 5 37.3 Pullout 4 1.61 16.30 36.36 20.24 90.00 12.00 1 10.8 Pullout 2 15.0 Pullout 3 12.6 Pullout 4 34.9 Pullout 5 33.2 Pullout 5 1.37 20.40 30.47 23.67 90.00 12.00 1 0.0 Pullout 2 0.2 Pullout 3 2.4 Pullout 4 28.5 Pullout 5 30.6 Pullout 6 1.36 24.50 30.45 28.42 90.00 9.60 1 0.0 Pullout 2 0.2 Pullout 3 2.3 Pullout 4 28.4 Pullout 5 30.6 Pullout ** 7 1.35 28.60 30.43 33.17 90.00 7.20 1 0.0 Pullout 2 0.1 Pullout 3 2.3 Pullout 4 28.4 Pullout 5 3C.6 Pullout 8 1.35 32.70 30.42 37.92 90.00 4.80 1 C.0 Pullout 2 0.1 Pullout 3 2.3 Pullout 4 26.4 Pullout 5 30.6 Pullout 9 1.37 36.80 30.41 42.67 90.00 2.40 1 0.0 Pullout 2 0.1 Pullout 3 2.2 Pullout 4 28.4 Pullout 5 30.6 Pullout 10 1.40 40.90 30.40 47.42 0.00 0.00 1 0.0 Pullout 2 0.1 Pullout 3 2.2 Pullout 4 28.4 Pullout 5 30.6 Pullout 11 1.44 45.00 28.07 51.00 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.0 Pullout 4 25.5 Pullout 5 29.4 Pullout END OF REPORT SNAIL Version 2.2.1 - 27ftp1us backsiope perm Analysis Method: ASD Analysis Scenario: Seismic Minimum Factor of Safety: 1.11 10- - Calculated Service Load at Soil Nail Head (Empirical), To: 23.2 kips - Allowable Facing Resistance, F_allowable (Entered): 38.1 kips - F_allowable To OK 5 10 15:56:16 on 04/15/20 15 20 25 30 35 40 45 ___ 1720 psfj pt} 0— [=600 6=1.000" fy=75.0 ksi F=1.00 -5— [6.00'0=1.000" fy=75.0 ksi F=1.O0 -10— AW H=6.00'0=1.000" fy=75.0 ksi F=1 Ooj -15— lu FH= - - 6.00' 0=1.000" fy=75.0 ksi F=ij -20-- - i6.00 0=1.000' fy=75.0 ksi F=1.001 Compacted Filli y=120pcfq'=29.00 c'=400 psf qn=18.00 psi -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 1A, 28ft Max;- Seismic Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 27ftp1u5 backslope perm.snz Run Date: 02/20/20 Run Time: 11:02:38 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 24.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 2 Angle Distance No. degrees feet ------------------------ 1 27 6.00 2 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 5 Soil Nail Cesign Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 30.00 15 3.00 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 25.00 15 4.50 6.00 1.000 75.0 1.00 3 20.00 15 4.50 6.00 1.000 75.0 1.00 4 20.00 15 4.50 6.00 1.000 75.0 1.00 5 15.00 15 4.50 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 24.9 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y 'P c' Layer Description ------------------------------------------------------------------------------------ pcf degrees psf 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet feet -------------------------------------------------------------------- psf psf 1 6.00 12.00 360 360 2 12.00 45.00 720 720 NO Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (PrDximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 45.00 feet Below Toe Searches (ETS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.11 Found at Search Point: iC Found at Grid Point: 34 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 23.2 kips Allowable 7acing Resistance, F_allowable (Entered): 38.1 kips F allowable 1 To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 23.2 kips (Clouterre) I I Failure Planes I Reinforcement I I Minimum I Distance II--------------------------------------- Lower I Upper I-------------------------------I I I I Factor I From Toe ----------------------------------------I I I Controlling I Search I of of Wall Angle I Length I Angle I Length Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode 1 2.77 4.00 70.93 11.02 88.53 15.63 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Bar Yield 4 55.6 Bar Yield 5 48.4 Pullout 2 2.41 8.10 64.13 14.85 83.09 13.46 1 55.6 Bar Yield 2 55.6 Bar Yield 3 50.7 Pullout 4 55.6 Bar Yield 5 47.2 Pullout 3 1.95 12.20 53.86 16.55 79.65 13.58 1 55.6 Bar Yield 2 51.2 Pullout 3 42.9 Pullout 4 52.7 Pullout 5 45.3 Pullout 4 1.57 16.30 49.51 17.57 69.90 14.23 1 55.6 Bar Yield 2 45.5 Pullout 3 39.3 Pullout 4 50.5 Pullout 5 44.4 Pullout 5 1.38 20.40 38.17 25.95 90.00 10.69 1 32.4 Pullout 2 30.4 Pullout 3 28.4 Pullout 4 43.7 Pullout 5 41.7 Pullout 6 1.25 24.50 36.02 18.18 58.57 18.79 1 39.1 Pullout 2 30.3 Pullout 3 26.0 Pullout 4 42.2 Pullout 5 41.1 Pullout 7 1.17 28.60 31.92 20.22 54.49 19.70 1 30.0 Pullout 2 22.4 Pullout 3 20.9 Pullout 4 39.0 Pullout 5 39.8 Pullout 8 1.13 32.70 28.58 22.34 50.79 20.69 1 21.4 Pullout 2 14.9 Pullout 3 16.3 Pullout 4 36.1 Pullout 5 38.6 Pullout 9 1.12 36.80 28.58 16.76 40.27 28.94 1 22.0 Pullout 2 19.2 Pullout 3 16.3 Pullout 4 36.1 Pullout 5 38.6 Pullout ** 10 1.11 40.90 27.60 23.08 38.10 25.99 1 14.1 Pullout 2 12.1 Pullout 3 14.8 Pullout 4 35.2 Pullout 5 38.3 Pullout 11 1.11 45.00 25.41 24.91 35.48 27.63 1 7.6 Pullout 2 6.9 Pullout 3 11.3 Pullout 4 33.0 Pullout 5 37.4 Pullout END OF REPORT 0 SNAIL Version 2.2.1 - 30ft temp-backsiope Analysis Method: ASD Analysis Scenario: Temporary Minimum Factor of Safety: 1.37 Calculated Service Load at Soil Nail Head (Empirical), To: 18.7 kips Allowable Facing Resistance, Fallowable (Entered): 24.9 kips F_allowable To OK _______ 15:07:20 on 04/15/20 0 5 10 15 20 25 30 35 40 45 0 [H=6.óo' 0=1.000' fy=75.0 ksi F=1.00] -5-- I [H=6.00' 0=1.000" fy=75.0 ksi F=1.001 ';• -10 [6.00' 0=1.000" fy=75.0 ksi F= 1.00 [H=6.00' 0=1.000" fy=75.0 ksi F=1.00] -20-- i=6.00' 0=1.000" fy=75.0 ksi F=1.0] -25-- 0=1.000" fy=75.0 ksi F=1R5] --an-- Compacted Fill F y=120 pcf p'=29.00 c'=400psfqn=18.09, -35 -30 -25 -20 -15 -10 -5 - -- 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule LB, 31ft Max;- Temporary Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 30ft temp-backslope.snz Run Date: 02/20/20 Run Time: 11:31:55 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Heigh: 31.00 feet Facing Angie: 90.00 degrees Facing Bat:er: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 2 Angle Distance No. degrees feet ------------------------ 1 15 25.00 2 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 6 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 30.00 15 3.00 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 30.00 15 5.00 6.00 1.000 75.0 1.00 3 25.00 15 5.00 6.00 1.000 75.0 1.00 4 20.00 15 5.00 6.00 1.000 75.0 1.00 5 20.00 15 5.00 6.00 1.000 75.0 1.00 6 15.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 24.9 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet feet -------------------------------------------------------------------- psf psf 1 25.00 45.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.37 Found at Search Point: 10 Found at Grid Point: 34 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 18.7 kips Allowable Facing Resistance, F_allowable (Entered): 24.9 kips F_allowable ~ To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 ComDacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 18.7 kips (Clouterre) I I II ------------------------------------------------------------------------------------------------------ Failure Planes I Reinforcement I Minimum Distance I I--------------------------------------- --------------------------------I Lower I Upper I I I Factor I From Toe ----------------------------------------I I I Controlling Search I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 1 2.41 4.00 ------------------------------------------------------------------------------------------------------ 77.35 16.44 88.57 16.04 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.4 Facing 2 2.05 8.10 73.03 27.75 90.00 6.63 3 1.83 12.20 66.01 30.01 -90.00 6.85 4 1.70 16.30 56.64 29.64 90.00 10.61 5 1.57 20.40 51.37 32.68 90.00 10.94 6 1.48 24.50 46.95 35.89 90.00 11.24 7 1.42 28.60 46.35 41.43 90.00 7.49 8 1.39 32.70 42.51 44.36 90.00 7.49 9 1.37 36.80 39.17 23.73 50.70 29.05 ** 10 1.37 40.90 36.24 25.35 47.71 30.39 11 1.38 45.00 33.67 27.04 44.98 31.81 4 39.1 Facing 5 36.3 Facing 6 33.4 Facing 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.5 Facing 5 37.8 Facing 6 34.0 Facing 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 38.0 Pullout 5 40.2 Facing 6 34.9 Facing 1 35.7 Pullout 2 41.7 Bar Yield 3 37.8 Pullout 4 32.3 Pullout 5 39.8 Pullout 6 34.4 Pullout 1 28.3 Pullout 2 37.1 Pullout 3 33.0 Pullout 4 28.9 Pullout 5 37.7 Pullout 6 33.6 Pullout 1 21.6 Pullout 2 31.7 Pullout 3 28.7 Pullout 4 25.8 Pullout 5 35.8 Pullout 6 32.9 Pullout 1 20.7 Pullout 2 30.9 Pullout 3 28.1 Pullout 4 25.3 Pullout 5 35.5 Pullout 6 32.8 Pullout 1 14.3 Pullout 2 25.7 Pullout 3 24.0 Pullout 4 22.4 Pullout 5 33.7 Pullout 6 32.1 Pullout 1 13.8 Pullout 2 22.8 Pullout 3 20.2 Pullout 4 19.6 Pullout 5 32.0 Pullout 6 31.4 Pullout 1 8.1 Pullout 2 17.9 Pullout 3 16.5 Pullout 4 17.0 Pullout 5 3C.4 Pullout 6 3C-.8 Pullout 1 2.6 Pullout 2 13.2 Pullout 3 13.1 Pullout 4 14.5 Pullout 28.9 Pullout 30.3 Pullout END OF REPORT SNAIL Version 2.2.1 - 25ft temp Analysis Method: ASD Analysis Scenario: Temporary Minimum Factor of Safety: 1.37 - Calculated Service Load at Soil Nail Head (Empirical), To: 12.0 kips - Allowable Facing Resistance, F_allowable (Entered): 25.1 kips 10 F_allowable 2t To OK ________ 15:58:50 on 04/15/20 5 10 15 20 25 30 35 40 45 H=6.00'0=1.000" fy=75.0 ksi F=1.001 -5- - H=6.00' 0=1.000 fy=75.0 ksi F=1.00j 1-10- ' E6.O0' _ OO 1 [H=6.00'0=1.000" fy=75.0 ksi -20— [H=6.00'0=1.000" fy=75.0 ksi F=1.00 Compacted Fill y=120pcfq'=29.00 c'=400 psf qn=18.00 psi I I I I I I I I I I I I I I I I I I-I -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 2A, 25ft Max;- Temporary Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 25ft temp.snz Run Date: 10/31/19 Run Time: 15:29:49 Project Information Descriptior.: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference ?Oint: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Heigh:: 25.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: Ii Angle Distance No. degrees feet 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 5 Soil Nail Lesign Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 25.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 5.00 6.00 1.000 75.0 1.00 3 15.00 15 5.00 6.00 1.000 75.0 1.00 4 10.00 15 5.00 6.00 1.000 75.0 1.00 5 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 25.1 kips Soil Properties Unit Weight Friction Angle Cohesion y p c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Di3tal) : 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: Found at Search Point: Found at Grid Point: Found at Search Level: Load at Soil Nail Head: 1.37 6 53 Toe of the wall Calculated Service Load at Soil Nail Head (Empirical), To: 12.0 kips Allowable facing Resistance, F_allowable (Entered) : 25.1 kips F allowable ~ To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 12.0 kips (Clouterre) I I I Failure Planes I Reinforcement II Minimum Distance Lower I I ---------------------------------------I------------------------------- Upper I I I I I Factor From Toe ----------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ks Failure Mode 1 2.69 3.00 79.80 15.24 ------------------------------------------------------------------------------------------------------ 88.28 10.00 1 39.7 Facing 2 39.3 Facing 3 33.1 Pullout 4 22.5 Pullout 5 24.8 Pullout 2 1.98 7.20 66.64 16.34 85.88 10.03 1 41.7 Bar Yield 2 34.3 Pullout 3 25.9 Pullout 4 18.1 Pullout 5 23.3 Pullout 3 1.64 11.40 58.70 17.55 77.16 10.26 1 37.4 Pullout 2 27.3 Pullout 3 21.3 Pullout 4 15.4 Pullout 5 22.4 Pullout 4 1.46 15.60 48.29 23.44 -90.00 7.50 1 22.9 Pullout 2 18.0 Pullout 3 14.7 Pullout 4 11.4 Pullout 5 21.1 Pullout 5 1.38 19.80 45.29 28.14 90.00 5.00 1 17.6 Pullout 2 15.1 Pullout 3 12.6 Pullout 4 10.2 Pullout 5 20.7 Pullout ** 6 1.37 24.00 39.81 31.24 90.00 5.00 1 10.0 Pullout 2 9.2 Pullout 3 8.4 Pullout 4 7.6 Pullout 5 19.8 Pullout 7 1.40 28.20 38.59 36.08 90.00 2.50 1 8.2 Pullout 2 7.8 Pullout 3 7.4 Pullout 4 7.0 Pullout 5 19.6 Pullout 8 1.44 32.40 34.78 39.45 90.00 2.50 1 2.1 Pullout 2 3.0 Pullout 3 4.0 Pullout 4 5.0 Pullout 5 18.9 Pullout 9 1.49 36.60 34.34 44.32 0.00 0.00 1 1.3 Pullout 2 2.5 Pullout 3 3.6 Pullout 4 4.8 Pullout 5 18.9 Pullout 10 1.57 40.80 31.50 47.85 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.8 Pullout 4 3.1 Pullout 5 18.3 Pullout 11 1.69 45.00 29.06 51.48 0.00 0.00 1 C.0 Pullout 2 C.0 Pullout 3 C.0 Pullout 4 1.5 Pullout 5 17.8 Pullout END OF REPORT SNAIL Version 2.2.1 - 21ft perm Analysis Method: ASD Analysis Scenario: Permanent Minimum Factor of Safety: 1.78 Calculated Service Load at Soil Nail Head (Empirical), To: 10.4 kips , j Allowable Facing Resistance, F_allowable (Entered): 27.9 kips F_allowable To OK 10 15 20 25 30 35 4 15:59:59 on 04/15/20 40 45 F300 ps~f 7W=6.0O 0=1.000" fy=75.0 ksi F=1.00j -5— : [6.00' 0=1.000" fy=75.0 ksi F=1.00I [ocvo=i.000' fy=75.0 ksi F=1.00 LU [6.00'0=1.000fy=70 ksi F7 -05] Compacted Fill y=120 pcf p'=29.00 c'=400 psf qn=18.00 psi -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 2A, 25ft Max;- Permanent Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 21ft perm.snz Run Date: 10/31/19 Run Time: 15:35:40 Project Information Description: Location: EA: Project ID Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 21.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. decrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 25.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 5.00 6.00 1.000 75.0 1.00 3 :5.00 15 5.00 6.00 1.000 75.0 1.00 4 10.00 15 5.00 6.00 1.030 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y 'p Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.78 Found at Search Point: 6 Found at Grid Point: 45 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 10.4 kips Allowable Facing Resistance, F_allowable (Entered): 27.9 kips F allowable > To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 10.4 kips (Clouterre) I I I Failure Planes I Reinforcement I II I I Minimum Distance I--------------------------------------- Lower I I Upper I -------------------------------I I I I I Factor From Toe I ---------------------------------------I I Controlling I ISearch I of I of Wall J Angle I Length I Angle I Length I I Stress I Resistance I IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksL I Failure Mode 1 2.79 3.00 77.91 12.89 ------------------------------------------------------------------------------------------------------ 87.96 8.41 1 41.7 Bar Yield 2 41.7 Bar Yield 3 34.3 Pullout 4 24.0 Pullout 2 2.37 7.20 61.25 11.98 82.19 10.60 1 41.7 Bar Yield 2 35.9 Pullout 3 28.0 Pullout 4 21.4 Pullout 3 2.03 11.40 52.77 13.19 71.96 11.04 1 38.7 Pullout 2 29.7 Pullout 3 24.5 Pullout 4 20.0 Pullout 4 1.85 15.60 43.88 15.15 65.98 11.50 1 30.1 Pullout 2 22.5 Pullout 3 20.3 Pullout 4 18.3 Pullout 5 1.80 19.80 38.50 10.12 51.06 18.90 1 25.6 Pullout 2 21.5 Pullout 3 17.5 Pullout 4 17.1 Pullout ** 6 1.78 24.00 36.87 21.00 49.40 11.06 1 17.1 Pullout 2 16.3 Pullout 3 16.5 Pullout 4 16.7 Pullout 7 1.83 28.20 30.78 16.41 41.79 18.91 1 12.4 Pullout 2 10.9 Pullout 3 12.5 Pullout 4 15.0 Pullout 8 1.90 32.40 27.41 18.25 37.88 20.52 1 6.5 Pullout 2 6.4 Pullout 3 9.9 Pullout 4 14.0 Pullout 9 1.97 36.60 24.66 20.14 34.55 22.22 1 1.1 Pullout 2 2.2 Pullout 3 7.5 Pullout 4 13.0 Pullout 10 2.07 40.80 27.24 45.89 0.00 0.00 1 1.4 Pullout 2 5.6 Pullout 3 9.7 Pullout 4 13.9 Pullout 11 2.17 45.00 25.02 49.66 0.00 0.00 1 0.0 Pullout 2 2.5 Pullout 3 7.8 Pullout 4 13.1 Pullout END OF REPORT SNAIL Version 2.2.1 - 21ft perm Analysis Method: ASD Analysis Scenario: Seismic Minimum Factor of Safety: 1.17 Calculated Service Load at Soil Nail Head (Empirical), To: 11.4 kips J Allowable Facing Resistance, F_allowable (Entered): 38.1 kips 5- 0- 00 6=1.000" fy=75.0 ksi F=1.001 -5-- I IH6.00' 0=1.000" fy=75.0 ksi F=1.00] C 0 - -10— =6.00' 0=1.000" fy=75.0 ksi F =1.001 LU -15— [H=6 00 0=1.000" fy=75.0 ksi F=15J 16:00:45 on 04/15/20 5 10 15 20 25 30 35 40 45 Compacted FUIE y=120 pcf p=29.0° c'=400 psf qn=18.00 psi -20 -15 -10 -5 0 10 15 20 25 30 35 40 45 Distance - feet Schedule 2A, 25ft Max;- Seismic Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 21ft perm.snz Run Date: 10/31/19 Run Time: 15:36:51 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 3.00 feet Elevation Above Origin: 3.00 feet Wall Dimensions: Wall Height: 21.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. decrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. decrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 25.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 20.00 15 5.00 6.00 1.000 75.0 1.00 3 15.00 15 5.00 6.00 1.000 75.0 1.00 4 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion V Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASO Scenario: Seismic Factor of Safety: Minimum: 1.17 Found at Search Point: 6 Found at Grid Point: 48 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 11.4 kips Allowable Facing Resistance, F_allowable (Entered) : 38.1 kips F allowable ! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Des:ription klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Leval: At the toe of the wall Facing Design Force = 11.4 kips (Clouterre) I I ------------------------------------------------------------------------------------------------------ Failure Planes I Reinforcement I I I I I inimum Distance j Lower I Upper I I Factor From Toe -----------------------------------------I I Controlling lSearch I of of Wall Angle I Length I Angle I Length Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 1 2.71 3.00 ------------------------------------------------------------------------------------------------------ 77.91 12.89 87.96 8.41 1 55.6 Bar Yield 2 55.6 Bar Yield 3 45.7 Pullout 4 32.0 Pullout 2 2.19 7.20 58.32 12.34 86.08 10.52 1 55.6 Bar Yield 2 45.6 Pullout 3 35.7 Pullout 4 27.9 Pullout 3 1.75 11.40 45.66 14.68 83.80 10.56 1 47.7 Pullout 2 32.3 Pullout 3 28.3 Pullout 4 249 Pullout 4 1.47 15.60 38.93 20.05 -90.00 8.40 1 30.6 Pullout 2 24.2 Pullout 3 23.6 Pullout 4 22.9 Pullout 5 1.26 19.80 32.47 23.47 90.00 8.40 1 15.6 Pullout 2 15,7 Pullout 3 18.2 Pullout 4 20.7 Pullout ** 6 1.17 24.00 27.70 27.11 -90.00 8.40 1 2.9 Pullout 2 8.2 Pullout 3 13.5 Pullout 4 18.8 Pullout 7 1.18 28.20 27.53 31.80 90.00 6.30 1 2.5 Pullout 2 7.9 Pullout 3 13.3 Pullout 4 18.7 Pullout 8 1.20 32.40 24.40 35.58 90.00 6.30 1 0.0 Pullout 2 2.2 Pullout 3 9.7 Pullout 4 17.2 Pullout 9 1.23 36.60 24.66 40.27 90.00 4.20 1 0.0 Pullout 2 2.7 Pullout 3 10.0 Pullout 4 17,3 Pullout 10 1.26 40.80 18.94 12.94 30.47 33.13 1 0.0 Pullout 2 0.2 Pullout 3 3.8 Pullout 4 14.1 Pullout 11 1.30 45.00 22.78 48.81 90.00 2.10 1 0.0 Pullout 2 0.0 Pullout 3 7.6 Pullout 4 16.4 Pullout END OF REPORT SNAIL Version 2.2.1 - 20ft temp Analysis Method: ASD 1 Analysis Scenario: Temporary Minimum Factor of Safety: 1.46 ii Calculated Service Load at Soil Nail Head (Empirical), To: 12.2 kips J Allowable Facing Resistance, F_allowable (Entered): 25.1 kips J F_allowable 2t To OK 16:01:28 on 04/15/20 10 15 20 25 30 35 40 45 WEE [6.00 0=1.000" fy=75.0 ksi -5— {oo' 0=1.000" fy=75.0 ksi F=iTj -10— .6070= .000" fy=75.0 ksi F=1. LU O0i -15-- [H=6.00' 0=1.000" fy=75.0 ksiF=i Compacted Fill y=120 pcf cp=29.00 c=400 psf qn=18.00 psi -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 3A, 20ft Max;- Temporary Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 20ft temp.snz Run Date: :0/31/19 Run Time: :5:40:57 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 20.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 15.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.003 75.0 1.00 2 15.00 15 5.00 6.00 1.003 75.0 1.00 3 10.00 15 5.00 6.00 1.003 75.0 1.00 4 10.00 15 5.00 6.00 1.003 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 25.1 kips Soil Properties Unit Weight Friction Angle Cohesion y c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety I Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 I Nail Bar Yield: 1.80 1.80 1.35 I Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) I Perform belcw Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD I Scenario: Temporary Factor of Safety: I Minimum: 1.46 Found at Search Point: 5 Found at Grid Point: 54 Found at Search Level: Tce of the wall I Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 12.2 kips Allowable Facing Resistance, F_allowable (Entered): 25.1 kips $ F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance I Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: I ** Indicates Minimum Factor of Safety I Search Level: At the toe of the I I I wall Facing Design Force = Failure Planes 12.2 kips (Clouterre) Reinforcement II I Minimum Distance I I---------------------------------------I Lower I Upper I I Search I of I of Wall I I Factor From Toe ----------------------------------------I Angle I Length I Angle I Length I I I Stress I Controlling I Resistance Point I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I l 2.98 3.00 ------------------------------------------------------------------------------------------------------ 74.89 10.36 88.28 10.00 1 31.1 2 31.5 Pullout Pullout 3 20.9 Pullout 4 24.2 Pullout 2 2.06 7.20 62.78 15.74 90.00 6.00 1 19.6 Pullout I 2 23.7 Pullout 3 16.8 Pullout 4 22.9 Pullout 3 1.59 11.40 50.85 18.05 90.00 6.00 1 8.3 Pullout 2 16.5 Pullout 3 12.5 Pullout 4 21.4 Pullout 4 1.47 15.60 45.73 22.35 90.00 4.00 1 2.6 Pullout 2 12.9' Pullout 3 10.4 Pullout 4 20.7 Pullout ** 5 1.46 19.80 42.27 26.76 90.00 2.00 1 0.0 Pullout 2 10.4 Pullout 3 8.8 Pullout 4 20.2 Pullout 6 1.51 24.00 39.81 31.24 0.00 0.00 1 0.0 Pullout 2 8.4 Pullout 3 7.6 Pullout 4 19.6 Pullout 7 1.62 28.20 35.35 34.57 0.00 0.00 1 0.0 Pullout 2 4.6 Pullout 3 5.3 Pullout 4 19.1 Pullout 8 1.74 32.40 31.69 38.08 0.00 0.00 1 0.0 Pullout 2 1.0 Pullout 3 3.2 Pullout 4 18.3 Pullout 9 1.89 36.60 28.65 41.71 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 1.2 Pullout 4 17.7 Pullout 10 2.06 40.80 26.11 45.44 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.0 Pullout 4 17.1 Pullout 11 2.24 45.00 23.96 49.24 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 0.0 Pullout 4 16.5 Pullout END OF REPORT SNAIL Version 2.2.1 - 20ft PERM 16:02:43 on 04/15/20 Analysis Method: ASD 1 10 15 20 25 30 35 40 45 Analysis Scenario: Permanent Minimum Factor of Safety: 1.70 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 3A, 20ft Max;- Permanent Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 20ft PERM.snz Run Date: 10/31/19 Run Time: 15:43:39 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 17.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. decrees feet 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 15.00 15 --------------------------------------------------------------------------------------------------- 2.50 6.00 1.000 75.0 1.00 2. 15.00 15 5.00 6.00 1.000 75.0 1.00 3 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 25.1 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y 91 c Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.70 Found at Search Point: 5 Found at Grid Point: 34 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 8.0 kips Allowable Facing Resistance, F_allowable (Entered).. 27.9 kips F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 8.0 kips (Clouterre) I I II ------------------------------------------------------------------------------------------------------ Failure Planes I Reinforcement Minimum Distance I I---------------------------------------I Lower I Upper I I Factor From Toe ----------------------------------------I I I Controlling Search I of of Wall Angle I Length I Angle I Length I I Stress Resistance IPoint I Safety feet I ------------------------------------------------------------------------------------------------------ degrees feet degrees I feet Level ksi Failure Mode 1 2.96 3.00 72.38 8.92 87.98 8.51 1 31.1 Pullout 2 31.6 Pullout 3 22.4 Pullout 2 2.27 7.20 62.10 15.39 90.00 3.40 1 20.8 Pullout 2 27.1 Pullout 3 20.3 Pullout 3 1.81 11.40 46.23 16.48 -90.00 5.10 1 9.2 Pullout 2 19.4 Pullout 3 16.7 Pullout 4 1.70 15.60 41.08 20.70 -90.00 3.40 1 4.7 Pullout 2 16.5 Pullout 3 15.3 Pullout ** 5 1.70 19.80 34.48 12.01 45.86 14.21 1 1.9 Pullout 2 12.2 Pullout 3 13.3 Pullout 6 1.76 24.00 35.31 29.41 0.00 0.00 1 0.0 Pullout 2 12.8 Pullout 3 13.6 Pullout 7 1.93 28.20 31.08 32.93 0.00 0.00 1 0.0 Pullout 2 9.6 Pullout 3 12.1 Pullout 8 2.10 32.40 27.69 36.59 0.00 0.00 1 0.0 Pullout 2 6.7 Pullout 3 10.7 Pullout 2.28 36.60 24.91 40.36 0.00 0.00 1 0.0 Pullout 9 2 4.1 Pullout 3 9.4 Pullout 10 2.46 40.80 22.62 44.20 0.00 0.00 1 0.0 Pullout 2 1.6 Pullout 3 8.3 Pullout 11 2.64 45.00 20.70 48.10 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 7.2 Pullout END OF REPORT w SNAIL Version 2.2.1 - 20ft PERM Analysis Method: ASD Analysis Scenario: Seismic Minimum Factor of Safety: 1.17 Calculated Service Load at Soil Nail Head (Empirical), To: 10.7 kips Allowable Facing Resistance, F_allowable (Entered): 38.1 kips F_allowable 2t To OK 10 15 20 25 16:03:05 on 04/15/20 30 35 40 45 Epp [H00'0=1.000' fy=75.0 ksi F=1.00] [H=6.00' 0=1.000" fy=75.0 ksi F] [6.00r0=1.000"fy=75.0 ksi F=1.001 Compacted Fill 1. y=120 pcf p'=29.01 c'=400 psf qn=18.00 psi -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet -, Schedule 3A, 20ft Max;- Seismic Analysis SNAIL Version: 2.2.1 Copyright0 State of California. All rights reserved. File Information File Name: 20ft PERN.snz Run Date: 10/31/19 Run Time: 15:45:17 Project Information Description: Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: D.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 17.00 feet Facing Ancle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. decrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 15.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.020 75.0 1.00 2 15.00 15 5.00 6.00 1.030 75.0 1.00 3 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 25.1 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion C Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficien: Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.17 Found at Search Point: 5 Found at Grid Point: 53 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 10.7 kips Allowable Facing Resistance, F_allowable (Entered) : 38.1 kips F_allowable ? To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 10.7 kips (Clouterre) I I I I I I Failure Planes I - Reinforcement I Minimum Distance ---------------------------------------I I Lower I Upper I I I factor From Toe I --------------------------------------- I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance Point I safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 1 2.77 3.00 ------------------------------------------------------------------------------------------------------ 72.38 8.92 87.98 8.51 1 41.5 Pullout 2 42.1 Pullout 3 29.8 Pullout 2 2.12 7.20 53.46 8.46 78.04 10.43 1 29.3 Pullout 2 32.8 Pullout 3 24.6 Pullout 3 1.40 11.40 41.82 15.30 -90.00 6.80 1 11.1 Pullout 2 22.6 Pullout 3 20.7 Pullout 4 1.18 15.60 33.18 18.64 -90.00 6.80 1 0.0 Pullout 2 15.0 Pullout 3 17.1 Pullout ** 5 1.17 19.80 34.48 24.02 90.00 3.40 1 0.0 Pullout 2 16.2 Pullout 3 17.7 Pullout 6 1.20 24.00 32.52 28.46 90.00 1.70 1 0.0 Pullout 2 14.3 Pullout 3 16.8 Pullout 7 1.25 28.20 24.33 12.38 35.12 20.69 1 0.0 Pullout 2 6.4 Pullout 3 12.2 Pullout 8 1.31 32.40 21.48 13.93 31.47 22.79 1 0.0 Pullout 2 1.7 Pullout 3 10.2 Pullout 9 1.38 36.60 22.69 39.67 90.00 1.70 1 0.0 Pullout 2 2.3 Pullout 3 111 Pullout 10 1.44 40.80 22.62 44.20 0.00 0.00 1 0.0 Pullout 2 2.2 Pullout 3 11.0 Pullout 11 1.49 45.00 20.70 48.10 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 9.6 Pullout END OF REPORT 'U SNAIL Version 2.2.1 - 15ff temp Analysis Method: ASD Analysis Scenario: Temporary Minimum Factor of Safety: 1.76 16:03:53 on 04/15/20 10 15 20 25 30 35 40 45 I p i i i I I i I * I I -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 4A, 15ft Max;- Temporary Analysis SNAIL Version: 2.2.1 Copyright0 State of California. All rights reserved. File Information File Name: 15ft temp.snz Run Date: 10/31/19 Run Time: 15:48:09 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 15.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of SDil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 13.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 13.00 15 5.00 6.00 1.000 75.0 1.00 3 13.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y P I c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads - Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Listance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.76 Found at Search Point: 4 Found at Grid Point: 55 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soi. Nail Head (Empirical), To: 12.4 kips Allowable Facing Resistance, F_allowable (Entered): 27.0 kips F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 12.4 kips (Clouterre) I I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement II I I I Mnimum Distance I ---------------------------------------I Lower I Upper I I I I I Factor From Toe I ----------------------------------------I I Controlling I ISearch I of I of Wall Angle I Length I Angle I Length I Stress I Resistance Point j Safety feet degrees I feet I degrees ------------------------------------------------------------------------------------------------------ I feet Level I ksi I Failure Mode I 1 3.39 3.00 75.96 12.37 90.00 3.00 1 18.1 Pullout 2 21.2 Pullout 3 24.3 Pullout 2 2.15 7.20 55.56 12.73 -90.00 4.50 1 6.5 Pullout 2 14.3 Pullout 3 22.3 Pullout 3 1.77 11.40 46.47 16.55 -90.00 3.00 1 0.5 Pullout 2 10.7 Pullout 3 20.8 Pullout ** 4 1.76 15.60 43.88 21.64 0.00 0.00 1 0.0 Pullout 2 9.6 Pullout 3 20.5 Pullout 5 1.87 19.80 37.15 24.84 0.00 0.00 1 0.0 Pullout 2 6.3 Pullout 3 19.4 Pullout 6 2.02 24.00 32.01 28.30 0.00 0.00 1 0.0 Pullout 2 3.4 Pullout 3 18.4 Pullout 7 2.24 28.20 28.01 31.94 0.00 0.00 1 0.0 Pullout 2 0.8 Pullout 3 17.5 Pullout 8 2.50 32.40 24.84 35.70 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 16.7 Pullout 9 2.79 36.60 22.29 39.55 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 16.0 Pullout 10 3.07 40.80 20.19 43.47 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 15.4 Pullout 11 3.36 45.00 18.44 47.43 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 14.8 Pullout END OF REPORT SNAIL Version 2.2.1 - 15ft temp 16:04:29 on 04/15/20 Analysis Method: ASD 20 25 30 35 40 45 Analysis Scenario: Permanent Minimum Factor of Safety: 1.76 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 4A, 15ft Max;- Permanent Analysis SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 15ft temp.snz Run Date: 0/31/19 Run Time: :5:49:17 Project Information Description:- Location: EA: Project ID: Wall No.: Structure No. Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensicrns: Wall Height: 15.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 10.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 10.00 15 5.00 6.00 1.000 75.0 1.00 3 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y T, c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.76 Found at Search Point: 4 Found at Grid Point: 55 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 12.4 kips Allowable Facing Resistance, F_allowable (Entered) : 27.9 kips F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level.: At the toe of the wall Facing Design Force = 12.4 kips (Clouterre) I I I II I ------------------------------------------------------------------------------------------------------ I Failure Planes I Reinforcement I Minimum Distance I---------------------------------------I I Lower I Upper I I I Factor From Toe ----------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet j degrees I feet I degrees I feet I Level I ksi I Failure Mode 1 3.39 3.00 ------------------------------------------------------------------------------------------------------ 75.96 12.37 90.00 3.00 1 18.1 Pullout 2 21.2 Pullout 3 24.3 Pullout 2 2.15 7.20 55.56 12.73 -90.00 4.50 1 6.6 Pullout 2 14.3 Pullout 3 22.0 Pullout 3 1.77 11.40 46.47 16.55 -90.00 3.00 1 0.5 Pullout 2 10.7 Pullout 3 20.8 Pullout ** 4 1.76 15.60 43.88 21.64 0.00 0.00 1 0.0 Pullout 2 9.6 Pullout 3 20.5 Pullout 5 1.87 19.80 37.15 24.84 0.00 0.00 1 0.0 Pullout 2 6.3 Pullout 3 19.4 Pullout 6 2.02 24.00 32.01 28.30 0.00 0.00 1 0.0 Pullout 2 3.4 Pullout 3 18.4 Pullout 7 2.24 28.20 28.01 31.94 0.00 0.00 1 0.0 Pullout 2 0.8 Pullout 3 17.5 Pullout 8 2.50 32.40 24.84 35.70 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 16.7 Pullout 9 2.79 36.60 22.29 39.55 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 16.0 Pullout 10 3.07 40.80 20.19 43.47 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 15.4 Pullout 11 3.36 45.00 18.44 47.43 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 14.8 Pullout END OF REPORT SNAIL Version 2.2.1 - 15ft temp 16:04:48 on 04/15/20 Analysis Method: ASD 10 15 20 25 30 35 40 45 I I J I Analysis Scenario: Seismic Minimum Factor of Safety j Calculated Service Load at Soil Nail Head (Empirical), To: 15.7 kips -I Allowable Facing Resistance, F_allowable (Entered): 38.1 kips H F_allowable To OK - [psf 600Ø=100O =750ksiF=10 - - 0 H=6.00 0=1.000 fy=75.0 ksi F=1.001 LU FH= 15 6000=1 000 =75ksi F=-I.00 Compacted Fffl[ c=400 psf qn=18 00 psi -20-- -25— I IIt I I II I 111 I I II I -15 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance - feet Schedule 4A, 15ft Max;- Seismic Analysis SNAIL Version: 2.2.1 Copyright' State of California. All rights reserved. File Information File Name: 15ft temp.snz Run Date: =0/31/19 Run Time: :5:50:46 Project Information ----------------------------------- Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 15.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 5.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 10.00 15 2.50 ---------------------------------------------------------------------------------------------------- 6.00 1.000 75.0 1.00 2 10.00 15 5.00 6.00 1.000 75.0 1.00 3 10.00 15 5.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips Soil Properties Unit Weight Friction Angle Cohesion y c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Compacted Fill 120 29.0 400 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.25: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: I Begin: 3.00 feet End: 45.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASS Scenario: Seismic Factor of Safety: Minimum: 1.29 Found at Search Point: 4 Found at Grid Point: 53 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 15.7 kips Allowable Facing Resistance, F_allowable (Entered): 38.1 kips F_allowable ~! To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 Compacted Fill 4.071 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 15.7 kips (Clouterre) I II I I Failure Planes I Reinforcement I I Minimum I I Distance I ---------------------------------------I Lower I Upper I I Factor From Toe - --------------------------------------- -- - Controlling lSearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance Point I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode 1 3.38 3.00 75.58 10.84 ------------------------------------------------------------------------------------------------------ 86.19 4.51 1 24.6 Pullout 2 28.1 Pullout 3 32.4 Pullout 2 1.91 7.20 55.56 12.73 -90.00 4.50 1 8.8 Pullout 2 19.0 Pullout 3 29.4 Pullout 3 1.35 11.40 42.65 15.50 -90.00 4.50 1 0.0 Pullout 2 12.0 Pullout 3 27.0 Pullout ** 4 1.29 15.60 37.57 19.68 90.00 3.00 1 0.0 Pullout 2 8.7 Pullout 3 25.9 Pullout 5 1.30 19.80 34.29 23.96 90.00 1.50 1 0.0 Pullout 2 6.3 Pullout 3 25.1 Pullout 6 1.34 24.00 29.36 27.54 90.00 1.50 1 0.0 Pullout 2 2.2 Pullout 3 23.8 Pullout 7 1.41 28.20 28.01 31.94 0.00 0.00 1 0.0 Pullout 2 1.0 Pullout 3 23.4 Pullout 8 1.51 32.40 24.84 35.70 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 22.3 Pullout 9 1.61 36.60 22.29 39.55 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 21.4 Pullout 10 1.70 40.80 20.19 43.47 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 20.5 Pullout 11 1.79 45.00 18.44 47.43 0.00 0.00 1 0.0 Pullout 2 0.0 Pullout 3 19.7 Pullout END OF REPORT LPile for Windows, Version 2018-10.001 Analysis cf Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method © 1985-2017 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: Alex Varner PB&A Inc. Serial Number of Security Device: 228736876 This copy of LPile is licensed for exclusive use by: PB&A, Inc., San Anselmo, Califor Use of this program by any entity other than PB&A, Inc., San Anselmo, Califor is a violation of the software license agreement. -------------------------------------------------------------------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \D\16000-AAA\160190-ViaSat-Bressie Campus\160192 - Additional SN Wall\Calcs\ Name of input data file: Treehouse Bridge. iplO Name of output report file: Treehouse Bridge. 1plO Name of plo output file: Treehouse Bridge.lplo Name of runtime message file: Treehouse Bridge.lpl0 -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: February 24, 2020 Time: 13:44:54 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Job Number: Client: Engineer: Description: -------------------------------------------------------------------------------- Program Options and Settings -------------------------------------------------------------------------------- Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflecticn tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static lcading specified - Use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Number of pile sections defined = 1 Total length of pile = 18.000 ft Depth of ground surface below top of pile = 0.0000 ft Pile diameters used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 0.000 24.0000 2 18.000 24.0000 Input Structural Properties for Pile Sections: ---------------------------------------------- Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 18.000000 ft Shaft Diameter = 24.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- Soil and Rock Layering Informaticn -------------------------------------------------------------------------------- The soil profile is modelled using 1 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0300 ft Distance from top of pile to bottom of layer = 50.000300 ft Effective unit weight at top of layer = 120.000300 pcf Effective unit weight at bottom of layer = 120.000000 pcf Undrained cohesion at top of layer = 400.000000 psf Undrained cohesion at bottom of layer = 400.000000 psf Friction angle at top of layer = 29.000000 deg. Friction angle at bottom of layer = 29.000000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-50 will be computed for this layer. NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 32.000 ft below the pile tip) --------------------------------------------------------------------------------- Summary of Input Soil Properties Layer Soil Type E50 Layer Name or kpy Num. (p-y Curve Type) krm pci 1 Cemented default default Silt default default Layer Effective Undrained Angle of Depth Unit Wt. Cohesion Friction ft pcf psf deg. 0.00 120.0000 400.0000 29.0000 50.0000 120.0000 400.0000 29.0000 -------------------------------------------------------------------------------- Static Loading Type -------------------------------------------------------------------------------- Static load.ng criteria were used when computing p-y curves for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 10750. lbs M = 1560000. in-lbs 15000. No V = shear force applied normal to pile axis M = bendinc moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3) Thrust force is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness -------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions Number of ?ile Sections Analyzed = 1 Pile Section No. 1: Dimensions and Properties of Drilled Shaft (Bored Pile) -------------------------------------------------------- Length of Section Shaft Diameter Concrete Cover Thickness Number of Reinforcing Bars Yield Stress of Reinforcing Bars Modulus of Elasticity of Reinforcing Bars Gross Area of Shaft Total Area of Reinforcing Steel Area Ratio cf Steel Reinforcement Edge-to-Edge Bar Spacing Maximum Concrete Aggregate Size Ratio of Bar Spacing to Aggregate Size Offset of Center of Rebar Cage from Center of Pile Confined Section Axial Structural Capacities: ---------------------------- = 18.000000 ft = 24.000000 in = 3.000000 in = 6 bars = 60000. psi = 29000000. psi = 452.389342 sq. in. = 6.000000 sq. in. = 1.33 percent = 7.308000 in = 0.750000 in = 9.74 = 0.0000 in Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 1877.724 kips Tensile Load for Cracking of Concrete = -205.732 kips Nominal Axial Tensile Capacity = -360.000 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.128000 1.000000 8.436000 0.00000 2 1.128000 1.000000 4.218000 7.305790 3 1.128000 1.000000 -4.218000 7.305790 4 1.128000 1.000000 -8.436000 0.00000 5 1.128000 1.000000 -4.218000 -7.305790 6 1 .128000 1.000000 4.218000 -7.305790 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 7.308 inches between bars 4 and 5. Ratio of bar spacing to maximum aggregate size = 9.74 Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1 15.000 Definitions of Run Messages and Notes: -------------------------------------- o = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 15.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conf Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi ksi 0.00000200 149.8464361 74923218. 15.6026063 0.00003121 -0.00001679 -0.0009957 0.1302509 0.8979912 0.00000430 298.6271982 74656800. 13.8101205 0.00005524 -0.00004076 -0.0038989 0.2288774 1.5880540 0.00000630 446.2159035 74369317. 13.2127727 0.00007928 -0.00006472 -0.0027281 0.3262345 2.2781425 0.00000830 592.6110255 74076378. 12.9141612 0.0001033 -0.00008869 -0.0056248 0.4223204 2.9682454 0.00001000 737.8123769 73781238. 12.7350370 0.0001274 -0.0001126 -0.0044504 0.5171347 3.6583608 0.00001200 737.8123769 61484365. 8.1615994 0.00009794 -0.0001901 0.00000 0.3988009 -5.4700034 C 0.00001400 737.8123769 52700884. 7.9217062 0.0001109 -0.0002251 0.00000 0.4498255 -6.4790673 C 0.00001600 737.8123769 46113274. 7.7376235 0.0001238 -0.0002602 0.00000 0.5002219 -7.4900626 C 0.00001800 737.8123769 40989576. 7.5920145 0.0001367 -0.0002953 0.00000 0.5500855 -8.5023284 C 0.00002000 737.8123769 36890619. 7.4732977 0.0001495 -0.0003305 0.00000 0.5994170 -9.5158873 C 0.00002200 737.8123769 33536926. 7.3758584 0.0001623 -0.0003657 0.00000 0.6483669 -10.5296423 C 0.00002400 737.8123769 30742182. 7.2943264 0.0001751 -0.0004009 0.00000 0.6969312 -11.5436288 C 0.00002600 737.8123769 28377399. 7.2241858 0.0001878 -0.0004362 0.00000 0.7450265 -:2.5584839 C 0.00002800 737.8123769 26350442. 7.1645392 0.0002006 -0.0004714 0.00000 0.7928195 -13.5729540 C 0.00003000 737.8123769 24593746. 7.1132903 0.0002134 -0.0005066 0.00000 0.8403093 -14.5870373 C 0.00003200 737.8123769 23056637. 7.0684617 0.0002262 -0.0005418 0.00000 0.8874466 -15.6011075 C 0.000034C0 737.8123769 21700364. 7.0282453 0.0002390 -0.0005770 0.00000 0.9341461 -16.6158300 C 0.000036C0 737.8123769 20494788. 6.9928817 0.0002517 -0.0006123 0.00000 0.9805436 -17.6301514 C 0.00003800 737.8123769 19416115. 6.9616067 0.0002645 -0.0006475 0.00000 1.0266382 -18.6440693 C 0.00004000 737.8123769 18445309. 6.9338088 0.0002774 -0.0006826 0.00000 1.0724290 -19.6575816 C 0.00004200 737.8123769 17566961. 6.9089933 0.0002902 -0.0007178 0.00000 1.1179151 -20.6706860 C 0.00004400 764.7989724 17381795. 6.8867553 0.0003030 -0.0007530 0.00000 1.1630956 -21.6833801 C 0.00004600 795.2392171 17287809. 6.8667602 0.0003159 -0.0007881 0.00000 1.2079695 -22.6956617 C 0.00004800 825.6420793 17200877. 6.8487295 0.0003287 -0.0008233 0.00000 1.2525360 -23.7075284 C 0.00005000 856.0039467 17120079. 6.8321412 0.0003416 -0.0008584 0.00000 1.2967440 -24.7193952 C 0.00005200 886.3245870 17044704. 6.8168095 0.0003545 -0.0008935 0.00000 1.3405899 -25.7312911 C 0.00005400 916.6076643 16974216. 6.8028909 0.0003674 -0.0009286 0.00000 1.3841287 -26.7427526 C 0.00005600 946.8529831 16908089. 6.7902356 0.0003603 -0.0009637 0.00000 1.4273594 -27.7537772 C 0.00005800 977.0603454 16845868. 6.7787144 0.0003932 -0.0009988 0.00000 1.4702810 -28.7643622 C 0.00006000 1007. 16787159. 6.7682155 0.0004061 -0.0010339 0.00000 1.5128926 -29.7745048 C 0.00006230 1037. 16731619. 6.7586415 0.0004190 -0.0010690 0.00000 1.5551931 -30.7842025 C 0.00006430 1067. 16678945. 6.7499070 0.0004320 -0.0011040 0.00000 1.5971813 -31.7934542 C 0.00006600 1098. 16628879. 6.7419374 0.0004450 -0.0011390 0.00000 1.6388567 -32.8022534 C 0.00006800 1128. 16581185. 6.7346664 0.0004580 -0.0011740 0.00000 1.6802180 -33.8105992 C 0.00007000 1157. 16535657. 6.7280356 0.0004710 -0.0012090 0.00000 1.7212642 -34.8184889 C 0.00007200 1187. 16492110. 6.7219930 0.0004840 -0.0012440 0.00000 1.7619941 -35.8259196 C 0.00007400 1217. 16450382. 6.7164923 0.0004970 -0.0012790 0.00000 1.8024069 -36.8328884 C 0.00007600 1247. 16410327. 6.7114920 0.0005101 -0.0013139 0.00000 1.8425014 -37.8393923 C 0.00007800 1277. 16371811. 6.7069550 0.0005231 -0.0013489 0.00000 1.8822766 -38.8454284 C 0.00008200 1337. 16298942. 6.6991401 0.0005493 -0.0014187 0.00000 1.9608645 -40.8560846 C 0.00008600 1396. 16230954. 6.6928172 0.0005756 -0.0014884 0.00000 2.0381617 -42.8648355 C 0.00009000 1455. 16167182. 6.6877969 0.0006019 -0.0015581 0.00000 2.1141598 -44.8716512 C 0.00009400 1514. 16107064. 6.6839222 0.0006283 -0.0016277 0.00000 2.1888494 -46.8765086 C 0.00009800 1573. 16050135. 6.6810622 0.0006547 -0.0016973 0.00000 2.2622211 -48.8793813 C 0.0001020 1632. 15995998. 6.6791066 0.0006813 -0.0017667 0.00000 2.3342657 -50.8802425 C 0.0001060 1690. 15944320. 6.6779620 0.0007079 -0.0018361 0.00000 2.4049734 -52.8790645 C 0.0001100 1748. 15894812. 6.6775487 0.0007345 -0.0019055 0.00000 2.4743344 -54.8758192 C 0.0001140 1807. 15847229. 6.6777986 0.0007613 -0.0019747 0.00000 2.5423386 -56.8704775 C 0.000118:0 1865. 15801357. 6.6786529 0.0007881 -0.0020439 0.00000 2.6089759 -58.8630096 C 0.0001220 1922. 15757008. 6.6800607 0.0008150 -0.0021130 77675. 2.6742357 -60.0000000 CY 0.0001260 1980. 15714020. 6.6819779 0.0008419 -0.0021821 101819. 2.7381075 -60.0000000 CY 0.0001300 2037. 15672250. 6.6843660 0.000860 -0.0022510 192690. 2.8005802 -60.0000000 CY 0.0001340 2095. 15631570. 6.6871914 0.0008961 -0.0023199 40147. 2.8616428 -60.0000000 CY 0.0001380 2152. 15591868. 6.6904244 0.0009233 -0.0023887 54140. 2.9212839 -60.0000000 CY 0.0001420 2209 15553045. 6.6940391 0.0009506 -0.0024574 96792. 2.9794918 -600000000 CY 0.0001460 2265 15515009. 6.6980125 0.0009779 -0.0025261 3249018. 3.0362546 -60.0000000 CY 0.00015C0 2322. 15477682. 6.7023244 0.0010053 -0.0025947 54163. 3.0915601 -60.0000000 CY 0.0001540 2378. 15440989. 6.7069569 0.0010329 -0.0026631 152078. 3.1453960 -60.0000000 CY 0.0001580 2434. 15404866. 6.7118941 0.001065 -0.0027315 42333. 3.1977494 -60.0000000 CY 0.0001620 2483. 15329289. 6.7109862 0.0010872 -0.0028008 110983. 3.2467793 -60.0000000 CY 0.0001660 2520. 15181421. 6.6988059 0.0011120 -0.0028720 43459. 3.2909127 -60.0000000 CY 0.00017C0 2544. 14964120. 6.6753504 0.0011348 -0.0029452 369850. 3.3302227 -60.0000000 CY 0.0001740 2559. 14709611. 6.6455370 0.0011563 -0.0030197 72950. 3.3662293 -60.0000000 CY 0.0001780 2575. 14465585. 6.6172096 0.0011779 -0.0030941 41337. 3.4012838 -60.0000000 CY 0.0001820 2590. 14231649. 6.5898684 0.0011994 -0.0031686 29300. 3.4352660 -60.0000000 CY 0.0001860 2605. 14006970. 6.5630918 0.0012207 -0.0032433 101096. 3.4680796 -60.0000000 CY 0.00019C0 2620. 13791406. 6.5376761 0.0012422 -0.0033178 50701. 3.4999776 -60.0000000 CY 0.0001940 2635. 13584390. 6.5135395 0.0012636 -0.0033924 34311. 3.5309545 -60.0000000 CY 0.0001980 2650. 13385401. 6.4906068 0.0012851 -0.0034669 867853. 3.5610045 -60.0000000 CY 0.0002020 2665. 13193959. 6.4688085 0.0013067 -0.0035413 93359. 3.5901219 -60.0000000 CY 0.000206.0 2680. 13009622. 6.4480809 0.0013283 -0.0036157 50251. 3.6183007 -60.0000000 CY 0.00021C0 2695. 12831979. 6.4283651 0.0013500 -0.0036900 34801. 3.6455350 -60.0000000 CY 0.0002140 2709. 12660652. 6.4096065 0.0013717 -0.0037643 26859. 3.6718187 -60.0000000 CY 0.0002180 2724. 12495291. 6.3917548 0.0013934 -0.0038386 171831. 3.6971455 -60.0000000 CY 0.0002220 2738. 12335569. 6.3747631 0.0014152 -0.0039128 68488. 3.7215093 -60.0000000 CY 0.0002260 2753. 12181156. 6.3585091 0.0014370 -0.0039870 43370. 3.7448846 -60.0000000 CY 0.0002300 2767. 12031519. 6.3422435 0.0014587 -0.0040613 32173. 3.7670996 -60.0000000 CY 0.0002340 2781. 11886697. 6.3267502 0.0014805 -0.0041355 25753. 3.7883522 -60.0000000 CY 0.0002380 2796. 11746445. 6.3119926 0.0015023 -0.0042097 343585. 3.8086356 -60.0000000 CY 0.0002540 2852. 11226757. 6.2596728 0.0015900 -0.0045060 29374. 3.8799396 -60.0000000 CY 0.0002700 2906. 10764221. 6.2167739 0.0016785 -0.0048015 64102. 3.9351682 -60.0000000 CY 0.0002860 2960. 10349052. 6.1818722 0.0017680 -0.0050960 22953. 3.9738290 -60.0000000 CY 0.0003020 3012. 9973522. 6.1538614 0.0018585 -0.0053895 53803. 3.9953888 -60.0000000 CY 0.000318:0 3063. 9631341. 6.1319251 0.0019500 -0.0056820 22270. 3.9970989 -60.0000000 CY 0.0003340 3109. 9309122. 6.1113824 0.0020412 -0.0059748 86392. 3.9976757 -60.0000000 CY 0.0003500 3143. 8978586. 6.0787034 0.0021275 -0.0062725 30977. 3.9968748 60.0000000 CY 0.0003660 3161. 8637006. 6.0318451 0.0022077 -0.0065763 21351. 3.9956281 60.0000000 CY 0.0003820 3167. 8291796. 5.9737887 0.0022820 -0.0068860 17653. 3.9996811 60.0000000 CY 0.0003980 3171. 7966444. 5.9179401 0.0023533 -0.0071967 15302. 3.9964377 60.0000000 CY 0.0004140 3173. 7665204. 5.8664535 0.0024287 -0.0075073 265396. 3.9999817 60.0000000 CY 0.0004300 3175. 7384620. 5.8169061 0.0025013 -0.0078187 87947. 3.9964994 60.0000000 CY 0.0004460 3177. 7123757. 5.7718252 0.0025742 -0.0081298 52544. 3.9999317 60.0000000 CY 0.0004620 3179. 6880370. 5.7310486 0.0026477 -0.0084403 37266. 3.9944714 60.0000000 CY 0.0004780 3180., 6652935. 5.6937977 0.0027216 -0.0087504 28882. 3.9992954 60.0000000 CY 0.0004940 3181., 6439831. 5.6598548 0.0027960 -0.0090600 23572. 3.9935736 600000000 CY 0.0005100 3182 6239484. 5.6276478 0.0028701 -0.0093699 20087. 3.9964022 600000000 CY 0.0005260 3183 6050717. 5.5959376 0.0029435 -0.0096805 17742. 3.9997177 600000000 CY 0.0005420 3183 5872792. 5.5668980 0.0030173 -0.0099907 15878. 3.9920654 600000000 CY 0.0005580 3183. 5704854. 5.5401410 0.0030914 -0.0103006 14376. 3.9949365 600000000 CY 0.0005740 3183 5546139. 5.5153278 0.0031658 -0.0106102 13151. 3.9990419 60.0000000 CY 0.0005900 3184 5395855. 5.4923988 0.0032435 -0.0109195 12128. 3.9971643 60.0000000 CY 0.0006060 3184.. 5253390. 5.4713487 0.0033156 -0.0112284 11258. 3.9892572 600000000 CY 0.0006220 3184 5118254. 5.4517345 0.0033910 -0.0115370 10520. 3.9955759 60.0000000 CY 0.0006380 3184. 4989897. 5.4334560 0.0034665 -0.0118455 554866. 3.9991507 60.0000000 CY 0.0006540 3184. 4867820. 5.4164995 0.0035424 -0.0121536 110873. 3.9974793 60.0000000 CY 0.0006700 3184. 4751573. 5.4009113 0.0036186 -0.0124614 61346. 3.9862238 60.0000000 CY 0.0006860 3184. 4640750. 5.3844443 0.0036937 -0.0127703 44460. 3.9917041 60.0000000 CY 0.0007020 3184. 4534977. 5.3688734 0.0037689 -0.0130791 34990. 3.9966188 60.0000000 CY 0.0007180 3184. 4433920. 5.3542600 0.0038444 -0.0133876 28880. 3.9993743 60.0000000 CY 0.0007340 3184. 4337267. 5.3651694 0.0039380 -0.0136780 18894. 3.9918724 60.0000000 CY 0.0007500 3184. 4244739. 5.3520591 0.0040140 -0.0139860 17054. 3.9832049 60.0000000 CY 0.0007660 3184. 4156076. 5.3837835 0.0041240 -0.0142600 11916. 3.9959132 60.0000000 CY 0.0007820 3184. 4071041. 5.3712446 0.0042003 -0.0145677 11255. 3.9988519 60.0000000 CY 0.0007980 3184. 3989416. 5.4143481 0.0043206 -0.0148314 8724. 3.9873404 60.0000000 CY 0.0008140 3184. 3911000. 5.4039361 0.0043988 -0.0151372 8376. 3.9824827 60.0000000 CY 0.0008300 3184. 3835607. 5.3931460 0.0044763 -0.0154437 188341. 3.9889459 60.0000000 CY 0.0008460 3184. 3763066. 5.4419575 0.0046C39 -0.0157001 20891. 3.9993836 60.0000000 CY 0.0008620 3184. 3693218. 5.4320771 0.0046825 -0.0160055 18909. 3.9989655 60.0000000 CY 0.0008780 3184. 3625916. 5.4883909 0.0048188 -0.0162532 10958. 3.9830183 60.0000000 CY -------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 15.000 3182.965 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor) In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70) The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Load No. 1 1 1 Resist. Factor for Moment ------------ C'. 65 0.70 0.75 Nominal Moment Cap in-kips ------------ 3183. Ult. (Fac) Ax. Thrust kips ------------ 9 .750000 Ult. (Fac) Moment Cap in-kips ------------ 2069. Bend. Stiff. at Ult Mom kipin"2 ------------ 15649837. 3183. 10.500000 2228. 15539925. 3183. 11.250000 2387. 15434988. -------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 -------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 10750.0 lbs Applied moment at pile head = 1560000.0 in-lbs Axial thrust load on pile head = 15000.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi in _lbA2 Winch lb/inch lb/inch 0.00 0.3750 1560000. 10750. -0.00888 0.00 1.61E+10 - 189.9440 547.0116 0.00 0.1800 0.3561 1583061. 10325. -0.00866 0.00 1.61E+10 - 203.7759 1236. 0.00 0.3600 0.3376 1605165. 9867. -0.00845 0.00 1.60E+10 - 219.6943 1406. 0.00 0.5400 0.3196 1626236. 9374. -0.00823 0.00 1.60E+10 - 237.6270 1606. 0.00 0.7200 0.3020 1646192. 8839. -0.00801 0.00 1.60E+10 - 257.4908 1842. 0.00 0.9000 0.2850 1664939. 8259. -0.00779 0.00 1.60E+10 - 279.1835 2116. 0.00 1.0800 0.2684 1682376. 7631. -0.00756 0.00 1.60E+10 - 302.5444 2435. 0.00 1.2600 0.2523 1698394. 6951. -0.00733 0.00 1.59E+10 - 327.3635 2803. 0.00 1.4400 0.2367 1712878. 6215. -0.00710 0.00 1.59E+10 - 353.4532 3225. 0.00 1.6200 0.2216 1725705. 5423. -0.00687 0.00 1.59E+10 - 380.5545 3709. 0.00 1.8000 0.2070 1736749. 4571. -0.00663 0.00 1.59E+10 - 408.3617 4260. 0.00 1.9800 0.1930 1745879. 3658. -0.00640 0.00 1.59E+10 - 436.5211 4886. 0.00 2.1600 0.1794 1752966. 2685. -0.00616 0.00 1.59E+10 - 464.9535 5598. 0.00 2.3400 0.1664 1757876. 1650. -0.00592 0.00 1.59E+10 - 493.0742 6402. 0.00 2.5200 0.1538 1760477. 555.3127 -0.00568 0.00 1.59E+10 - 520.3862 7307. 0.00 2.7000 0.1418 1760643. -596.8027 -0.00544 0.00 1.59E+10 - 546.3873 8321. 0.00 2.8800 0.1303 1758251. -1803. -0.00520 0.00 1.59E+10 - 570.5439 9456. 0.00 3.0600 0.1194 1753190. -3060. -0.00496 0.00 1.59E+10 - 593.2710 10737. 0.00 3.2400 0.1089 1745354. -4366. -0.00473 0.00 1.59E+10 - 615.5230 12209. 0.00 3.4200 0.09894 1734638. -5716. -0.00449 0.00 1.59E+10 - 635.1084 13865. 0.00 3.6000 0.08950 1720951. -7106. -0.00425 0.00 1.59E+10 - 651.5108 15723. 0.00 3.7800 0.08056 1704216. -8527. -0.00402 0.00 1.59E+10 - 664.2140 17808. 0.00 3.9600 0.07213 1684376. -9971. -0.00379 0.00 1.59E+10 - 672.7121 20146. 0.00 4.1400 0.06418 1661389. -11430. -0.00357 0.00 1.60E+10 - 678.4219 22832. 0.00 4.3200 0.05672 1635230. -12897. -0.00334 0.00 1.60E+10 - 679.8974 25891. 0.00 4.5000 0.04974 1605892. -14361. -0.00312 0.00 1.60E+10 - 676.2047 29365. 0.00 4.6800 0.04322 1573391. -15812. -0.00291 0.00 1.60E+10 - 666.9377 33329. 0.00 4.8600 0.03717 1537772. -17176. -0.00270 0.00 1.61E+10 - 596.0688 34642. 0.00 5.0400 0.03155 1499366. -18387. -0.00250 0.00 1.61E+10 - 524.8133 35925. 0.00 5.2200 0.02638 1458504. -19444. -0.00230 0.00 1.62E+10 - 454.3660 37208. 0.00 5.4000 0.02162 1415516. -20351. -0.00211 0.00 1.62E+10 - 385.2697 38491. 0.00 5.5800 0.01727 1370725. -21110. -0.00192 0.00 1.63E+10 - 318.0251 39774. 0.00 5.7600 0.01331 1324444. -21727. -0.00174 0.00 1.63E+10 - 253.0901 41057. 0.00 5.9400 0.00974 1276976. -22207. -0.00157 0.00 1.64E+10 - 190.8806 42340. 0.00 6.1200 0.00652 1228612. -22555. -0.00141 0.00 1.64E+10 - 131.7710 43623. 0.00 6.3000 0.00366 1179629. -22780. -0.00125 0.00 1.65E+10 - 76.0953 44906. 0.00 6.4800 0.00113 1130285. -22888. -0.00110 0.00 1.66E+10 - 24.1480 46189. 0.00 6.6600 -0.00108 1080824. -22888. -9.54E-04 0.00 1.67E+10 23.8144 47472. 0.00 6.8400 -0.00299 1031469. -22790. -8.18E-04 0.00 1.67E+10 67.5720 48756. 0.00 7.0200 -0.00462 982425. -22601. -6.88E-04 0.00 1.68E+10 106.9398 50039. 0.00 7.2000 -0.00597 933876. -22333. -5.66E-04 0.00 1.69E+10 141.7663 51322. 0.00 '7 .3800 -0.00706 885985. -21994. -4.50E-04 0.00 1.70E+10 171.9315 52605. 0.00 7.5600 -0.00791 838893. -21595. -3.41E-04 0.00 1.72E+10 197.3452 53888. 0.00 7.7400 -0.00853 792717. -21146. -2.39E-04 0.00 1.73E+10 217.9454 55171. 0.00 7.9200 -0.00894 747555. -20659. -1.43E-04 0.00 1.75E+10 233.6961 56454. 0.00 8.1000 -0.00915 703481. -20142. -8.67E-05 0.00 7.38E+10 244.6047 57737. 0.00 8.2800 -0.00932 660547. -19603. -6.67E-05 0.00 7.39E+10 254.5477 59020. 0.00 8.4600 -0.00944 618800. -19044. -4.80E-05 0.00 7.40E+10 263.5226 60303. 0.00 8.6400 -0.00952 578282. -18466. -3.06E-05 0.00 7.41E+10 271.5318 61586. 0.00 8.8200 -0.00957 539031. -17872. -1.43E-05 0.00 7.42E+10 278.5814 62869. 0.00 9.0000 -0.00959 501078. -17263. 8.37E-07 0.00 7.42E+10 284.6806 64152. 0.00 9.1800 -0.00957 464453. -16643. 1.49E-05 0.00 7.43E+10 289.8424 65435. 0.00 9.3600 -0.00952 429181. -16012. 2.79E-05 0.00 7.44E+10 294.0828 66718. 0.00 9.5400 -0.00945 395279. -15373. 3.98E-05 0.00 7.44E+10 297.4204 68001. 0.00 9.7200 -0.00935 362766. -14728. 5.08E-05 0.00 7.45E+10 299.8758 69284. 0.00 9.9000 -0.00923 331650. -14079. 6.09E-05 0.00 7.46E+10 301.4722 70567. 0.00 10.0800 -0.00909 301942. -13427. 7.00E-05 0.00 7.46E+10 302.2344 71850. 0.00 10.2600 -0.00893 273642. -12774. 7.84E-05 0.00 7.47E+10 302.1891 73133. 0.00 10.4400 -0.00875 246753. -12122. 8.59E-05 0.00 7.47E+10 301.3639 74416. 0.00 10.6200 -0.00855 221269. -11473. 9.27E-05 0.00 7.48E+10 299.7874 75699. 0.00 10.8000 -0.00835 197184. -10828. 9.87E-05 0.00 7.48E+10 297.4891 76982. 0.00 10.9800 -0.00813 174487. -10188. 1.04E-04 0.00 7.48E+10 294.4992 78265. 0.00 11.1600 -0.00790 153163. -9556. 1.09E-04 0.00 7.49E+10 290.8481 79548. 0.00 11.3400 -0.00766 133197. -8933. 1.13E-04 0.00 7.49E+10 286.5665 80832. 0.00 11.5200 -0.00741 114567. -8319. 1.16E-04 0.00 7.49E+10 281.6847 82115. 0.00 11.7000 -0.00715 97251. -7716. 1.20E-04 0.00 7.49E+10 276.2328 83398. 0.00 11.8800 -0.00689 81224. -7126. 1.22E-04 0.00 7.49E+10 270.2403 84681. 0.00 12.0600 -0.00663 66458. -6550. 1.24E-04 0.00 7.49E+10 263.7361 85964. 0.00 12.2400 -0.00636 52922. -5987. 1.26E-04 0.00 7.49E-i-10 256.7484 87247. 0.00 12.4200 -0.00608 40584. -5441. 1.27E-04 0.00 7.49E+10 249.3043 88530. 0.00 12.6000 -0.00581 29410. -4911. 1.28E-04 0.00 7.49E+10 241.4299 89813. 0.00 12.7800 -0.00553 19361. -4398. 1.29E-04 0.00 7.49E+10 233.1501 91096. 0.00 12.9600 -0.00525 10400. -3904. 1.29E-04 0.00 7.49E+10 224.4883 92379. 0.00 13.1400 -0.00497 2487. -3429. 1.30E-04 0.00 7.49E+10 215.4666 93662. 0.00 13.3200 -0.00469 -4421. -2974. 1.30E-04 0.00 7.49E+10 206.1055 94945. 0.00 13.5000 -0.00441 -10367. -2539. 1.29E-04 0.00 7.49E+10 196.4239 96228. 3.00 13.6800 -0.00413 -15397. -2125. 1.29E-04 0.00 7.49E+10 186.4390 97511. 3.00 13.8600 -0.00385 -19557. -1734. 1.29E-04 0.00 7.49E+10 176.1663 98794. 3.00 14.0400 -0.00357 -22896. -1365. 1.28E-04 0.00 7.49E+10 165.6194 100077. 0.00 14.2200 -0.00330 -25461. -1019. 1.27E-04 0.00 7.49E+10 154.8104 101360. 0.00 14.4000 -0.00303 -27304. -696.1512 1.26E-04 0.00 7.49E+10 143.7493 102643. 10.00 14.5800 -0.00275 -28477. -397.8620 1.26E-04 0.00 7.49E+10 132.4445 103926. 0.00 14.7600 -0.00248 -29031. -124.2472 1.25E-04 0.00 7.49E+10 120.9025 105209. 0.00 14.9400 -0.00221 -29022. 124.1861 1.24E-04 0.00 7.49E+10 109.1283 106492. 0.00 15.1200 -0.00195 -28503. 346.9398 1.23E-04 0.00 7.49E+10 97.1251 107775. C.00 15.3000 -0.00168 -27531. 543.5207 1.22E-04 0.00 7.49E+10 84.8943 109058. C.00 15.4800 -0.00142 -26163. 713.4376 1.22E-04 0.00 7.49E+10 72.4362 110341. 0.00 15.6600 -0.00116 -24457. 856.1979 1.21E-04 0.00 7.49E+10 59.7492 111624. 0.00 15.8400 -8.96E-04 -22472. 971.3044 1.20E-04 0.00 7.49E+10 46.8309 112908. 0.00 16.0200 -6.37E-04 -20268. 1058. 1.20E-04 0.00 7.49E+10 33.6774 114191. 0.00 16.2000 -3.79E-04 -17908. 1117. 1.19E-04 0.00 7.49E+10 20.2837 115474. 0.00 16.3800 -1.23E-04 -15453. 1146. 1.19E-04 0.00 7.49E+10 6.6443 116757. 0.00 16.5600 1.33E-04 -12966. 1145. 1.18E-04 0.00 7.49E+10 - 7.2472 118040. 0.00 16.7400 3.87E-04 -10514. 1114. 1.18E-04 0.00 7.49E+10 - 21.3977 119323. 0.00 16.9200 6.41E-04 -8161. 1052. 1.18E-04 0.00 7.49E+10 - 35.8142 120606. 0.00 17.1000 8.95E-04 -5976. 959.0136 1.17E-04 0.00 7.49E+10 - 50.5040 121889. 0.00 17.2800 0.00115 -4026. 833.7577 1.17E-04 0.00 7.49E+10 - 65.4737 123172. ID.00 17.4600 0.00140 -2382. 675.8579 1.17E-04 0.00 7.49E+10 - 80.7298 124455. 3.00 17.6400 0.00165 -1114. 484.6898 1.17E-04 0.00 7.49E+10 - 96.2777 125738. 3.00 17.8200 0.00191 -295.4266 259.6182 1.17E-04 0.00 7.49E+10 - 112.1219 127021. 0.00 18.0000 0.00216 0.00 0.00 1.17E-04 0.00 7.49E+10 - 128.2653 64152. 0.00 * This analysis computed pile response using nonlinear moment -curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.37501863 inches -0.00887632 radians 1760643. inch-lbs -22888. lbs 2.70000000 feet below pile head 6.66000000 feet below pile head 53 2 -------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses -------------------------------------------------------------------------------- Definitions of Pile-head Loading Conditions: Load Type Load 1 = Shear, V1 lbs, and Load 2 = Moment, M, in-lbs Load Type Load 1 = Shear, V, lbs, and Load 2 = Slope, 5, radians Load Type Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad. Load Type Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type Load 1 = Top Deflection, y, inches, and Load 2 = Slope, 5, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs I 1 V, lb 10750. M, in-lb 1560000. 15000. 0.3750 -0.00888 - 22888. 1760643. Maximum pile-head deflect--on = 0.3750186323 inches Maximum pile-head rotation = -0.0088763182 radians = -0.508576 deg. The analysis ended normally.