Loading...
HomeMy WebLinkAbout81155060 South Wall Regraded - Calc PackagePROJECT: Renton MRI PROJECT NO.: 81155060 TASK: 5 SUBJECT: South Wall Redesign BY: Zachary L. Koehn DATE:8/29/17 REVIEWED BY: Richard D. Luark DATE: 8/30/17 ATTACHED ARE THE SOIL NAIL CALCULATIONS FOR THE REDESIGN OF THE SOUTH WALL AS PER THE UPDATED GRADING PLANS FOR THE MARRIOT RESIDENCE INN LOCATED IN RENTON, WASHINGTON. THE FOLLOWING CALCULATIONS ARE ATTACHED: •SOIL NAILS •SHOTCRETE FACING PROJECT: Renton MRI PROJECT NO.: 81155060 TASK: 5 SUBJECT: South Wall Redesign BY: Zachary L. Koehn DATE: 8/29/17 REVIEWED BY: Richard D. Luark DATE: 8/30/17 Page 1 of 3 PURPOSE: Re-design south permanent soil nail wall as per revised grading plan. GIVEN: Soil Parameters: Soil Unit Moist Unit Weight (pcf) Friction (deg) Cohesion (psf) Ultimate Pull Out Resistance (k/ft) Med. Dense Granular 125 34 0 4 V. Dense ML/SM 125 32 550 4 V. Dense Sand 120 38 0 4 Reference: “Updated Geotechnical Engineering Study Marriott Residence Inn Proposed Hotel Facility Renton, Washington” dated April 21, 2015, by Earth Solutions NW LLC. Reference: “Shoring and Permanent Soil Nail Retaining Wall. Design Drawings and Specifications, Permit Submittal” dated November 25, 2015, by Terracon, Inc. Geometry:Original backgrounds supplied by the Jenson Fey Architects based on the 50% DD set. The structural foundation plans were from DCI Engineers, progress set dated 11/2/15. Updated backgrounds supplied by Barghausen Consulting Engineers, Inc. revised per City of Renton comments and 1:1 cut slope dated 7/27/17. Shoring designed for excavation depth down to the base of the footing although the shotcrete facing will only extend down to the top of the footing along the perimeter of the building. Were the free standing permanent soil nail wall is present, the temporary shotcrete facing will extend down to the base of the footing which is 2-feet below finished grade in front of the wall. Horizontal soil nail spacing is 6 feet on center. Maximum vertical spacing is 6-feet on center. Materials:75 ksi threaded tendons in standard bar sizes (#7, #8 & #9). Epoxy coated tendons for the permanent soil nail wall to provide double corrosion protection. Use 3,000 psi UCS grout for nails + 4,000 psi UCS for shotcrete. Factor of Safety on Soils: Minimum factors of safety of 1.5 for static, 1.1 for seismic,1.2 for interim temporary stability, and soil nail pull out for static of 2.0 and 1.5 for seismic. Seismic Design: Peak ground acceleration is 0.597g based on USGS website for the IBC design earthquake adjust for site class C soil profile. Permanent south wall designed with a pseudo static coefficient equal to ½ of the PGA which equals 0.3. ASSUMPTIONS: No construction surcharges on the slope during soil nail construction. Fill placement will be completed prior to installation of soil nails. Construction surcharges of up to 500 psf vertical are allowed above the south permanent soil nail wall as the permanent walls are designed for seismic, which controls the design and can withstand up to a 500 psf construction surcharge for the temporary condition. Seismic can be ignored as temporary condition. Material factors: 0.66 on head strength; 0.55 on tendons for both temporary and permanent soil nail walls. PROJECT: Renton MRI PROJECT NO.: 81155060 TASK: 5 SUBJECT: South Wall Redesign BY: Zachary L. Koehn DATE: 8/29/17 REVIEWED BY: Richard D. Luark DATE: 8/30/17 Page 2 of 3 Where structural fill is used to backfill, the fill will have material properties equal to that of medium dense granular soils (friction angle = 34 degrees, cohesion = 0, and unit weight = 125 pcf). Maximum deflection at top of soil nail wall is on the order of 1-inch or less for temporary and static conditions. Maximum permanent displacement of the permanent soil nail wall in response to the design seismic event is 1-inch or less. ANALYSIS: Use Snail version 2.0.3.1 to size soil nails using factored resistance (head strength, tendon and pullout). RESULTS: The following summarizes the results for the soil nail analysis. H includes the footing excavation depth (which is to the based on the perimeter footing excavation; however where the soil nail wall is adjacent to footing excavations, the facing will only extend down to the top of the footings). T The Snail outputs are attached. Maximum vertical spacing of soil nails is 6 foot on center. Schedule #2 – Excavation Height = 30.5 ft Row L (ft)Bar Vert. Spacing (ft)Horizontal Spacing Angle 1 32 #9 3 6 ft o.c.15 2 30 #9 6 6 ft o.c.15 3 30 #9 6 6 ft o.c.15 4 24 #9 6 6 ft o.c.15 5 18 #8 6 6 ft o.c.15 FSstatic = 1.84, FSseismic = 1.10, FStemp = 1.60 Schedule #3 – Excavation Height = 24.0 ft Row L (ft)Bar Vert. Spacing (ft)Horizontal Spacing Angle 1 26 #8 2 6 ft o.c.15 2 26 #8 5 6 ft o.c.15 3 18 #8 6 6 ft o.c.15 4 12 #8 6 6 ft o.c.15 FSstatic = 1.91, FSseismic = 1.11, FStemp = 1.61 Schedule #3 – Excavation Height = 15.5 ft Row L (ft)Bar Vert. Spacing (ft)Horizontal Spacing Angle 2 26 #8 3 6 ft o.c.15 3 18 #8 6 6 ft o.c.15 4 12 #8 4 6 ft o.c.15 FSstatic = 1.99, FSseismic = 1.14, FStemp = 1.47 PROJECT: Renton MRI PROJECT NO.: 81155060 TASK: 5 SUBJECT: South Wall Redesign BY: Zachary L. Koehn DATE: 8/29/17 REVIEWED BY: Richard D. Luark DATE: 8/30/17 Page 3 of 3 Facing: Snail Version 2.0.3.1 - SH4.0 - 4 04:07:40 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Permanent Minimum Factor of Safety: 1.84 Calculated Service Load at Soil Nail Head (Empirical), To:24.4 kipsAllowable Facing Resistance, F_allowable (Entered):27.9 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -4.snz Run Date: 08/30/17 Run Time: 04:07:40 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 45.25 feet Wall Dimensions: Wall Height: 29.00 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: 5 Angle Distance No. degrees feet ------------------------ 1 0 7.00 2 27 5.60 3 12 7.40 4 23 80.00 5 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 Elevation1 -------------------------------------------------------------------- 2 0.00 62.25 100.00 62.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 32.00 15 3.00 6.00 1.125 75.0 2 30.00 15 6.00 6.00 1.125 75.0 3 30.00 15 6.00 6.00 1.125 75.0 4 24.00 15 6.00 6.00 1.125 75.0 5 18.00 15 6.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 55.00 feet Below Toe Searches (BTS): Perform below Toe Search: No 2 Advanced Search Options: Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.84 Found at Search Point: 10 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: 24.4 kips Allowable Facing Resistance, F_allowable (Entered): 27.9 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 24.4 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 2.09 20.00 53.19 33.38 -90.00 6.68 1 30.5 Pullout 2 34.2 Pullout 3 41.7 Bar Yield 4 37.7 Pullout 5 38.8 Facing 2 2.01 23.50 49.91 36.49 90.00 6.98 1 27.1 Pullout 2 31.6 Pullout 3 40.1 Pullout 4 36.7 Pullout 5 39.1 Facing 3 1.95 27.00 47.15 39.70 90.00 7.28 1 24.0 Pullout 2 29.3 Pullout 3 38.5 Pullout 4 35.7 Pullout 5 39.4 Facing 4 1.91 30.50 44.81 42.99 -90.00 7.57 1 21.3 Pullout 2 27.2 Pullout 3 37.1 Pullout 4 34.9 Pullout 5 39.7 Facing 5 1.88 34.00 42.80 46.34 90.00 7.87 1 18.9 Pullout 2 25.3 Pullout 3 35.8 Pullout 4 34.2 Pullout 5 39.9 Facing 6 1.87 37.50 41.06 49.73 90.00 8.17 1 16.8 Pullout 2 23.7 Pullout 3 34.6 Pullout 4 33.5 Pullout3 5 40.1 Facing 7 1.85 41.00 39.55 53.17 90.00 8.46 1 14.8 Pullout 2 22.2 Pullout 3 33.5 Pullout 4 32.9 Pullout 5 40.3 Facing 8 1.85 44.50 38.22 56.64 90.00 8.76 1 13.0 Pullout 2 20.8 Pullout 3 32.6 Pullout 4 32.3 Pullout 5 40.5 Facing 9 1.84 48.00 37.05 60.14 -90.00 9.06 1 11.4 Pullout 2 19.5 Pullout 3 31.7 Pullout 4 31.8 Pullout 5 40.5 Pullout ** 10 1.84 51.50 36.01 63.66 -90.00 9.36 1 9.9 Pullout 2 18.4 Pullout 3 30.9 Pullout 4 31.4 Pullout 5 40.3 Pullout 11 1.84 55.00 35.07 67.20 90.00 9.65 1 8.5 Pullout 2 17.3 Pullout 3 30.2 Pullout 4 31.0 Pullout 5 40.2 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 4 04:05:13 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 0.30 γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Seismic Minimum Factor of Safety: 1.10 Calculated Service Load at Soil Nail Head (Empirical), To:32.1 kipsAllowable Facing Resistance, F_allowable (Entered):38.1 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -4.snz Run Date: 08/30/17 Run Time: 04:05:13 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 45.25 feet Wall Dimensions: Wall Height: 29.00 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: 5 Angle Distance No. degrees feet ------------------------ 1 0 7.00 2 27 5.60 3 12 7.40 4 23 80.00 5 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 Elevation1 -------------------------------------------------------------------- 2 0.00 62.25 100.00 62.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 32.00 15 3.00 6.00 1.125 75.0 2 30.00 15 6.00 6.00 1.125 75.0 3 30.00 15 6.00 6.00 1.125 75.0 4 24.00 15 6.00 6.00 1.125 75.0 5 18.00 15 6.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 53.00 feet Below Toe Searches (BTS): Perform below Toe Search: No 2 Advanced Search Options: Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.10 Found at Search Point: 11 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: 32.1 kips Allowable Facing Resistance, F_allowable (Entered): 38.1 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 32.1 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 1.61 20.00 39.87 26.06 -90.00 16.70 1 30.2 Pullout 2 30.0 Pullout 3 45.0 Pullout 4 44.0 Pullout 5 54.5 Pullout 2 1.44 23.30 36.76 29.08 90.00 17.40 1 21.0 Pullout 2 25.6 Pullout 3 42.0 Pullout 4 42.3 Pullout 5 53.9 Pullout 3 1.31 26.60 34.24 32.18 -90.00 18.11 1 11.9 Pullout 2 21.8 Pullout 3 39.3 Pullout 4 40.8 Pullout 5 53.4 Pullout 4 1.23 29.90 32.17 35.32 90.00 18.81 1 5.3 Pullout 2 18.5 Pullout 3 37.0 Pullout 4 39.4 Pullout 5 53.0 Pullout 5 1.19 33.20 30.44 38.51 90.00 19.51 1 1.4 Pullout 2 15.5 Pullout 3 34.9 Pullout 4 38.2 Pullout 5 52.6 Pullout 6 1.17 36.50 28.97 41.72 90.00 20.21 1 0.0 Pullout 2 12.8 Pullout 3 33.0 Pullout 4 37.2 Pullout3 5 52.3 Pullout 7 1.15 39.80 32.23 47.05 -90.00 16.73 1 5.4 Pullout 2 18.6 Pullout 3 37.0 Pullout 4 39.5 Pullout 5 53.0 Pullout 8 1.13 43.10 31.03 50.30 90.00 17.29 1 2.8 Pullout 2 16.5 Pullout 3 35.6 Pullout 4 38.6 Pullout 5 52.8 Pullout 9 1.11 46.40 29.98 53.57 90.00 17.85 1 0.4 Pullout 2 14.7 Pullout 3 34.3 Pullout 4 37.9 Pullout 5 52.5 Pullout 10 1.11 49.70 29.05 56.85 90.00 18.41 1 0.0 Pullout 2 13.0 Pullout 3 33.1 Pullout 4 37.2 Pullout 5 52.3 Pullout ** 11 1.10 53.00 32.06 62.54 -90.00 14.22 1 5.1 Pullout 2 18.3 Pullout 3 36.8 Pullout 4 39.3 Pullout 5 53.0 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 4 04:58:00 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 500 psf 500 psf γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.60 Calculated Service Load at Soil Nail Head (Empirical), To:27.5 kipsAllowable Facing Resistance, F_allowable (Entered):29.2 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 4 04:09:50 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi Ø=1.125 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.66 Calculated Service Load at Soil Nail Head (Empirical), To:26.5 kipsAllowable Facing Resistance, F_allowable (Entered):27.0 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 4 - Interim 04:09:11 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Ø=1.125 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Permanent Minimum Factor of Safety: 2.93 Calculated Service Load at Soil Nail Head (Empirical), To:1.7 kipsAllowable Facing Resistance, F_allowable (Entered):30.8 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Facing Analysis Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== Draft Standard Drawing xs12-000-1 February 2013: Design Number 1 ====================================================================================================== Analysis ====================================================================================================== Method: ASD Temporary Shoring Only: No Check Bearing Plate Capacity: No ====================================================================================================== Soil Nails ====================================================================================================== Horizontal Spacing: 5.00 feet Vertical Spacing: 5.00 feet ====================================================================================================== Facing ====================================================================================================== Temporary Permanent ------------------- Facing Thickness: 4.000 8.000 inches Vertical Reinforcement Area: 0.08 0.20 in²/foot Horizontal Reinforcement Area: 0.08 0.20 in²/foot No. of Vertical Waler Bars: 2 0 No. of Horizontal Waler Bars: 2 0 Waler Bar Area: 0.20 0.00 in² Waler Bar Yield Strength: 60.0 60.0 ksi Concrete Yield Strength: 3.6 3.6 ksi Reinforcement Yield Strength: 65.0 60.0 ksi Punching Correction Factor: 1.00 1.00 Flexural Correction Factor: 2.00 1.00 ====================================================================================================== Bearing Plates ====================================================================================================== Bearing Plate Width / Height: 8.000 inches Bearing Plate Thickness: 0.750 inches ====================================================================================================== Studs ====================================================================================================== Number of Studs: 4 Stud Head Diameter: 1.250 inches Head Thickness: 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 ====================================================================================================== Results 1 ====================================================================================================== Facing: Capacity Ratio Allowable (Normalized by Resistance Control Mode Analysis Failure Mode kips Capacity) ------------------------------------------------------ Temporary: Flexure: 28.3 1.05 Punching Shear: 27.0 1.00 Permanent: Flexure: 40.9 1.47 Punching Shear: 27.9 1.00 Stud Tensile: 53.0 1.90 Seismic: Flexure: 55.8 1.47 Punching Shear: 38.1 1.00 Stud Tensile: 70.7 1.86 ====================================================================================================== END OF REPORT ====================================================================================================== 2 Snail Version 2.0.3.1 - SH4.0 - 5 04:11:55 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Permanent Minimum Factor of Safety: 1.91 Calculated Service Load at Soil Nail Head (Empirical), To:11.6 kipsAllowable Facing Resistance, F_allowable (Entered):27.9 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -5.snz Run Date: 08/30/17 Run Time: 04:11:55 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 42.25 feet Wall Dimensions: Wall Height: 21.50 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: 4 Angle Distance No. degrees feet ------------------------ 1 0 7.20 2 27 22.70 3 23 38.00 4 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 --------------------------------------------------------------------1 2 0.00 60.25 100.00 60.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 26.00 15 3.00 6.00 1.000 75.0 2 26.00 15 6.00 6.00 1.000 75.0 3 18.00 15 6.00 6.00 1.000 75.0 4 12.00 15 4.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 80.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options:2 Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.91 Found at Search Point: 10 Found at Grid Point: 10 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 11.6 kips Allowable Facing Resistance, F_allowable (Entered): 27.9 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 11.6 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 2.18 20.00 44.44 28.01 -90.00 8.41 1 27.0 Pullout 2 39.6 Pullout 3 32.0 Pullout 4 25.2 Pullout 2 2.04 26.00 39.92 33.90 90.00 9.32 1 22.0 Pullout 2 36.2 Pullout 3 30.2 Pullout 4 24.5 Pullout 3 1.98 32.00 36.44 39.77 90.00 10.12 1 17.7 Pullout 2 33.3 Pullout 3 28.7 Pullout 4 23.9 Pullout 4 1.95 38.00 37.38 47.82 -90.00 7.26 1 18.9 Pullout 2 34.1 Pullout 3 29.1 Pullout 4 24.1 Pullout 5 1.93 44.00 23.82 19.24 49.65 40.77 1 8.8 Pullout 2 19.7 Pullout 3 21.6 Pullout 4 21.2 Pullout 6 1.95 50.00 26.41 27.91 49.21 38.27 1 2.4 Pullout 2 23.0 Pullout 3 23.3 Pullout 4 21.8 Pullout 7 1.94 56.00 21.42 24.06 46.29 48.62 1 0.0 Pullout 2 16.2 Pullout 3 19.8 Pullout 4 20.5 Pullout 8 1.95 62.00 20.55 26.49 44.99 52.60 1 0.0 Pullout3 2 14.9 Pullout 3 19.1 Pullout 4 20.2 Pullout 9 1.92 68.00 24.58 22.43 38.10 60.49 1 3.1 Pullout 2 20.7 Pullout 3 22.1 Pullout 4 21.4 Pullout ** 10 1.91 74.00 17.50 15.52 35.35 72.58 1 0.6 Pullout 2 16.7 Pullout 3 16.4 Pullout 4 19.2 Pullout 11 1.95 80.00 16.26 16.67 33.27 76.54 1 0.0 Pullout 2 13.8 Pullout 3 15.1 Pullout 4 18.7 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 5 04:13:14 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 0.30 γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Seismic Minimum Factor of Safety: 1.11 Calculated Service Load at Soil Nail Head (Empirical), To:19.8 kipsAllowable Facing Resistance, F_allowable (Entered):38.1 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -5.snz Run Date: 08/30/17 Run Time: 04:13:14 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 42.25 feet Wall Dimensions: Wall Height: 21.50 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: 4 Angle Distance No. degrees feet ------------------------ 1 0 7.20 2 27 22.70 3 23 38.00 4 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 --------------------------------------------------------------------1 2 0.00 60.25 100.00 60.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 26.00 15 3.00 6.00 1.000 75.0 2 26.00 15 6.00 6.00 1.000 75.0 3 18.00 15 6.00 6.00 1.000 75.0 4 12.00 15 4.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 27.0 27.9 38.1 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 80.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options:2 Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.11 Found at Search Point: 8 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: 19.8 kips Allowable Facing Resistance, F_allowable (Entered): 38.1 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 19.8 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 1.44 20.00 35.01 24.42 -90.00 14.01 1 21.0 Pullout 2 42.7 Pullout 3 37.3 Pullout 4 31.5 Pullout 2 1.21 26.00 30.87 30.29 90.00 15.54 1 13.1 Pullout 2 37.3 Pullout 3 34.6 Pullout 4 30.4 Pullout 3 1.12 32.00 27.80 36.18 90.00 16.87 1 6.5 Pullout 2 32.9 Pullout 3 32.2 Pullout 4 29.6 Pullout 4 1.14 38.00 25.53 42.11 -90.00 18.15 1 1.0 Pullout 2 29.2 Pullout 3 30.3 Pullout 4 28.8 Pullout 5 1.12 44.00 27.91 49.79 -90.00 15.54 1 6.7 Pullout 2 33.0 Pullout 3 32.3 Pullout 4 29.6 Pullout 6 1.12 50.00 26.41 55.83 90.00 16.56 1 3.2 Pullout 2 30.7 Pullout 3 31.1 Pullout 4 29.1 Pullout 7 1.12 56.00 25.21 61.89 90.00 17.57 1 0.2 Pullout 2 28.7 Pullout 3 30.0 Pullout 4 28.7 Pullout ** 8 1.11 62.00 27.69 70.02 90.00 13.94 1 6.2 Pullout3 2 32.7 Pullout 3 32.1 Pullout 4 29.5 Pullout 9 1.12 68.00 25.65 75.44 90.00 14.00 1 1.4 Pullout 2 29.4 Pullout 3 30.4 Pullout 4 28.9 Pullout 10 1.13 74.00 26.76 82.88 -90.00 9.33 1 4.1 Pullout 2 31.2 Pullout 3 31.4 Pullout 4 29.2 Pullout 11 1.13 80.00 16.26 16.67 33.27 76.54 1 0.0 Pullout 2 18.5 Pullout 3 20.2 Pullout 4 24.9 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 5 04:58:57 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 500 psf 500 psf γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.61 Calculated Service Load at Soil Nail Head (Empirical), To:19.2 kipsAllowable Facing Resistance, F_allowable (Entered):27.0 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 5 04:14:39 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.76 Calculated Service Load at Soil Nail Head (Empirical), To:20.2 kipsAllowable Facing Resistance, F_allowable (Entered):27.0 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 5 - Interim 04:16:01 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 2.55 Calculated Service Load at Soil Nail Head (Empirical), To:1.9 kipsAllowable Facing Resistance, F_allowable (Entered):29.2 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Facing Analysis Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== Draft Standard Drawing xs12-000-1 February 2013: Design Number 1 ====================================================================================================== Analysis ====================================================================================================== Method: ASD Temporary Shoring Only: No Check Bearing Plate Capacity: No ====================================================================================================== Soil Nails ====================================================================================================== Horizontal Spacing: 5.00 feet Vertical Spacing: 5.00 feet ====================================================================================================== Facing ====================================================================================================== Temporary Permanent ------------------- Facing Thickness: 4.000 8.000 inches Vertical Reinforcement Area: 0.08 0.20 in²/foot Horizontal Reinforcement Area: 0.08 0.20 in²/foot No. of Vertical Waler Bars: 2 0 No. of Horizontal Waler Bars: 2 0 Waler Bar Area: 0.20 0.00 in² Waler Bar Yield Strength: 60.0 60.0 ksi Concrete Yield Strength: 3.6 3.6 ksi Reinforcement Yield Strength: 65.0 60.0 ksi Punching Correction Factor: 1.00 1.00 Flexural Correction Factor: 2.00 1.00 ====================================================================================================== Bearing Plates ====================================================================================================== Bearing Plate Width / Height: 8.000 inches Bearing Plate Thickness: 0.750 inches ====================================================================================================== Studs ====================================================================================================== Number of Studs: 4 Stud Head Diameter: 1.250 inches Head Thickness: 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 ====================================================================================================== Results 1 ====================================================================================================== Facing: Capacity Ratio Allowable (Normalized by Resistance Control Mode Analysis Failure Mode kips Capacity) ------------------------------------------------------ Temporary: Flexure: 28.3 1.05 Punching Shear: 27.0 1.00 Permanent: Flexure: 40.9 1.47 Punching Shear: 27.9 1.00 Stud Tensile: 53.0 1.90 Seismic: Flexure: 55.8 1.47 Punching Shear: 38.1 1.00 Stud Tensile: 70.7 1.86 ====================================================================================================== END OF REPORT ====================================================================================================== 2 Snail Version 2.0.3.1 - SH4.0 - 6 04:17:36 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 25 30 35 40 45 50 55 60 65 70 75 80 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Permanent Minimum Factor of Safety: 1.99 Calculated Service Load at Soil Nail Head (Empirical), To:10.8 kipsAllowable Facing Resistance, F_allowable (Entered):30.8 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -6.snz Run Date: 08/30/17 Run Time: 04:17:36 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 39.50 feet Wall Dimensions: Wall Height: 15.50 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: 5 Angle Distance No. degrees feet ------------------------ 1 0 8.00 2 32 20.20 3 23 5.20 4 16 14.00 5 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 Elevation1 -------------------------------------------------------------------- 2 0.00 60.25 80.00 60.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 22.00 15 3.00 6.00 1.000 75.0 2 18.00 15 6.00 6.00 1.000 75.0 3 12.00 15 4.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 29.2 30.8 42.0 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 50.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options:2 Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.99 Found at Search Point: 8 Found at Grid Point: 11 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 10.8 kips Allowable Facing Resistance, F_allowable (Entered): 30.8 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 10.8 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 2.34 20.00 37.47 15.12 59.90 15.95 1 24.2 Pullout 2 29.1 Pullout 3 24.1 Pullout 2 2.26 23.00 28.40 15.69 62.15 19.69 1 17.9 Pullout 2 24.5 Pullout 3 22.3 Pullout 3 2.17 26.00 27.07 17.52 60.79 21.31 1 14.4 Pullout 2 23.7 Pullout 3 22.0 Pullout 4 2.12 29.00 33.91 34.94 90.00 8.35 1 20.9 Pullout 2 27.5 Pullout 3 23.4 Pullout 5 2.07 32.00 12.69 13.12 53.50 32.28 1 12.1 Pullout 2 11.7 Pullout 3 17.1 Pullout 6 2.05 35.00 18.75 18.48 53.62 29.51 1 6.8 Pullout 2 17.5 Pullout 3 19.6 Pullout 7 2.01 38.00 15.00 11.80 45.95 38.26 1 13.0 Pullout 2 14.9 Pullout 3 18.2 Pullout ** 8 1.99 41.00 14.33 12.69 44.57 40.29 1 10.8 Pullout 2 13.2 Pullout 3 17.9 Pullout 9 2.00 44.00 20.04 18.73 44.20 36.83 1 6.7 Pullout 2 18.7 Pullout 3 20.0 Pullout 3 10 1.99 47.00 18.85 19.87 42.32 38.14 1 4.1 Pullout 2 17.6 Pullout 3 19.6 Pullout 11 1.99 50.00 12.08 15.34 39.53 45.38 1 3.7 Pullout 2 10.2 Pullout 3 16.8 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 6 04:19:13 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 0.30 γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 25 30 35 40 45 50 55 60 65 70 75 80 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Seismic Minimum Factor of Safety: 1.14 Calculated Service Load at Soil Nail Head (Empirical), To:17.3 kipsAllowable Facing Resistance, F_allowable (Entered):42.0 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== File Name: SH4.0 -6.snz Run Date: 08/30/17 Run Time: 04:19:13 ====================================================================================================== Project Information ====================================================================================================== Description: Renton MRI Location: South Wall EA: Project ID: 81155060 Wall No.: South Wall Structure No.: Station: Engineer: RDL/ZLK Designer Comments: Redesign of the south wall as per regraded slope. Originally designed Nov. 19, 2015. ====================================================================================================== Geometry ====================================================================================================== Layout: Reference Point: At: Toe of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 39.50 feet Wall Dimensions: Wall Height: 15.50 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: 5 Angle Distance No. degrees feet ------------------------ 1 0 8.00 2 32 20.20 3 23 5.20 4 16 14.00 5 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 Elevation1 -------------------------------------------------------------------- 2 0.00 60.25 80.00 60.25 Ground Water: Include Ground Water: No ====================================================================================================== Soil Nails ====================================================================================================== Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Length From Horizontal Spacing Spacing Diameter Ø Strength fy No. feet degrees feet feet inches ksi -------------------------------------------------------------------------------------------------- 1 22.00 15 3.00 6.00 1.000 75.0 2 18.00 15 6.00 6.00 1.000 75.0 3 12.00 15 4.00 6.00 1.000 75.0 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 29.2 30.8 42.0 kips ====================================================================================================== Soil Properties ====================================================================================================== Unit Weight Friction Angle Cohesion γ φ' c' Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 V. Dense ML/SM 125 32.0 550 2 V. Dense Sand 120 38.0 0 ====================================================================================================== Loads ====================================================================================================== Applied Loads: Seismic: Horizontal Seismic Coefficient: 0.30 External Load: Apply external load: No Surcharges: Apply surcharges: No ====================================================================================================== 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: 20.00 feet End: 50.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options:2 Use Advanced Search Options: No ====================================================================================================== Results ====================================================================================================== Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.14 Found at Search Point: 9 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: 17.3 kips Allowable Facing Resistance, F_allowable (Entered): 42.0 kips F_allowable ≥To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- 1 V. Dense ML/SM 3.981 2 V. Dense Sand 3.981 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 17.3 kips (Clouterre) ------------------------------------------------------------------------------------------------------ | | | | Failure Planes | Reinforcement | | | | |---------------------------------------|-------------------------------| | | Minimum | Distance | Lower | Upper | | | | | | Factor | From Toe |---------------------------------------| | | Controlling | |Search | of | of Wall | Angle | Length | Angle | Length | | Stress | Resistance | |Point | Safety | feet | degrees | feet | degrees | feet | Level | ksi | Failure Mode | ------------------------------------------------------------------------------------------------------ 1 1.54 20.00 26.24 15.61 69.56 17.18 1 23.2 Pullout 2 30.9 Pullout 3 29.1 Pullout 2 1.44 23.00 24.87 17.75 68.38 18.73 1 17.1 Pullout 2 29.7 Pullout 3 28.6 Pullout 3 1.33 26.00 31.52 30.50 -90.00 10.63 1 24.7 Pullout 2 35.0 Pullout 3 30.6 Pullout 4 1.24 29.00 33.91 34.94 90.00 8.35 1 27.8 Pullout 2 36.6 Pullout 3 31.2 Pullout 5 1.17 32.00 32.24 37.83 90.00 8.65 1 25.7 Pullout 2 35.5 Pullout 3 30.8 Pullout 6 1.17 35.00 26.98 39.27 90.00 11.88 1 18.1 Pullout 2 31.6 Pullout 3 29.3 Pullout 7 1.15 38.00 25.75 42.19 90.00 12.22 1 16.1 Pullout 2 30.5 Pullout 3 28.9 Pullout 8 1.14 41.00 24.69 45.13 -90.00 12.57 1 14.2 Pullout 2 29.6 Pullout 3 28.5 Pullout ** 9 1.14 44.00 23.64 48.03 90.00 12.84 1 12.4 Pullout 2 28.6 Pullout 3 28.2 Pullout 3 10 1.15 47.00 22.28 50.79 -90.00 12.84 1 9.8 Pullout 2 27.3 Pullout 3 27.6 Pullout 11 1.17 50.00 21.06 53.58 90.00 12.84 1 7.4 Pullout 2 26.0 Pullout 3 27.2 Pullout ====================================================================================================== END OF REPORT ====================================================================================================== 4 Snail Version 2.0.3.1 - SH4.0 - 6 05:00:09 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi 500 psf 500 psf γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 25 30 35 40 45 50 55 60 65 70 75 80 85 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.61 Calculated Service Load at Soil Nail Head (Empirical), To:18.3 kipsAllowable Facing Resistance, F_allowable (Entered):27.0 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 6 04:20:17 on 08/30/17 Search Limits 0 5 10 15 20 25 30 35 40 45 50 Ø=1.000 inches fy=75.0 ksi Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 25 30 35 40 45 50 55 60 65 70 75 80 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.73 Calculated Service Load at Soil Nail Head (Empirical), To:18.5 kipsAllowable Facing Resistance, F_allowable (Entered):29.2 kips F_allowable ≥ To OK Snail Version 2.0.3.1 - SH4.0 - 6 - Interim 04:22:28 on 08/30/17 Search Limits 0 5 10 15 20 25 30 Ø=1.000 inches fy=75.0 ksi γ=125 pcf φ'=32.0° c'=550 psf qn=17.60 psi V. Dense ML/SM γ=120 pcf φ'=38.0° c'=0 psf qn=17.60 psi V. Dense Sand -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 30 35 40 45 50 55 60 65 70 75 80 85 Elevation-feetDistance - feet Analysis Method:ASD Analysis Scenario:Temporary Minimum Factor of Safety: 1.47 Calculated Service Load at Soil Nail Head (Empirical), To:25.2 kipsAllowable Facing Resistance, F_allowable (Entered):29.2 kips F_allowable ≥ To OK ====================================================================================================== Snail Version: 2.0.3.1 Facing Analysis Copyright© 2016 State of California. All rights reserved. ====================================================================================================== File Information ====================================================================================================== Draft Standard Drawing xs12-000-1 February 2013: Design Number 1 ====================================================================================================== Analysis ====================================================================================================== Method: ASD Temporary Shoring Only: No Check Bearing Plate Capacity: No ====================================================================================================== Soil Nails ====================================================================================================== Horizontal Spacing: 5.00 feet Vertical Spacing: 5.00 feet ====================================================================================================== Facing ====================================================================================================== Temporary Permanent ------------------- Facing Thickness: 4.000 8.000 inches Vertical Reinforcement Area: 0.08 0.20 in²/foot Horizontal Reinforcement Area: 0.08 0.20 in²/foot No. of Vertical Waler Bars: 2 0 No. of Horizontal Waler Bars: 2 0 Waler Bar Area: 0.20 0.00 in² Waler Bar Yield Strength: 60.0 60.0 ksi Concrete Yield Strength: 3.6 3.6 ksi Reinforcement Yield Strength: 65.0 60.0 ksi Punching Correction Factor: 1.00 1.00 Flexural Correction Factor: 2.00 1.00 ====================================================================================================== Bearing Plates ====================================================================================================== Bearing Plate Width / Height: 8.000 inches Bearing Plate Thickness: 0.750 inches ====================================================================================================== Studs ====================================================================================================== Number of Studs: 4 Stud Head Diameter: 1.250 inches Head Thickness: 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 ====================================================================================================== Results 1 ====================================================================================================== Facing: Capacity Ratio Allowable (Normalized by Resistance Control Mode Analysis Failure Mode kips Capacity) ------------------------------------------------------ Temporary: Flexure: 28.3 1.05 Punching Shear: 27.0 1.00 Permanent: Flexure: 40.9 1.47 Punching Shear: 27.9 1.00 Stud Tensile: 53.0 1.90 Seismic: Flexure: 55.8 1.47 Punching Shear: 38.1 1.00 Stud Tensile: 70.7 1.86 ====================================================================================================== END OF REPORT ====================================================================================================== 2