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HomeMy WebLinkAboutPD 2020-0042; 4100 SUNNYHILL DRIVE; CANTILEVERED RETAINING WALL 4100 SUNNYHILL DRIVE; 2021-02-01Rev: 510001 Description Property Line wall I General Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness I Footing Key Data Distance from Toe Width Depth I Footing Design Results fc Fy Minimum As% Rebar Cover@Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One-Way Shear Allowable One-Way Shear I Design Summary Total Bearing Load ... resultant ecc. Soil Pressure @Toe = Soil Pressure @ Heel = 1,166 ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio 0 0.0 7.0 = = = = = = = = = = = = = = = = = = = = = = = = = <= <= = = <= <= = = Title : SunnyHill Dsgnr: pwm Description : Engineering Scope: Structural Date: Cantilevered Retaining Wall • I Soil Data 2.67 ft Allow Soil Bearing 0.00 ft Equivalent Fluid Pressure Method 5.00: 1 Active Soil Pressure -Heel Side 4.00in Active Soil Pressure -Toe Side Passive Pressure 110.00 pcf Water table height over heel • I Sliding Data 0.00 ft Friction Factor@ Footing & Soil 2.00 ft ... neglect ht. for passive 2.00 ft 15.00 in Lateral Sliding Force less Passive Pressure Force • less Friction Force Added Restraint Force Required 0.00 ft 0.00in 0.00in 0~ z.{ ,(2., Job# 18.03 Page 1 = 1,500.0 psf = 40.0 psf = 0.0 pcf = 300.0 pcf = 0.0ft = 0.300 = 0.00 in = 350.6 = -376.0 lbs = -319.4 lbs = 0.0lbs 2,500 psi Minimum Footing Rebar Options ...... 40,000 psi 0.0018 Toe Side ...... Heel Side .... 2.00 in Not req'd Not req'd 3.00 in Mu< S * Fr Mu< S * Fr Toe Heel 1,655 0 psf 0 0 ft-# 0 0 ft-# 0 216 ft-# 0.00 6.97 psi Key Reinforcement: Not Req'd = Mu<S*Fr 0.00 85.00 psi 1,065 lbs Summary of Stem Section Designs .... 4.70in Top: 8 in Mas, #4@24.00 in@Edge, From 2.7 ft to 0.0 ft 1,500 psf 1,500 psf 1,655 psf o psf 85.0 psi 85.0 psi 2.32 ✓ 1.98 • I • • Rev: 510001 Title : SunnyHill Dsgnr: pwm Description : Engineering Scope: Structural Cantilevered Retaining Wall Description Property Line wall Stem Design & Construction ToQ Stem Design location for stem is at Stem OK this height above footing = 0.00 ft Wall Material Above "Ht'' = Masonry Thickness = 8.00 in Rebar Size = # 4 Rebar Spacing = 24.00 in Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.163 Total Force@ Section = 142.6 lbs Moment... .Actual = 126.9 ft-# Moment. .... Allowable = 776.1 ft-# Axial Stress .... Actual = 2.3 psi Axial Stress ..... Allowable = 149.0 psi Shear ..... Actual = 2.45 psi Shear ..... Allowable = 19.36 psi Bar Embed ABOVE Ht. = 12.00 in Bar Embed BELOW Ht. = 6.00 in Wall Weight = 78.0 psf Rebar Depth 'd' = 5.25 in Masonry Data fm = 1,500 psi Fs = 20,000 psi Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. = 7.60in Concrete Data fc = psi Fy = Job# 18.03 Date: Page 2 • Rev: 510001 Description Property Line wall Title : SunnyHill Dsgnr: pwm Description : Engineering Scope: Structural Cantilevered Retaining Wall Summary of Overturning & Resisting Forces & Moments Job# 18.03 Date: Page 3 I ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure = 350.6 1.40 489.2 Soil Over Heel 391 .6 1.33 Sloped Soil Over Heel = 19.6 1.56 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = 0.53 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 208.3 0.33 Earth @ Stem Transitions = Footing Weight = 375.0 1.00 l<ey Weight = Vert. Component = 70.1 2.00 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 350.6 lbs O.T.M. = 489.2 1,064.5 R.M. Resisting/Overturning Ratio Total used for Soil Pressure = 1,064.5 ( + Axial Live Load, -Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning Moment ft-# 522.1 30.4 69.4 375.0 140.2 = 1,137.2 / = 2.32 ,