Loading...
BLD20121003 (2).PDFu�w� �(D7r�IZZCO� REED & ASSOCIATES, PS Civil & Structural Engineering 8311-212th St SW Edmonds, WA 98026 Office (425)778-2793 Fax (425)775-2073 STRUCTURAL CALCULATIONS FOR: orascoti Construction Site-Retwalls @ 18007 Vista Del Mar Drive, Edmonds RECEIVED NOV 02 2012 DEVELOPMENT SERVICES COUNTER 2009 IBC NOT VALID WITHOUT A WET SIGNATURE I /Ti WENDELL E. REED, PE, CDO m Z- 4 IN To Title : Job # Dsgnr: Date: 3:48PM, 30 OCT 12 Description Scope : Rev: 560000 User: KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Criteria Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,864 Ibs ...resultant ecc. = 4.26 in Soil Pressure @ Toe = 1,255 psf OK Soil Pressure @ Heel = 141 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,583 psf ACI Factored @ Heel = 178 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 27.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.50 OK Sliding = 1.61 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 585.9 Ibs less 100% Passive Force= - 195.3 Ibs less 100% Friction Force= - 745.4 Ibs ..................... . Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As.% = 0.0014 Toe Width = 0.67 ft Heel Width = 2.00 Total Footing Width =6T Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.734 Total Force @ Section Ibs = 771.4 Moment.... Actual ft-#= 1,414.2 Moment..... Allowable = 1,925.4 Shear..... Actual psi = 21.4 Shear..... Allowable psi = 93.1 Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 1,583 178 psf Mu': Upward = 329 0 ft-# Mu': Downward = 53 0 ft_# Mu: Design = 276 1,414ft-# Actual 1-Way Shear = 4.15 27.57 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 17.09 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 72.5 Rebar Depth 'd' in = 3.00 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = .3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: #4@ 26.00 in, #5@ 40.50 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined Title : Job # Dsgnr: Date: 3:48PM, 30 OCT 12 Description Scope Rev: 560000 Page 2 User: KW-0603603,ver5.6.0,2-Sep-2002 .Cantilevered Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 585.9 2.08 1,220.7 Soil Over Heel = 907.5 1.92 1,742.4 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 585.9 O.T.M. = 1,220.7 Resisting/Overturning Ratio = 2.50 Vertical Loads used for Soil Pressure = 1,863.6 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 0.00 36.9 0.34 12.3 435.0 0.92 400.2 300.4 1.34 401.0 183.9 2.67 491.0 1,863.6 Ibs R.M.= 3,047.0 R nnnn5in Cnnc w/ #4 (al 1 R in n/c 6"� #0@0.in @Toe Desic #0@0.in all h @ Heel Pp = 195.31 # 585.94# P 1. VO9 PWS f 1254.9psf Title : Job # Dsgnr: Date: 3:49PM, 30 OCT 12 Description Scope : Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page 1 CALC Engineering Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Criteria Retained Height = 4.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,165 Ibs ...resultant ecc. = 4.19 in Soil Pressure @ Toe = 1,194 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,485 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.8 psi OK Footing Shear @ Heel = 14.0 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.05 OK Sliding = 1.60 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 413.4 Ibs less 100% Passive Force= - 195.3 Ibs less 100% Friction Force= - 466.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft Footingl]Soil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 0.67 ft Heel Width = 1.33 Total Footing Width = _____270T Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.402 Total Force @ Section Ibs = 516.4 Moment.... Actual ft-# = 774.6 Moment..... Allowable = 1,925.4 Shear..... Actual psi = 14.3 Shear..... Allowable psi = 93.1 Footing Design Results. Toe Heel Factored Pressure = 1,485 0 psf Mu': Upward = 295 0 ft-# Mu':Downward = 53 476 ft-# Mu: Design = 243 476 ft-# Actual 1-Way Shear = 3.75 14.04 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 17.09 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 72.5 Rebar Depth 'd' in = 3.00 Masonry Data fm psi= Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi= 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Title : Job # Dsgnr: Date: 3:49PM, 30 OCT 12 Description Scope: tev: 560000 ISer:KW-0603603,Ver5.6.0,2-Sep-2002 Cantilevered Retaining Wall Design Page 2 :)1983-2002 ENERCALC Engineering Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Summary of Overturning & Resisting Forces & Moments 1 .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 413.4 1.75 723.5 Soil Over Heel = 410.9 1.59 651.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stern Above Soil = Soil Over Toe = 36.9 0.34 12.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 362.5 0.92 333.5 Total = 413.4 O.T.M. = 723.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.05 Footing Weight = 225.0 1.00 225.0 Vertical Loads used for Soil Pressure = 1,165.0 Ibs Key Weight = Vert. Component = 129.8 2.00 259.5 Vertical component of active pressure used for soil pressure Total = 1,165.0 Ibs R.M.= 1,481.6 Pp= 195.31# 413.444 1193.5psf 6.00005in Conc w/ 94 0 16_in o/c 6"� #0@0.in @Toe Desii #0@0.in all @ Heel Title : Job # Dsgnr: Date: 4:07PM, 30 OCT 12 Description Scope: Ver5.6.0,2-Sep-2002 Cantilevered Retaining Wall Design . Page 1 CALC Enaineerina Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Criteria Retained Height = 3.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density i = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 929 Ibs ...resultant ecc. = 4.76 in Soil Pressure @ Toe = 1,754 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,231 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 12.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 1.85 OK Sliding = 2.09 OK Sliding Calcs (Vertical Component Used) F Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction Soil height to ignore for passive pressure Lateral Sliding Force = 270.9 Ibs less 100% Passive Force= - 195.3 Ibs less 100% Friction Force= - 371.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,231 0 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 0 364 ft-# Actual 1-Way Shear = 0.00 12.74 psi Allow 1-Way Shear = 0.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd = 0.400 Footing Strengths & Dimensions fc = 2,500 psi Fy = 40.000 psi Min. As % = 0.0014 Toe Width = 0.00 ft Heel Width = 1.50 Total Footing Width = �.W Footing Thickness = 9.00 in Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# _ Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = )p Stem Stem OK 0.00 Concrete 6.00 # 4 16.00 Center 0.281 312.4 364.4 1,296.9 8.7 85.0 Bar Develop ABOVE Ht. in = 12.48 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 72.5 Rebar Depth 'd' . in = 3.00 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = ModularRatio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi= 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S " Fr Key: No key defined Title : Job # Dsgnr: Date: 4:07PM, 30 OCT 12 Description Scope Rev: 560000 User: KW-0603603, Ver5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page z (c)l983-2002 ENERCALC Engineering Software Description Ronscott Construction 18007 Vista Del Mar Drive Edmonds, Wa R & A # 12-236 Summa A Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs fit ft-# Ibs ft ft-# Heel Active Pressure = 270.9 1.42 383.8 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load _ Load @ Stem Above Soil = SeismicLoad = Total = 270.9 O.T.M. = 383.8 Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 928.8 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = 385.0 1.00 385.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 290.0 0.25 72.5 Earth @ Stem Transitions= Footing Weight = 168.7 0.75 126.6 Key Weight = Vert. Component = 85.0 1.50 127.6 Total = 928.8 Ibs R.M.= 711.6 AA Pp= 195.31# 1754.5psf 270.94# 6.00005in Conc w/ #4 @ 16.in o/c #0@0.in @ Heel Designer select 1'-6" all horiz. reinf. :;;: