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HomeMy WebLinkAboutCT 16-04; HIGHLAND VIEW HOMES; STRUCTURAL CALCULATIONS; 2018-06-13STRUCTU PAL CALCULATIONS PROJECT- Ve) )Iowe..S LOT 5&6 Retaining Walls I DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: ? 5bo psi I MASONRY: GRADE "N" CONCRETE BLOCK F' M = \ coO PSI MORTAR: TYPE S 1,800 PSI I GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER HTK STRUCTURAL ENGINEERS, LLP J. U C 68418 E.O. 0949-11 ) * #2 #2 STUD OR BETTER REPORT BY: I-ti S1 il 0-1t-Jh i6 i m5t(kA % fC.., WIND FORCE: flOMV REPORT NO.: SOIL PRESSURE:0cF'S1 DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD SLOPING FLAT INT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS INSUL&CLG. INSUL.&CLG. MISC. TOTAL =LID ROOF LIVE LOAD MISC. TOTAL FLOOR LIVE LOAD RECEIVED JUN 2 7 21318 SLOPING - FLAT= - INTERIOR 40 PSF BALCONY ___ Pro ___ LAND DEVELOPMENT ENGINEERING EXIT WALKWAY These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure. by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamo and siEnature of the Eneiner of Rrnrd Job No. Designed By Date AL 6-13-18 San Diego . 14238 Danielson Street, Suite 6 200, Powa, CA 92064, (858) 679-8989, PSa (858) 679-8959 1 C7 1r I STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH I JOISTS BEAMS AND POSTS STUDS I SEISMIC FORCE: Cc '' J5 "P I I I I I I I Lateral Load Applied to Stem • MMM = Lateral Load 0.0 #Ift Height to Top = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Stem Construction I - Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fbIFB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Service Level psi= Strength Level psi= Shear.....Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy Bottom Stem OK 0.00 Masonry ASD 8.00 #4 24.00 Edge 0.321 194.1 215.4 808.1 2.1 50.0 91.50 5.25 psi= 1,500 psi= 20,000 = Yes = 21.48 psf = 78.0 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= Use menu item Settings> Printing & Title Block Title 4 : Page: 1 to set these five lines of information Job #: Dsgnr: AL Date: 28 JUN 2017 for your program. Description.... This Wall in File: \Server01\d\Job Files\2017 Jobs17-704 Highland View Homes\Calculations\highland RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06056849 Cantilevered Retaining Wall Code: IBC 2012,ACl 318-1IACI 530-11 License To: HTK STRUCTURAL ENGINEERS Criteria Soil Data I - Retained Height = 333 ft Allow Soil Bearing -702.000.0 psf Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 It Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf - . .- FootingISoil Friction = 0.400 Soil height to ignore -.---4 _______________________ for passive pressure = 12.00 in I I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 I Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 576.0 lbs I Axial Live Load = 810.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios U Overturning = 2.45 OK Slab Resists All Sliding Total Bearing Load = 2,432 lbs resultant ecc. = 0.99 in Soil Pressure @ Toe 916 psf OK Soil Pressure@ Heel = 1,516 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,283 psf ACI Factored @ Heel 2,122 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable 75.0 psi Sliding Calcs Lateral Sliding Force = 497.2 lbs I I I Load Factors Building Code IBC 2012,ACl Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing I Use menu item Settings> Printing & Title Block Title 4 : Page: 2 to set these five lines of information Job #: Dsgnr: AL Date: 28 JUN 2017 for your program. Description.... This Wall in File: \\Server0l\d\Job Files\2017 Jobs\17-704 Highland View Homes\Calculations\highland RetainPro (c) 1987-2016, Build 11.16.07.15 I License: KW-06056849 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-h Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Footing Dimensions & Strengths 1 Footing Design Results • Toe Width = 1.33 ft I IQQ Heel Width = 0.67 Factored Pressure 1,283 2,122 psf Total Footing Width = 2.00 Mu': Upward = 1,299 0 ft-# - Footing Thickness = 24.00 in Mu': Downward 655 0 ft-# Mu: Design = 644 0 ft-# Key Width = 12.00 in U Actual 1-Way Shear = 5.11 0.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 7.33 ft Toe Reinforcing = #4 © 24.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6© 16.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd - Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: #4© 4.63 in, #5@ 7.18 in, #6@ 10.19 in, #7@ 13.89 in, #8© 18.29 in, #9© 23. Heel: Not req'd: Mu <phi*5*lambda*sqrt(f c)*Sm U Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.52 in2 ift I If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4© 9.26 in #5@ 7.18 in #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 497.2 1.78 I 883.3 Soil Over Heel 1.3 2.00 2.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load I Axial Dead Load on Stem = 576.0 1.66 958.1 Load © Stem Above Soil = * Axial Live Load on Stem = 810.0 1.66 1,347.3 Soil Over Toe = 0.67 Surcharge Over Toe = 133.0 0.67 88.4 I Total 497.2 O.T.M. 883.3 Stem Weight(s) = 312.0 1.66 519.0 Earth © Stem Transitions= = Footing Weight = 600.0 1.00 600.0 Resisting/Overturning Ratio = 2.45 Key Weight = 7.83 Vertical Loads used for Soil Pressure = 2,432.3 lbs Vert. Component = I Total= 1,622.3 lbs R.M.= 2,168.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I I Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell © Top of Wall (approximate only) 0.051 in d then tend to rotate into the Soil Pressure @ Toe = 1,500 psf OK Soil Pressure @ Heel = 640 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,100 psf ACt Factored @ Heel = 896 psf Footing Shear @ Toe = 8.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 940.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing psi= 1,500 psi = 20,000 = Yes = 21.48 psf= 78.0 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= Use menu item Settings > Printing & Title Block I to set these five lines of information for your program. Title 6 : Page: 1 Job #: Dsgnr: AL Date: 28 JUN 2017 Description.... This Wall in File: \\Server01\d\Job Files\2017 Jobs\17-704 Highland View Homes\Calculationshighland RetainPro (C) 1987-2016, Build 11.16.07.15 License: KW-06056849 Cantilevered Retaining Wall Code: IBC 2012,ACl 318-1Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Criteria Retained Height = 5.33 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 576.0 lbs Axial Live Load = 810.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.62 OK Slab Resists All Sliding I Total Bearing Load = 2,857 lbs resultant ecc. = 2.14 in Load Factors Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data Ll Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem j Lateral Load = 0.0 #Ift Height to Top = 0.00 It Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction • - Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Service Level psi= Strength Level psi = Shear.....Allowable psi= Anet (Masonry) in2 = Rebar Depth d' in= Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 I I I I I I I I I U Bottom Stem OK 0.00 Masonry ASD 8.00 #4 16.00 Edge 0.807 497.2 883.3 1,193.2 5.4 50.6 91.50 5.25 Use menu item Settings> Printing & Title Block Title 6 Page: 2 to set these five lines of information Job #: Dsgnr: AL Date: 28 JUN 2017 for your program. Description.... This Wall in File: \\Server0l\d\Job Files2017 Jobs\17-704 Highland View Homes\Calculations\highland RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06066849 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-h Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Footing Dimensions & Strengths • I Footing Design Results • Toe Width = 2.00 ft ]:Q Hi't Heel Width = 0.67 Factored Pressure = 2,100 896 psf Total Footing Width = 2.67 Mu': Upward = 3,599 0 ft-# Footing Thickness = 24.00 in Mu: Downward = 1,381 1 ft-# Mu: Design = 2,217 1 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 8.40 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 7.33 Toe Reinforcing = #4 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: #4© 4.63 in, #5@ 7.18 in, #6@ 10.19 in, #7@ 13.89 in, #8© 18.29 in, #9@ 23. Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 1.38 in2 Min footing T&S reinf Area per foot 0.52 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4@ 9.26 in #5© 7.18 in #5@ 14.35 in #6© 10.19 in #6© 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# - - Heel Active Pressure = 940.3 2.44 2,297.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 940.3 O.T.M. 2,297.4 Resisting/Overturning Ratio = 1.62 Vertical Loads used for Soil Pressure = 2,857.1 lbs Soil Over Heel = 21 2.67 5.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 576.0 2.33 1,344.0 * Axial Live Load on Stem = 810.0 2.33 1,890.0 Soil Over Toe = 1.00 Surcharge Over Toe = 200.0 1.00 200.0 Stem Weight(s) = 468.0 2.33 1,092.0 Earth © Stem Transitions= Footing Weight = 801.0 1.34 1,069.3 Key Weight 7.83 Vert. Component = Total= 2,047.1 lbs R.M.= 3,711.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. PIlE Horizontal Deflection at ToI2 of Wall due to settlement of oil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.094 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. I Use menu item Settings> Printing & Title Block Title 8 : Page: 1 to set these five lines of information Job #: Dsgnr: AL Date: 28 JUN 2017 for your program. Description.... This Wall in File: \\Serverol\d\Job Files2017 Jobs\17-704 Highland View Homes\Calculations\highland RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06056849 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-1 Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Criteria Soil Data Retained Height = 733 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.67 It Equivalent Fluid Pressure Method Active Heel Pressure = 49.0 psflft Slope Behind Wall = 0.00 = 6.00 in Passive Pressure = 250.0 psf/ft Height of Soil over Toe = Water height over heel = 0.0 It Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning .. .Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (VV) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 576.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall Axial Live Load = 810.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load F, / W Weight Multiplier 0.320 g Added seismic base force 139.8 lbs Stem Construction • Bottom Design Summary Stem OK Wail Stability Ratios Design Height Above Ft9 ft= 0.00 Overturning = 1.24 Ratio < 1.5' all Material Above "Ht" = Masnnn, I I [ Slab Resists All Sliding Design Method = I Total Bearing Load = 3,814 lbs resultant ecc. = 11.27 in Soil Pressure @ Toe = 1,822 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,550 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 11.6 psi OK Footing Shear © Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Cafes Lateral Sliding Force = 2,272.5 lbs I I Load Factors - Building Code Dead Load Live Load I Earth, H Wind, W Seismic, E I Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# Moment.....Allowable = psi= psi= 25.2 psi= 69.7 in2= 91.50 in= 5.25 psi= 1,500 psi = 60,000 = Yes = 21.48 psf = 78.0 in= 7.60 = Medium Weight = LRFD psi = psi= LRFD 8.00 #6 16.00 Edge 0.944 2,305.9 5,944.8 6661.9 I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth d' Masonry Data I'm Fy Solid Grouting Modular Ratio 'n' Wall Weight BC 2012,ACI Equiv. Solid Thick. 1.200 Masonry Block Type 1.600 Masonry Design Method 1.600 Concrete Data 1.000 f'c 1.000 Fy 2.9 4.67 13.7 576.0 4.33 810.0 4.33 2.00 400.0 2.00 624.0 4.33 1,401.0 2.34 7.83 2,496.0 3,510.0 800.0 2,704.0 3,271.3 I Use menu item Settings> Printing & Title Block Title 8 Page: 2 to set these five lines of information Job #: Dsgnr: AL Date: 28 JUN 2017 for your program. Description.... This Wall in File: \Server01\d\Job Files2017 Jobs\17-704 Highland View HomesCalcuIations\highland RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW.06056849 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-h Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Footing Dimensions & Strengths • Footing Design Results • Toe Width = 4.00 ft IQ I:IQQ1 Heel Width = 0.67 Factored Pressure = 2,550 0 psf Total Footing Width = 4.67 Mu': Upward = 13,906 0 ff4 Footing Thickness = 24.00 in Mu': Downward = 5,131 1 ft-# Mu: Design = 8,775 1 ft-# Key Width = 12.00 in Actual 1-Way Shear = 11.65 0.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = Toe Reinforcing = #6 © 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 © 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % - = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm. 3.00 in Toe: #4© 4.63 in, #5@ 7.18 in, #6@ 10.19 in, #7@ 13.89 in, #8@ 18.29 in, #9© 23. Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 2.42 in2 Min footing T&S reinf Area per foot 0.52 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4© 9.26 in #5@ 7.18 in #5© 14.35 in #6© 10.19 in #6© 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ft-# I I I I I I I I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Stem Self Wt Total Resisting/Overturning Ratio = 1.24 Vertical Loads used for Soil Pressure = 3,813.9 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth © Stem Transitions= Footing Weight = Key Weight = Vert. Component = 2,132.7 3.11 6,632.7 139.8 6.00 838.7 2,272.5 O.T.M. 7,471.3 Total = 3,003.9 lbs R.M. 9,285.0 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft © Top of Wall (approximate only) 0.087 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 I Use menu item Settings> Printing & Title Block Title Full Height Page: 1 to set these five lines of information Job #: Dsgnr: AL Date: 10 NOV 2017 for your program. Description.... This Wall in File: \\Server0l\d\Job Files'.2017 Jobs\17-704 Highland View Homes\Calculations\RetainPr RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06056849 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-h Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Criteria Soil Data I Retained Height = 933 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Active Heel Pressure = 49.0 psf/ft Slope Behind Wall = 1.00 = 6.00 in Passive Pressure = 250.0 psflft Height of Soil over Toe Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind ) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 576.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil at Back of Wall = 0.0 ft Axial Live Load = 810.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity= 0.0 in I Stem Weight Seismic Load F / W Weight Multiplier = 0.320 g Added seismic base force 264.7 lbs LII Design Summary Stem Construction • 2nd Stem OK Wail Stability Ratios Design Height Above Ft9 ft= 4.67 Overturning = 1.43 Ratio < 1.5! Will Material Above "Ht" = Miqnnry Slab Resists All Sliding ! - Design Method = I Total Bearing Load = 5,340 lbs resultant ecc. = 14.58 in Soil Pressure @ Toe = 1,824 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable AC! Factored @ Toe = 2,554 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.2 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 3,409.7 lbs psi= 10.8 20.2 psi = 69.7 69.7 in2 = 91.50 187.50 in= 5.25 13.00 psi= 1,500 1,500 psi= 60,000 60,000 = Yes Yes = 21.48 21.48 psf = 78.0 164.0 in= 7.60 15.60 = Medium Weight = LRFD psi= psi= I I I I I 11 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-#= Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 984.3 3,790.4 1,676.8 12,160.4 2,258.3 13,038.2 LRFD 8.00 #4 24.00 Edge 0.779 Bottom Stem OK 0.00 Masonry LRFD 16.00 #5 16.00 Edge 0.960 I Use menu item Settings> Printing & Title Block Title Full Height Page: 2 to set these five lines of information Job #: Dsgnr: AL Date: 10 NOV 2017 for your program. Description.... This Wall in File: \\Server0l\d\Job Files\2017 Jobs\17-704 Highland View Homes\Calculations\RetainPr I RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06066849 Cantilevered Retaining Wall Code: IBC 2012,ACl 318-h Ad 530-11 License To: HTK STRUCTURAL ENGINEERS Footing Dimensions & Strengths Footing Design Results • Toe Width = 5.00 ft ]g • Heel Width = 1.33 Factored Pressure = 2,554 0 psf Total Footing Width = 6.33 Mu': Upward = 22,835 0 ft-# Footing Thickness = 24.00 in Mu': Downward = 8,387 0 ft-# Mu: Design = 14,448 0 ft-# I Key Width = 12.00 in Actual 1-Way Shear = 17.22 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 0.00 psi Key Distance from Toe = 7.33 Toe Reinforcing = #5 @ 7.18 in - fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in • Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd • Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ lop 2.00 © Btm.= 3.00 in Toe: #4© 4.63 in, #5@ 7.18 in, #6@ 10.19 in, #7© 13.89 in, #8© 18.29 in, #9@ 23. Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm I Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 3.28 in2 Min footing T&S reinf Area per foot 0.52 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 4.63 in #4© 9.26 in #5@ 7.18 in #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 3,145.0 3.78 11,877.8 Soil Over Heel = 6.33 Surcharge over Heel = Sloped Soil Over Heel = 6.33 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem = 576.0 5.67 3,264.0 Load © Stem Above Soil = * Axial Live Load on Stem = 810.0 5.67 4,590.0 = Soil Over Toe = 2.50 Seismic Stem Self Wt 264.7 6.09 1,613.0 Surcharge Over Toe = 500.0 2.50 1,250.0 Total 3,409.7 O.T.M. 13,490.8 Stern Weight(s) = 1 5.55 Earth @ Stem Transitions= .68 6.00 6,557.3 2,236.8 = = Footing Weight = 1,900.0 3.17 6,016.7 Resisting/Overturning Ratio = 1.43 Key Weight 7.83 I Vertical Loads used for Soil Pressure = 5,340.4 lbs Vert. Component = Total = 4,530.4 lbs R.M.= 19,324.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning I be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. Tilt I Horizontal Deflection at ToD of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defi © Top of Wall (approximate only) 0.080 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Superstructure Calcs For Reference Only Fl I I U NWONNOV kVMS I I • I ty2-vr5 .Leff INkItT 'a. 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A (j0 C-19 - VS 4 - (3it kt - t.6V22.4S kk V-- 9-4 C itj' (3 EE], L-~- <0 L-' 44 si( L- s'-;: ' Design Maps Summary Report Page 1 of MUM Design Maps Summary Report User—Specified Input Report Title Highland View Tue January 24, 2017 16:39:44 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.156860N, 117.33085°W Site Soil Classification Site Class D - Stiff Soil" Risk Category I/11/Ill - ,.- - 4.. iiih nt -; At ti "'72) Sn Marcos I T con thIO : - - - USGS—Provided Output S= 1.128g S= 1.183g S= 0.7899 S1 = 0.433 g SH1 = 0.679 g S01 = 0.453 g For Information on how the 55 and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the '2009 NEIIRP" building code reference document. MCEvL Response Spectrum 110 1.02 0.1 0.04 0.72 0*0 0.22 0.21 03? 0(30 3 I I I 000 0.20 0.40 0,10 0,10 100 1.20 3.40 1.10 1 00 200 Period. T (soc) 13.10 Design Response Spectrum 0.10 0.7? 0.24 0.52 a 0.42 0.40 0.22 0.24 0.12 0.10 0.00 I I I I I 000 020 040 0.20 0.00 1.00 3,2(3 140 310 310 200 Period, T (sac) For PGA., TL, C, and C., values, please view the detailed report. http://earthquake.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33. 1... 1/24/2017 MWFRS Wind Loads ]Checker: Job No: ASCE 7-10 Designer: !! 1K 1 Enclosed & Partially Enclosed Low Rise Buildings - I STRUO1LJRAL NEER. LLP Basic Parameters Risk Category II Table 1.5-1 Basic Wind Speed, V 110 mph Figure 26.5-1A Wind Directionality Factor, Kd 0.85 Table 26.6-1 Exposure Category B Section 26.7 Topographic Factor, K, 1.00 Section 26.8 Enclosure Classification Enclosed Section 26.10 Internal Pressure Coefficient, GC,, +/-0.18 Table 26.11-1 Pressure Coefficients Roof Slope 3 /12 14.0 degrees Wail External Pressure Coefficient, GCf 0.48 Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCp, -0.69 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GC,, -0.44 Table 28.4-1, Surface 3 Wall External Pressure Coefficient, GC -0.37 Table 28.4-1, Surface 4 Structure Pressure Summary (Add Internal Pressure Q,GC1 or ab66 as Necessary) Height, z K _______ Walls Roofs Comp & Cladding Windward Leeward Total'0.6 Windward Leeward Total0.6 ) P0.6 15 ft 0.70 18.4 psf 12.1 psf -10.2 psf 13.4 psf -16.0 psf -10.2 psf -0.8 psf 1 14.3 psf 20 ft 0.70 18.4 psf 12.1 psf -10.2 ps 13.4 psf -16.0 psf -10.2 psf -0.8 psf 1 14.3 psf 25 ft 0.70 18.4 psf 12.1 psf -10.2 psf 13.4 psf -16.0 psf -10.2 psf -0.8 psf 1 14.3 psf 30 ft 1 0.70 1 18.4 psf 1 12.1 psf -10.2 psf. 13.4 psf -16.0 psf -10.2 psf -0.8 psf 1 14.3 psf 40 ft 0.76 20.0 psf 13.2 psf -11.1 14.6 psf -17.4 psf -11.1 psf -0.9 psf 1.09 15.6 psf 50 ft 0.81 21.3 psf 14.0 psf -11.8 42.49 15.5 psf -18.6 psf -11.8 psf -1.0 psf 1.16 16.6 psf 60 ft 0.85 22.4 psf 14.7 psf 16.3 psf -19.5 psf -12.4 psf -1.0 psf 1.22 17.4 psf area can be ignored If total pressure is Page 1 of 1