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HomeMy WebLinkAboutCT 04-14A; TRAILS END; STRUCTURAL CALCULATIONS; 2017-09-27. I STRUCTURAL CALCULATIONS HTK STRUCTURAL ENGINEERS, LLP PROJECT: ZL .jL1) O4'W-j 6J DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 2,S-00 PSI MASONRY: GRADE "N" CONCRETE BLOCK F' M = PSI MORTAR: TYPES 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BETTER SEISMIC FORCE: REPORT BY: WIND FORCE: REPORTNO.: SOIL PRESSURE:_______________ DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD SLOPING FLAT INT. EXT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS INSUL. & CLG. NSUL. & CLG. MISC. MISC. TOTAL = - TOTAL = ROOF LIVE LOAD FLOOR LIVE LOAD SLOPING = INTERIOR 40 PSF FLAT= BALCONY 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF 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 stamp and signature of the Engineer of Record. Job No. Designed By Date San Diego - 14288 Danielson Street, Suite 8 200, Poway, CA 92064, (858) 679-8989, Fax (858) 679-8959 q Code: CBC 2010,ACl 318-08,ACI 530-08 [Adjacent Footing Load I 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 2nd Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry ASD ASD LRFD 8.00 8.00 #4 #4 24.00 16.00 Edge Edge 0.502 0.955 304.0 684.0 405.3 1,368.0 808.1 1,431.8 psi = 3.3 7.5 psi = psi = 44.7 45.2 in2= 91.50 91.50 in = 5.25 5.25 psi= 1,500 1,500 psi = 20,000 24,000 = Yes Yes = 21.48 21.48 psf = 78.0 78.0 = 1.000 1.000 in= 7.60 7.60 = Medium Weight = ASD psi = psi = Use menu item Settings > Printing & Title Title Site fl6' max) Page : 1 to set these five lines of information Job #: usgnr: - Date: 29 SEP 2017 for your program. Description.... This Wall in File: \\server01\d\engineering_files\ RetainPro (c) 1987-2016, Build 11.16.11.12 License: KW-06056849 License To: HTK STRUCTURAL. ENGINEERS Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem 1111 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 3.83 OK Sliding = 1.53 OK Total Bearing Load = 3,639 lbs ...resultant ecc. = 5.71 in Soil Pressure @ Toe = 1,393 psf OK Soil Pressure @ Heel = 286 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,950 psf ACI Factored @ Heel = 401 psf Footing Shear @ Toe = 2.7 psi OK Footing Shear @ Heel = 1.9 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 931.0 lbs less 67 % Passive Force = - 148.9 lbs less 100% Friction Force = - 1,273.6 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 pro\trails end.rpx Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 30.00 in Stem Construction I - Design Height Above Ftc 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 ft-# = Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth d' 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 f'c Fy Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...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) Use menu item Settings > Printing & Title ek Title Site Wall (6' max) 0 Page: 2 to set these five lines of information Job #: Dsgnr: Date: 29 SEP 2017 for your program. Description.... This Wall in File: \\serverOl pro\trails end.rpx - Cantilevered Retaining Wall Code: CBC 2010,ACI 318-08,ACl 530-08 License To: HTK STRUCTURAL ENGINEERS LFooting Dimensions & Strengths • Toe Width = 0.17 ft Heel Width = 4.17 Total Footing Width = 4.33 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 3.33 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Mm. As % = 0.0018 Cover @ lop 2.00 @ Btm= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,950 401 psf Mu': Upward = 27 5,010 ft-# Mu': Downward = 10 6,481 ft-# Mu: Design = 17 1,471 ft-# Actual 1-Way Shear = 2.72 1.86 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 1.12 in2 Min footing T&S reinf Area per foot 0.26 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 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 = 931.0 2.33 2,172.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 931.0 O.T.M. 2,172.3 Resisting/Overturning Ratio = 3.83 Vertical Loads used for Soil Pressure = 3,639.0 lbs Soil Over Heel = 2,310.2 2.58 5,969.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 0.08 Surcharge Over Toe = Stem Weight(s) = 507.0 0.50 253.7 Earth @ Stem Transitions = Footing Weight = 628.4 2.17 1,361.8 Key Weight = 193.3 3.83 740.5 Vert. Component = Total = 3,639.0 lbs R.M. 8,325.2 * 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.058 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. Soil Pressure @ Toe = 1,434 psf OK Soil Pressure @ Heel = 279 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,008 psf ACI Factored @ Heel = 391 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,347.5 lbs less 67 % Passive Force = - 551.9 lbs less 100% Friction Force = - 1,499.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 2nd Bottom Stem OK Stem 01< 2.00 0.00 Masonry Masonry ASD ASD 8.00 8.00 #4 #4 24.00 8.00 Edge Edge 0.726 0.715 440.0 990.0 586.7 1,980.0 808.1 2,770.5 4.8 10.8 44.7 45.2 91.50 91.50 5.25 5.25 psi= 1,500 1,500 psi = 20,000 24,000 = Yes Yes = 21.48 21.48 psf 78.0 78.0 = 1.000 1.000 in= 7.60 7.60 = Medium Weight = ASD psi = psi = Use menu item Settings > Printing & Title 40k Title Site Wall (6' max) Page: 1 to set these five lines of information Job #: Date: 29 SEP 2017 for your program. Description.... This Wall in File: \\serverOl\d\engineering_files\bs\calculations\retain pro\traits end.rpx License : KW-06056849 License To: HTK STRUCTURAL ENGINEERS I Criteria I Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [Surcharge Loads 1 Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 3.64 OK Sliding = 1.52 OK Total Bearing Load = 4,285 lbs ...resultant ecc. = 6.74 in Load Factors Building Code CBC 2010,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Cantilevered Retaining Wall LSoi1 Data I Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure = 250 nsf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 30.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...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) Stem Construction J - Design Height Above FtE 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 ft4 = Moment.....Allowable ft-# = 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 f'c Fy Code: CBC 2010,ACI 318-08,ACI 530-08 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft at Back of Wall Poisson's Ratio = 0.300 LRFD Use menu item Settings> Printing & litle•k Title Site Wall (6' max) 10:1 to set these five lines of information Job #: Dsgnr: for your program. Description.... Page: 2 Date: 29 SEP 2017 This Wall in File: \\server0l \d\engineering_files\bs\calculations\retain pro\trails end RetainPro (c) 1987-2016. Build 11161112 Lice Cantilevered Retaining Wall Code: CBC 2010,AC1318-08,AC1530-08 Footing Dimensions & Strengths • Toe Width = 0.17 ft Heel Width = 4.83 Total Footing Width = 5.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 25.00 in Key Distance from Toe = 4.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,008 391 psf Mu': Upward = 28 7,294 ft-# Mu': Downward = 10 9,059 ft-# Mu: Design = 18 1,765 ff4 Actual 1-Way Shear = 2.81 3.61 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = #4 © 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8© 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4© 9.26 in 14.35 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments 1.30 in2 0.26 in2 lit If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in RESISTING..... Force Distance Moment lbs ft ff4 Soil Over Heel = 2,750.4 2.92 8,024.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stern = Soil Over Toe = 0.08 Surcharge Over Toe = Stem Weight(s) = 507.0 0.50 253.7 Earth @ Stern Transitions = Footing Weighs = 725.1 2.50 1,813.2 Key Weight = 302.1 4.50 1,359.4 Vert. Component = Total = 4,284.7 lbs R.M.= 11,450.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Force Distance Moment Item lbs ft ft4 Heel Active Pressure = 1,347.5 2.33 3,144.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 1,347.5 O.T.M. 3,144.2 Resisting/Overturning Ratio = 3.64 Vertical Loads used for Soil Pressure = 4,284.7 lbs 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 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi Q Top of Wall (approximate only) 0.052 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.