The URL can be used to link to this page

Home My WebLink AboutX2022-0585 - Calcs2-Z fY-202 2 - C75Z4-2o�, Z LED BURKE ENGINEERING, INC Structural Calculations Interior "Lift" BUILDING DIVISION F F B 2 8 2022 BY: D.A. Barron Residence 124 Pearl Ave, Newport Beach, CA 92662 Leo Burke Engineering, Inc. 34167 Pacific Coast Highway, Suite D Dana Point, CA 92629 (949)226-7130 Leo Burke Engineering Project: BARRON 34167 Pacific Coast Highway, Suite D Date: 2/8/2022 Dana Point, CA. 92629 Designed By: LB (949)226-7130 Sheet: V-1 Design Loads Roof Dead Load roofing 1/2" Plywood Framing Drywall Miscellaneous Total Roof D. L. Roof Live Load Exterior Walls Wood Siding Stone Veneer Windows Interior Walls Drywall Floor Dead Load 10.00 psf Floor Finish 9.00 psf 2.30 psf 3/4" Plywood 2.50 psf 2.80 psf Framing 2.80 psf 2.80 psf Drywall 2.80 psf 2.10 psf Miscellaneous 2.90 psf 20.00 psf Total Floor D. L. 20.00 psf Floor Live Load 40.00 psf 20.00 psf 8.00 psf 16.00 psf 8.00 psf 8.00 psf Title Block Line 1 Project Title: You can change this area Engineer: Lsing the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 900psi E: Modulus of Elasticity Load Combination iBC2018 Flo - 900psi Ebend-xx 1600ksi Fc -Prll 1350psi Eminbend -xx 580ksi Wood Species :Douglas Fir -Larch Fc -Perp 625psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pot Beam Bracing :Completely Unbraced Applied Loads Beam self weight calculated and added to loads Uniform Load: D = H20, L = 0.040 ksf, Tributary Width =1.50 ft. (FLOOF) Service loads entered. Load Factors will be applied for calculations. .Maximum Bending Stress Ratio = 0.031: 1 Maximum Shear Stress Ratio = 0.021 : 1 Section used for this span 3.0 X 9.250 Section used for this span 3.0 X 9.250 fb: Actual = 30.30psi fv: Actual = 3.81 psi Flo: Allowable = 984.06psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span If where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <480 Max Upward. Transient Deflection 0.000 in Ratio = 0<480 Max Downward Total Deflection 0.001 in Ratio = 64752>=360 Max Upward Total Deflection 0.000 in Ratio = 0<360 Maximum Forces & Stresses for Load ................. Combinations .......... .............. _.._. __._. ....... ................. ................. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Ph V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.013 0,009 0.90 1.100 1.00 1.00 1.00 1.00 0.99 0.04 11.36 886.24 0.03 1.43 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0,031 0,021 1.00 1.100 1.00 1.00 1.00 1.00 0.99 0,11 30.30 984.06 0.07 3.81 180.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0,021 0.014 1.25 1.100 1.00 1.00 1.00 1.00 0.99 0.09 25.56 1227.96 0.06 3.21 225.00 +0.60D 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0Z Length = 3.0 ft 1 0.004 0.003 1.60 1.100 1.00 1.00 1.00 1.00 0.99 0,02 6.82 1567.75 0.02 0.86 288.00 Overall Maximum Deflections Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0006 1.511 0.0000 0.000 Title Block Line 1 You ca0 change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: Project Title: Engineer: Project ID: Project Descr: Printed'. 15 FEB 2022, 2:14PM Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MlNimum 0.090 0.090 D Only 0.054 0.054 aD.{ 0,144 0.144 +D,0.750L 0.122 0.122 i0.60D 0.032 0.032 L Only 0.090 0.090 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: FB-2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: .-I-. 14 CC. 1011 0 1APRA Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination 1BC2018 Fb- 900psi Ebend-xx 1600ksi Fc -Pril 1350psi Eminbend -xx 580ksi Wood Species : Douglas Fir -Larch Fc -Perp Fv 625psi 180 psi Wood Grade No.2 Ft 575 psi Density 31.21 pcf Beam Bracing : Completely Unbraced Applied Loads Beam self weight calculated and added to loads Point Load: D = 0.0540, L = 0.090 k @ 3.20 It, (POINT LOAD FB-1) Span = 5.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.0651 Maximum Shear Stress Ratio = 0.028 : 1 Section used for this span 3.0 X 9.250 Section used for this span 3.0 X 9.250 fib: Actual = 64.03psi fv: Actual = 5.02 psi Fb: Allowable = 977.59psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.190ft Location of maximum on span = 4.995ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 35879>=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.004 in Ratio = 19456>=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M ib Pb V fv Pv D Only 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.032 0.014 0.90 1.100 1.00 1.00 1.00 1.00 0.99 0.10 28.32 881.17 0.04 2.31 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.065 0.028 1.00 1.100 1.00 1.00 1.00 1.00 0.99 0.23 64.03 977.59 0.09 5.02 180.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.045 0.019 1.25 1.100 1.00 1.00 1.00 1.00 0.98 0.20 55.10 1217.00 0.0B 4.34 225.00 +0.60D 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.750 It 1 0.011 0.005 1.60 1.100 1.00 1.00 1 Z 1.00 0.98 0.06 16.99 1547.52 0.03 1.39 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0035 2.980 0.0000 0.000 Title Black Line 1 You can change this area using the'Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: FB-2 Project Title: Engineer: Project ID: Project Descr: Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.040 0.050 D Only 0.041 0.047 +D+L 0.081 0.097 +D+0.750L 0.071 0.085 +0.60D 0.025 0.028 L Only 0.040 0.050 COMPANY PROJECT WoodWorkso SOiYWAurFOR WOOD DMIGN Feb. 15, 2022 14:24 1 EHB-1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit FLR DL Dead Full Area 20.00(3.00') psf FLR LL Live Full Area 40.00(3.00') psf P FB-1 DL Dead Point 2.04 47 lbs P FB-1 LL Live Point 2.04 50 lbs EXISTING FLR L Dead Full Area 20.00(5.50') psf EXISTING FLR L Live Full Area 40.00(5.50') psf Self -weight Dead Full UDL 6.0 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) li, 2.333' Unfactored: Dead Live Factored: 211 403 247 441 Total 613 687 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.56 0.63 Support 0.51 0.57 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 1 625 625 *Minimum bearing length setting used: 1/2" for end supports ' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN EHB-1 Wood Works® Sizer 2019 (Update 4) Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 2.31'; Clear span: 2.25` Volume = 0.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 18 Fv' = 180 psi fv*/Fv' = 0.10 Bending(+) fb = 138 Fb' = 1167 psi fb/Fb' = 0.12 Live Def1'n 0.00 = < L/999 0.08 = L/360 in -0.02 Total Defl'n 0.00 = < L/999 0.06 = L/480 in 0.04 'The ettect of point loses witnin a cxistance a of the support has been included as per NDS 3.4..3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 180 1.00 1.00 1.00 - - Fb'+ 900 1.00 1.00 1.00 0.997 1.300 Fcp' 625 - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - Emin' 0.58 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC 42 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 677, V design* = 304 lbs; M(+) = 352 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 2.31' Le = 4.75' RB = 5.8 Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 - 1.00 1.00 1.00 2 - - 1.00 1.00 - - - 1.00 1.00 2 - - 1.00 1.00 2 / IBC 2018 1605.3.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 2 Leo Burke Engineering Project: BARRON 34167 Pacific Coast Highway, Suite D Date: 2/8/2022 Dana Point, CA. 92629 Designed By: LB (949) 226-7130 Sheet: V- FOUNDATION DESIGN SOIL BEARING PRESSURE, Q = 1500 PSF Soil Bearing Area, A Allowable Point Load, P = (Q)(A) Allowable Point Load @ Continuous Footing Min. Reinforcement = (2) #4 Top and Bottom Footing Size IN. A (SO FT P LBS Width Depth @ Cont. 1@ Corner @ Cont. J@ Corner 12 18 3.00 1.50 4500 2250 12 24 4.00 2.00 6000 3000 12 30 5.00 2.50 7500 3750 15 18 3.75 1.88 5625 2812.5 15 24 5.00 2.50 7500 3750 15 30 6.25 3.13 9375 4688 Allowable Point Load Cal PAD Footings Min. Reinforcement = (3) #4 Each Way @ 12" o.c. max Legend Ref. PF Size FT Area S FT P LBS Width Length PF20 2 2 4.00 6000 PF26 2.5 2.5 6.25 9375 PF30 3 3 9.00 13500 PF33 3.25 3.25 10.56 15844 PF36 3.5 3.5 12.25 18375 PF391 3.75 3.75 14.06 1 21094 PF40 4 4 16.00 24000 PF43 4.25 4.25 18.06 27094 PF45 4.5 4.5 20.25 30375 PF74 7 4.0 28.00 42000