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HomeMy WebLinkAboutX2021-2552 - Calcs2z13-z°ZI zLEO BURKE ENGINEERING, INC Structural Calculations New Interior Elevator Smith Residence 3015 Cliff Dr., Newport Beach, CA 92663 X20,02 ',ol�uiffpr. BUILDING DIVISION SEP 2 4 2021 BY: YT. Leo Burke Engineering, Inc. 34167 Pacific Coast Highway, Suite D Dana Point, CA 92629 (949)226-7130 rIS'u; f.D , ���JiSi d rJ Leo Burke Engineering Project: SMITH 34167 Pacific Coast Highway, Suite D Date: 9/15/2021 Dana Point, CA. 92629 Designed By: LB (949)226-7130 Sheet: V-1 Design Loads Roof Dead Load Floor Dead Load roofing 5.00 psf Floor Finish 9.00 psf 1/2" Plywood 2.30 psf 3/4" Plywood 2.50 psf Framing 2.80 psf Framing 2.80 psf Drywall 2.80 psf Drywall 2.80 psf Miscellaneous 2.10 psf Miscellaneous 2.90 psf Total Roof D. L. 15.00 psf Total Floor D. L. 20.00 psf Roof Live Load Floor Live Load 40.00 psf 20.00 psf Exterior Walls Wood Siding 8.00 psf Stone Veneer 16.00 psf Windows 8.00 psf Interior Walls Drywall 8.00 psf Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. = Title Block Line 6 Printed: 21 SEP 2021, 4:51 PM Wood; Beama .ec 900 psi '7 cMMora .n..urinin oNcorer:r 1\fir 1eea+anon e.mw no'n.. a-i1, . RB -1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 0.981: 1 Maximum Shear Stress Ratio = 0.143 : 1 Section used for this span Load Combination Set: IBC 2018 Section used for this span 9.250 X 3.50 = Material Properties = 23.17 psi = Analysis MethoAllowable Stress Design Fb + 900 psi E: Modulus of Elasti Load CombinatlBC 2018 Fb - 900 psi Ebend- xx 1600 ksi 2.500ft Fc - Prll 1350 psi Eminbend - x 580 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Maximum Deflection Wood Grade No.2 Fv 180 psi Max Downward Transient Deflection Beam Bracing Completely Unbraced Ft 575 psi Density 31.21 pcf 9.250 X 3.50 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 1.0 k @ 2.50 ft, (HOIST) aximum Bending Stress Ratio = 0.981: 1 Maximum Shear Stress Ratio = 0.143 : 1 Section used for this span 9.250 X 3.50 Section used for this span 9.250 X 3.50 = 794.26psi = 23.17 psi = 810.00psi = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Cr Cm C Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Fb Max Upward Transient Deflection 0.000 in Ratio = 0 <360 +D+H Max Downward Total Deflection 0.086 in Ratio = 701 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 O.00 Length = 5.0 ft 1 0.981 0.143 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 810.00 0.50 23.17 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0c Length = 5.0 It 1 0.883 0.129 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 900.00 0.50 23.17 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 5.0 it 1 0.706 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1125.00 0.50 23.17 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0c Length = 5.0 ft 1 0.767 0.112 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1035.00 0.50 23.17 207.00 +D+0.75OLr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.706 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1125.00 0.50 23.17 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.767 0.112 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.25 - 794.26 1035.00 0.50 23.17 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.552 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1440.00 0.50 23.17 288.00 Title Block Line 1 You can change this area Project Title: using the "Settings" menu item Engineer: .and then using the "Printing & Project e Project Dscr: Title Block" selection. Wood Beam Printed: 27 SEP 202'1, 4:57PM .ec Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm Moment Values Shear Values +D+0.70E+H C t CL M fb Fb --�--- V � Length = 5.0 ft 1 0.552 0.080 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 F'v +D+0.750Lr+0.750L+0.450W+ 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1440.00 0.00 0.00 Length = 5.0 ft1 0.552 0.50 23.17 288.00 0.080 +D 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 0.00 1440.00 0.00 0.00 0.00 Length = 5.750S+0.450W+I Length = 5.0 ft 1 0.552 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.50 23.17 288.00 +D+0.750L+0.7505+ 0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 1440.00 0.00 0.00 0.00 Length = 5.0 it 1 0.552 0.080 0.50 23.17 288.00 +0.600+0,60W+O.60H 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 794.26 0.00 0.00 0.00 0.00 Length = 5.0 R 1 1.000 1 1440.00 0.50 23.17 288.00 0.331 0.048 +0.600+0.70E+0.60H0.75 1.60 1.000 1.00 1.00 1-00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 R 1 476.56 1440.00 0.30 13.90 288.00 0.331 0.048 Overall Maximum Deflections 1.60 1.000 too 1.00 1.00 1.00 1.00 0.75 476.56 1440,00 0.30 13.90 Load Combination Span Max. "" Defl Location in Span Load Combination 288.00 D Only 1 0.0856 Max. "+" Defl Location in Span Vertical Reactions 2.500 0.0000 0.000 Load Combination Support notation :Far left is #1 Values in KIPS OveraII.MAXimum Support 1 Support 2 Overall Ml Nimum 0.500 0.500 +D+H 0.500 0.500 +D+L+H 0.500 0.500 +D+Lr+H 0.500 0.500 +D+S+H 0.500 0.500 +D+0.750Lr+0.750L+H 0.500 0.500 +D+0.750L+0.7505+H 0.500 0.500 +D+0.60W+H 0.500 0.500 +D+0.70E+H 0.500 0.500 +D+0.750Lr+0.750L+0.450W+H 0.500 0.500 +D+0.750L+0.7505+0.450W+H 0.500 0.500 +D+0.750L+0.750S+0.5250E+H 0.500 0.500 +0.60D+0.60W+0.60H 0.500 0.500 +0.60D+0.70E+0.60H 0.300 0.300 D Only 0.300 0.300 H Only 0.500 0.500 Woodworks' COMPANY PROJECT wFnlnnemx.00"=N Sep. 21, 2021 10:341 RR -1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ftj Magnitude Unit 134 Bearing: tern Start End Start End ROOF -DL Dead Full Area 15.00(16.0") psf ROOF -LL Roof live Full Area Support 4101 20.00(16.0") psf Self -weight Dead Full UDL Joist 1.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5'-7" Unfactored: Dead Roof Live Factored: 59 74 - 59 74 Total 134 134 Bearing: Capacity Joist 3281 3281 Support 4101 4101 Des ratio Joist 0.04 0.04 Support 0.03 0.03 Load comb 42 #2 Length 3.50* 3.50* Min req'd 3.50* 3.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fop sup 1 625 625 ivu' mum �eai uig ieiiyui Sclurg u5tld: 3-1i2 for end supports ROOF Lumber -soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/o; Total length: 5'-7.0"; Clear span: 5'; Volume = 0.2 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. EJ RRA WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 2019 (Update 3) Analvsis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value I Design Value Unit Analysis/Design Shear fv = 30Fv' = 180 psi fv/Fv' = 0.17 Bending(+) fb = 657 Fb' = 1552 psi fb/Fb' = 0.42 Live Defl'n 0.05 = < L/999 0.18 = L/360 in 0.31 Total Defl'n 0.10 = L/644 0.26 = L/240 in 0.37 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 1.000 1.500 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 + Lr Bending(+): LC 42 = D + Lr Deflection: LC #2 = D + Lr (live) LC #2 = D + Lr (total) Bearing Support 1 - LC #2 = D + Lr Support 2 - LC #2 = D + Lr D=dead Lr=roof live All LC's are listed in the Analysis output Cfu Cr Cfrt Ci - - 1.00 1.00 - 1.15 1.00 1.00 - 1.00 1.00 - 1.00 1.00 - - 1.00 1.00 Load combinations: CALCULATIONS: V max = 127, V design = 106 lbs; M(+) = 168 lbs -ft EIy 8.57 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Page 2 Cn LC# 1.00 2 2 2 2 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. r G�3Z) �t2 Nrs a ssrreu-+,�g,�r'�l a r , 0 17 r o fl� ;l sr 2, P A /- G-'i.-a_..�'-t Ax CCssv�Stl�!rq yi�� j,' r ALti -- SCssv�S O 9 j Dior Out L -B r ALti -- SCssv�S O 9 j Dior Leo Burke Engineering 34167 Pacific Coast Highway, Suite D Project: SMITH Date: 9/15/2021 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 Coil Continuous Footing Min. Reinforcement = (2) #4 Top and Bottom Footinq Size IN. A (SQ FT P LBS Width Depth @ Cont. @ Corner @ Cont. @ 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 Width FT Len th Area S FT P LBS 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 PF39 3.75 3.75 14.06 1 21094 PF401 4 4 16.00 24000 PF43 4.25 4.25 18.06 27094 PF45 4.5 4.5 20.25 30375 PF741 7 1 4.0 28.00 42000