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HomeMy WebLinkAboutX2020-2200 - Calcs141u 18 EI Corzo, Rancho Santa ma 19 barquez@Aol.com tel. (714) 277-9895 T+� gz "eTURAt CALCULATIONS x1020 Seashore PROJECT KITCHEN EXPANSION ADDRESS 4707 SEASHORE DRIVE NEWPORT BEACH CA 92663 BUILpIN4DNIS1pN DATE JULY_292 0 NUG 6 2020 W. Y.T. sheet I ROOF LOADS: TILES = 10 PF PLYWOOD = 2 RAFTERS = 3 INSULATION = 1 DRYWALL = 2 DEAD = 18 LIVE 20 TOTAL LOAD = 38 PSF FLOOR LOADS : FLOORING = 4.5 PSF PLYWOOD = 2.5 JOISTS = 3 INSULATION = 1 DRYWALL = 2 DEAD 13 = 40 _ (W d� C'zl LIVE TOTAL LOAD = 53 PSF DESIGN CRITERIA: ~ **** 2019 CALIFORNIA BUILDING CODE **** ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF W71-1 Pi `g JOEY ABARQUEZ, Pf- STgUWURAL DESIGN 18 VCorzo Rancho Santa MaQlarita r,R,fornia 92688 -fl-� --7440 I r-11 fA,�F- tit JOB SHEEMO. F71 CAI-cuiXED BY 4 o r t LA-) 70- P!2 ra 21? 56(b 1 Pr Seem P+;5� �11 1 I� .IOfY .ABARQUU PE MUVURAL DMGN 18 ` [Corzo Rancho Santa Margarita California 92688 (714)277-9895 JOB SHEET NO. RR OF _ DATEs„� 9 cucuu'rED ev i tf, , i + _ I i _ ABARoUEZ ENGINEERING CORP. 18 EL CORZO RANCHO SANTA MARGARITA, CA 92688 TE. 714 - 277 - 9895 Wood Beam NO. 3 Project Title: 1I Engineer: Project ID: Project Descr: Printed: 1 AUG 2020, 2:28PM F(Ie: 7 7-SEASRURE, NEWPORT BEACH. MR CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Uniform Load: D = 0.0650, L= 0.20 k/ft, Extent = 3.50 ->> 7.0 ft, Tributary Width =1.0It Material Properties DESIGN SUMMARYe� Analysis Method: Allowable Stress Design Fb+ Fb- 2900 psi 2900 E: Modulus of Elasticity 2000ksi Ebend-xx Load Combination IBC 2018 Fc - Pill psi 2900 psi Eminbend -xx 1016.535ksi Wood Species : iLevel Truss Joist Fc- Perp Fv 750 psi 290 psi 281.94ps1 Wood Grade : Parallam PSL 2.0E Ft 2025 psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 290.00 psi Load Combination +D+L Load Combination V D(0 065) L(0.2) b__ -_t- 00(005) IF a 3.5X8.25 Span= 7.0 It L d Service loads entered. Load Factors will be applied for calculations. Applied oa s Load for Span Number Uniform Load: D = 0.0260, L = 0.080 kilt, Extent = 0.0 ->> 3.50 ft, Tributary Width= 1.0 ft Uniform Load: D = 0.0650, L= 0.20 k/ft, Extent = 3.50 ->> 7.0 ft, Tributary Width =1.0It DESIGN SUMMARYe� Maximum Bending Stress Ratio = 0.097.1 Maximum Shear Stress Ratio = 0.094: 1 Section used for this span 3.54.25 Section used for this span 3.5x9.25 = 281.94ps1 = 27.12 psi = 2,900.00psi = 290.00 psi Load Combination +D+L Load Combination +D+L 6.234 ft Location of maximum on span = 4.036ft Location of maximum on span - = Span# l Span #where maximum occurs = Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 5091 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.022 in Ratio = 3842>=240 Max Upward Total Deflection 0.000 in Ratio = C <240 Maximum Forces & Stresses for Load Combinations_ Load Combination Max Stress Ratios Moment Values ShearValues Segment Length Span # M V Cd CFN Ci Cr Cm Ct CL M Po Pb v fv FIV 0.00 0.00 0.00 0.96 D Only Length = 7.0 it 1 0.026 0.025 0.90 1.00() 1.00 1.00 1.00 1.00 1.00 0.29 .89.16 2610.00 0.14 6.65 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0It 1 0.097 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1:00 1.17 281.94 2900.00 0.59 27.12 290.00 +D+0.750L 1.600 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.053 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.95 228.75 3625.00 - 0.47 22.00 362.50 460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.009 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 41.49 4640.00 0.09 3.99 464.00 Overall Maximum Deflections Load Combination Span Max. ." Dell Location in Span Load Combination Max. °+° Dell Location in Span +D+L 1 0.0219 3.628 0.0000 0.000 ABARQUEZ ENGINEERING CORP. 18 EL CORZO RANCHO SANTA MARGARITA, CA 92688 TE. 714 - 277 -9695 Project Title: Engineer: Project ID: Project Descr: Fife: dliii Wood Beam Values in KIPS 2:28PM Support notation: Far left is#1 Vertical Reactions Support Support Load Combination 0.510 0.188 Overall MAXimum 0.385 0.595 Overall MINlmum 0.125 0.193 D Only 0.510 0.788 +D+0.4140. 0.640 +D+0.750L O75 A075 0.111616 +0.600 0.3 85 0.595 L Only Values in KIPS 2:28PM ABARQUEZ ENGINEERING CORP. 18 EL CORZO RANCHO SANTA MARGARITA, CA 92688 TE. 714 - 277 - 9895 Wood Beam Project Title: f„ Engineer: Y Project -^" Project Dascr: Printed: 1 AUG 2020, 2:40PM File: 4707 SEASHOR€, NEWPORT BEACH.ecs 1 SoflwarawpydghtENERCALC INC. 1983-2020, Bulld:1220.5.31 s• Service loads entered. Load Factors will be applied for calculations. Applied Loads DESCRIPTION: BEAM NO.4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Point Load: D=0.5550, L=0.7310k@8.50ft,(BEAM 2) Load Combination Set: IBC 2018 Material Properties Fb+ 2,900.0 psi E: Modulus of Elasticity Analysis Method: Allowable StressReign Fb- 2,900.0 psi Ebend-xx 2,000.Oksi Load Combination iBC2018 Fc -Prll 2:900.0 psi Eminbend -xx 1,016.54ksi Wood Species : Level Truss JoistFv Fc - Perp 750.0 psi 290,0 psi Section used for this span Wood Grade : Parallam PSL 2.0E Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling = 1,868.72psi _ p(0.555), L(0.731) D 0.385 Lr 0.08 L. 0.52 ^�. 9FvQ e � 'r Span = 10.0 it 1 Service loads entered. Load Factors will be applied for calculations. Applied Loads Uniform Load: D=0.3850, Um0.080, L=0.520, Tributary Width =1.0ft Point Load: D=0.5550, L=0.7310k@8.50ft,(BEAM 2) DESIGN SUMMARY_ 0.6441 Maximum Shear Stress Ratio - 0,511: 1 Maximum Bending Stress Ratio = Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 146.10 psi = 1,868.72psi _ 290.00 psi = 2,900.00psi +D+L Load Combination +D+L 5.219ft Load Combination Location of maximum on span = 9,234ft Location of maximum on span = = Span#1 Span#where maximum occurs Span # 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio = 696>=360 Max Upward Transient Deflection 0.000 In Ratio = u <360 Max Downward Total Deflection 0.300 in Ratio = = 399>=240 0 <240 Max Upward Total Deflection 0.000 in Ratio Maximum Forces & Stresses for Load_ Combinations Shearvalues Moment values Load Combination Max Suess Ratios Cd CFN Ci Cr Cm Ct CL M ib Fb F'. Segment Length Span# M V 0.00 0.00 0.00 o.00 0 only Length =10.0 ft 1 0.305 0.242 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.24 795.92 2610 00 0.00 80.00 260.00 �,� 0.644 0.511 1.080 1.00 1.00 1.000 1,08 1.00 1.00 1.00 1.08 1.00 1.00 1.00 1.00 12.30 1,868.72 2900-00 4.92 148.10 280.00 Length =10.0 ft 1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length =100 ft 1 0.261 0.202 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.24 947.65 5.00 2000 2,50 2.44 70.00 3.39 360.00 0.00 +D+0.750Lr+0.750L 1.000 1.00 1.000 1.00 1.00 1.00 1.00 t.00 1.00 1.00 1.00 1.00 11.28 1,71428 3625-00O.Oo 134.52 360.00 Length =10.0 it 1 0.473 0.371 1.25 1.080 1.00 1.00 M1.00 1.00 1.00 0.00 0.00 +D+0.750L Length =10.0 tt 1 0.480 0.380 1.15 1.000 1.00 1.00 1.08 1.00 1.00 10.53 1,600.52 3330.00 4,22 126,88 333.50 0.00 0.06 0.00 +0.60D 0.082 1.000 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.14 477.55 4640.00 1.26 37.92 464.00 Length =10.0 it 1 0.103 A13AROUEZ ENGINEERING CORP. Project Title: 18 EL CORZO Engineer: Project ID: RANCHO SANTA MARGARITA, CA 92688 Project Descr: TE. 714 - 277 -9895 Wood Beam r.r DESCRIPTION: BEAM NO.4 Overall Maximum Deflections Load Combination Span Max. ° ° Deft Location In Span Load Combination ,fl„L 1 0.3001 5.073 notation: Far left is#1 Vertical Reactions Load Combination Support Support Suppod2 Overall waroum 4.718 5.610 overall MINimum 2.710 3.221 D Only 2.008 . 2.397 +D+L 4.718 5.618 +D+Lr 2.408 2.797 +D+0.750Lr+0.750L 4.340 5.113 +D+0.750L 4.040 4.813 .0.60D 1.205 1 A38 Lr Only 0.400 0A06 L Only 2.710 3.221 Printed: 1 AUG 2020, 2:40PM FTs; 4707 SEASHORE, NEWP01tT BEACRec8 Max. "+' Dell Location in Span 0.0000 0.066 Values in KIPS 17