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Home My WebLink AboutX2020-1830 - CalcsLED BURKE ENGINEERING, INC Structural Calculations Remodel 141e< U14 XZa2o -I g30 tUl C ONIbOa hlVd' Nichol Residence 1111 E. Balboa Blvd Newport Beach, CA 92661 BUILDING DIVISION AUG 1 d 2020 8M. 1Y1.,4 Leo Burke Engineering, Inc. 34167 Pacific Coast Highway, Suite D Dana Point, CA 92629 (949) 226-7130 S Leo Burke Engineering Project: NICHOL 34167 Pacific Coast Highway, Suite D Date: 8/3/2020 Dana Point, CA. 92629 Designed By: LB (949) 226-7130 Sheet: V-1 Design Loads Roof Dead Load Floor Dead Load Roofing 10.00 psf Flooring 10.00 psf 1/2" Plywood 2.30 psf 1/2" Plywood 2.30 psf Framing 2.70 psf Framing 2.70 psf Drywall 2.80 psf Drywall 2.80 psf Miscellaneous 2.20 psf Miscellaneous 2.20 psf Total Roof D. L. 20.00 psf Total Floor D. L. 20.00 psf Roof Live Load Floor Live Load 40.00 psf 20.00 psf Deck Dead Load Flooring 18.00 psf Exterior Walls 1/2" Plywood 2.30 psf Stucco 16.00 psf Framing 2.70 psf Stone Veneer 16.00 psf Windows 8.00 psf Miscellaneous 5.00 psf Interior Walls Total Deck D. L. 28.00 psf Drywall 8.00 psf Deck Live Load 60.00 psf oodW rkso COMPANY PROJECT 2563 3647 Total 6211 GOFtWAN[ fOft WOOD Ok5144 Bearing: July 14, 2020 09:53 FB -1 60.00(4.00') psf FLR DL Dead Design Check Calculation Sheet Support 6211 20.00(4.00') psf FLR LL Woodworks Sizer 2019 (Update 1) Full Area Beam Loads: psf DOOR Dead Full UDL Load 50.0 Type Self -weight Distribution Pat- Location [ft] Magnitude Unit plf 1.42** 1.42** Cb 1.00 tern Start End Start End 1.00 Cb support DECK DL Dead Fcp sup Full Area 625 28.00(4.00') psf DECK LL Live Full Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ; 11 18.237' 0' 18.118' **Minimum bearing length governed by the required width of the supporting member. PSL, 2.OE, 2.OE, 7"x18" ��D j Supports: All - Timber -soft Beam, D.Fir-L p2 - f Total length: 18.24'; Clear span: 18'; Volume = 16'0' .ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Unfactored• Dead Live Factored: 2563 3647 2563 3647 Total 6211 6211 Bearing: Area 60.00(4.00') psf FLR DL Dead Full Area Support 6211 20.00(4.00') psf FLR LL Live Full Area Beam 40.00(4.00') psf DOOR Dead Full UDL 1.00 50.0 plf Self -weight Dead Full UDL 1.92 39.4 plf Unfactored• Dead Live Factored: 2563 3647 2563 3647 Total 6211 6211 Bearing: Capacity Beam 7453 7453 Support 6211 6211 Des ratio Beam 0.83 0.83 Support 1.00 1.00 Load comb #2 #2 Length 1.92 1.92 Min req'd 1.42** 1.42** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 71 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FBA WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 290 psi fv/Fv' = 0.21 Bending(+) fb = 888 Fb' = 2772 psi fb/Fb' = 0.32 Live Defl'n 0.14 = < 1,/999 0.60 = L/360 in 0.24 Total Def1'n 0.29 = L/742 0.91 = L/240 in 0.32 Additional Data: Page 2 FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.975 0.956 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 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 #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 V-max = 6173, V dPE 5110 lbs; M(+) = 27960 lbs -ft EI = 6803.89e06 lb-in^2 "Irimde f.>s-dTie to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 18.13' Le = 34.0.6' RB = 12.2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL deflection is based on apparent modulus of elasticity (MoE) that incorporates the effect of shear deflection. Sizer does not currently calculate shear deflection separately using true MoE. a� 3_:e q-��L ✓ �y�yryd t 51' 11 Q1EED E-_ m=- 70*j4 "/2"6-C- ® W b = 12,(7®) J Leo Burke Engineering 34167 Pacific Coast Highway, Suite D Project: NICHOL Date: 8/3/2020 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 a Continuous Footing Min. Reinforcement = (2) #4 Top and Bottom Footinq Size IN. A (SQ FT P LBS Width Depth @ Cont. @ Corner @ Cont. 19 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 PF Footings Min. Reinforcement = (3) #4 Each Way @ 12" o.c. max Legend Ref. PF Size Width FT Length Area (SQ 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 PF391 3.75 3.75 14.06 1 21094 PF40 4 1 4 16.00 24000 PF43 4.25 4.25 18.06 27094 PF45 4.5 4.5 20.25 30375 7'x 4' 7 4.0 28.00 42000 I--