STRUCTURAL ENGINEERING CALCULATIONS NEW WINDOW OPENING IN EXISTING PERIMETER LOAD BEARING WOOD FRAMED WALL Project Address: Job #: 80167

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1 4533 MacArthur Blvd., Ste A-2003 Newport Beach, CA cell STRUCTURAL ENGINEERING CALCULATIONS NEW WINDOW OPENING IN EXISTING PERIMETER LOAD BEARING WOOD FRAMED WALL Project Address: Job #: Date #: 5/2/2018 Page 1 of 8

2 Site: 9 Malaga, Irvine, CA PROJECT DESIGN CODES & EVALUATION REPORTS ADOPTED BUILDING CODE 2016 CALIFORNIA BUILDING CODE 2015 INTERNATIONAL BUILDING CODE ACI AISC STEEL CONSTRUCTION MANUAL 14TH EDITION AWS D1.1, D1.2 NDS 2011 INDUSTRY STANDARDS ASTM CURRENT EDITION PROJECT DESCRIPTION LOAD BEARING WALL REMOVAL. DESIGN OF TIMBER BEAM SPAN TO REPLACE WALL. EXISTING WINDOW TO REMAIN NEW 6FT HEADER OVER NEW 5FT WINDOW EXISTING WINDOW TO BE EXPANDED, INSTALL NEW 4FT HEADER OVER NEW 3FT WINDOW 1 Page 2 of 8

3 Site: 9 Malaga, Irvine, CA GRAVITY LOADS GRAVITY LOADS ON ROOF DEAD LOAD CONCRETE TILE 1 PSF 5/8" SHEATHING 3.0 PSF TRUSS FRAMING 2.5 PSF R-30 INSULATION 0.5 PSF 5/8" DRYWALL CEILING 2.8 PSF MISC. 1.2 PSF TOTAL 2 PSF LIVE LOAD REDUCIBLE 20 PSF ROOF PITCH 6 VERT GRAVITY LOADS ON UPPER FLOOR (2nd FLOOR) FLOOR DEAD LOAD TILE 6.0 PSF 5/8" SHEATHING 3.0 PSF 2x FRAMING 2.5 PSF R-30 INSULATION 0.5 PSF 5/8" DRYWALL CEILING 2.8 PSF MISC. 2.2 PSF TOTAL 17.0 PSF TO 12 HORIZ FLOOR LIVE LOAD REDUCIBLE 40 PSF GRAVITY LOADS ON LOWEST FLOOR (2ND FLOOR) FLOOR DEAD LOAD TILE PSF 5/8" SHEATHING PSF 2x FRAMING PSF R-30 INSULATION PSF 5/8" DRYWALL CEILING PSF MISC. PSF TOTAL PSF FLOOR LIVE LOAD REDUCIBLE 0 PSF Page 3 of 8

4 Site: 9 Malaga, Irvine, CA UNIFORM LOAD DISTRIBUTION => ROOF DEAD LOAD ROOF PITCH HORIZ DIMENSION TO RIDGE DIMENSION ALONG SLOPE ROOF TRIBUTARY WIDTH TO BEAM psf deg EQUIVALENT HORIZONTAL ROOF DEAD LOAD 22.4 psf * 8.5 = 190 plf ROOF LIVE LOAD 20 psf * 8.5 = 170 plf => UPPER FLOOR (2nd FLOOR) 2ND FLOOR TRIBUTARY WIDTH TO BEAM 2ND FLOOR DEAD LOAD 17 psf * = 17 plf 2ND FLOOR LIVE LOAD 40 psf * = 40 plf => LOWER FLOOR (IF ANY) 1ST FLOOR TRIBUTARY WIDTH TO BEAM 1ST FLOOR DEAD LOAD 0 psf * = 0 plf 1ST FLOOR LIVE LOAD 0 psf * = 0 plf => WALL HEIGHT OF WALL ABOVE NEW OPENING 12.0 WALL DEAD LOAD 15 psf * 12.0 = 180 plf => SUMMATION OF UNIFORMLY DISTRIBUTED LOADS TOTAL UNIFORMLY DISTRIBUTED DEAD LOAD 387 plf plf = 397 plf (self-weight) TOTAL UNIFORMLY DISTRIBUTED LIVE LOAD 210 plf TOTAL UNIFORMLY DISTRIBUTED LOAD 607 plf Page 4 of 8

5 Site: 9 Malaga, Irvine, CA SINGLE-SPAN BEAM ANALYSIS Input Data: c e Beam Data: Simple Beam b Span Type? Simple a Span, L = Propped Beam +P +M +we Modulus, E = 1700 ksi +wb Inertia, I = in.^4 Fixed Beam +w E,I L Beam Loadings: Cantilever Beam RL x RR Full Uniform: Nomenclature w = kips/. Start End Results: Distributed: b (.) wb (kips/.) e (.) we (kips/.) Reactions: #1: RL = 1.52 k RR = 1.52 k #2: ML = N.A. MR = N.A. #3: Maximum Moments: #4: +M(max) = 1.90 x = #5: -M(max) = 0 x = 0. #6: Maximum Deflections: #7: - (max) = -22 x = Point Loads: a (.) #8: + (max) = 00 x = 0. #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: Moments: c (.) #1: #2: #3: #4: P (kips) M (-kips) Shear (kips) Moment (-kips) Deflection (in.) (ratio) = Shear Diagram L/ x (.) Moment Diagram x (.) Deflection Diagram x (.) Page 5 of 8

6 Site: 9 Malaga, Irvine, CA ANALYSIS RESULTS => SINGLE SPAN BEAM SERVICE LEVEL INTERNAL MOMENT, M 1.9 k* SERVICE LEVEL INTERNAL SHEAR, V 1.5 k * 1.5 = 2.3 k TOTAL DEFLECTION in MEMBER DESIGN PARAMETERS => FLEXURAL MEMBER ONLY (NO COMPRESSION) THICKNESS OF BEAM, b 3.5 in TRY 4x10 DF-L NO. 1 DEPTH OF BEAM, d 9.25 in BEAM MOMENT OF INERTIA, I in 4 BEAM SECTION MODULUS, S in 3 AREA, A in 2 DENSITY, ρ 45.0 pcf SELF-WEIGHT OF MEMBER, w DL 10.1 plf l u 5 UNBRACED LENGTH l u / d l e PER TABLE IN NDS R B 6.7 < 50 OK, PARAMETER IS < 50 E' min 620 ksi MODULUS OF ELASTICITY, E 1700 ksi FLEXURAL STRESS CAPACITY, F b 1000 psi SHEAR STRESS CAPACITY, F v 180 psi F be psi F b * 1200 psi F be / F b * C L C D C M C t C L C F C fu C i C r C V C c FOR F' b 0 * 0 * 0 * * 1.20 * 0 * 0 * 0 * 0 * 0 = FOR F' v 0 * 0 * 0 * 0 = FLEXURAL STRESS CAPACITY, F' b ALLOWABLE MOMENT CAPACITY, M n SHEAR STRESS CAPACITY, F' v SHEAR STRENGTH, V n psi k* psi k => CHECK BENDING AND SHEAR DEMAND/CAPACITY RATIOS FLEXURE 1.9 k* / 5.0 k* = 38% OK SHEAR 2.3 k / 5.8 k = 39% OK CHECK DEFLECTION TOTAL LOAD DEFLECTION LIMIT L / 180 = 0.33 in LIVE LOAD DEFLECTION LIMIT L / 240 = 0.25 in ACTUAL TOTAL LOAD DEFLECTION, TL ACTUAL LIVE LOAD DEFLECTION, LL UNITY CHECK % in in OK. USE THIS MEMBER OK. USE 4x10 DF-L NO. 1 Page 6 of 8

7 Site: 9 Malaga, Irvine, CA Input Data: Beam Data: Length, L = Width, B = 000. Thickness, T = 000. Modulus, E = 3120 ksi Subgrade, ks = 25 pci a b e c +P +wb +we +M +w T E, I L Beam Loadings: x Nomenclature Full Uniform: w = kips/. Results: Subgrade Start End Beam Flexibility Criteria: Distributed: b (.) wb (kips/.) e (.) we (kips/.) for β*l <= π/4 beam is rigid #1: for π/4 < β*l < π beam is semi-rigid #2: for β*l >= π beam is flexible #3: for β*l >= 6 beam is semi-infinite long #4: #5: Inertia, I = 833.^4 I = B*T^3/12 #6: β = β = ((ks*b)/(4*e*i))^(1/4) β*l = β*l = Flexibility Factor Point Loads: a (.) P (kips) #1: Beam is flexible #2: #3: Max. Shears and Locations: #4: V(max) = 1.90 x = #5: V(max) = x = #6: #7: Max. Moments and Locations: #8: +M(max) = 1.76 x = #9: -M(max) = x = #10: #11: Max. Deflection and Location: #12: (max) = x = 0. Moments: c (.) M (-kips) Soil Pressures, Locations, and %Brg. Area: #1: Q(max) = x = 0. #2: Q(min) = x = #3: %Brg. Area = 100 % #4: Check 1500 psf ALLOWABLE BEARING PRESSURE OK LOAD ON SOIL IS ACCEPTABLE Page 7 of 8

8 2.0 Shear Diagram 1.5 Shear (kips) x (.) 2.0 Moment Diagram 1.5 Moment (-kips) x (.) Bearing Pressure Diagram Bearing Pressure (ksf) x (.) Page 8 of 8