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REVIEWED BLD BLD2024-0657 Voelker CAD Structural CalcsTitle Cover Sheet Wind load lateral load Wall Mullion Cover Sheet Engineering Calculations for SEA Welker #22010 Scope -Wind load lateral load calcs Wall Mullion 2021 IRC �00,A 1 James A Clancy, PE Signature date 5/31/24 Digitally signed by James A Clancy Reason: I am the author of this document Date: 2024.05.31 11:05:27-04'00' Sheet 1 2 3-5 6-7 ASCE 7-16 Wind load Program (30.3 Part 1: Low -.Rise Building Wall Components and Cladding) Wall Components and Cladding (Mean Roof Height h <= 6o ft) Project: SEA Voelker #22010 Prepared by: James A Clancy of Clancy & Assoc E-mail: jamesaclancy@netzero.com Input: ASCE 7-16 Strength Design Load & Allowable Stress Design Wind Speed = 115 mph Building Exposure = B (Urban & Suburban areas) Internal Pressure Coefficient GCpi = 0.18 Enclosed Building Roof angle is less than or equal to 10° or flat (External Pressure Coefficient is reduced 10%) Kzt = 1.00 Kd = 0.85 Ke = 1.00 Mean Roof Height = 13 ft Output: Velocity Pressure Exposure Coefficient "Kz max." = 0.57 Per Table 26.10-1, page 268 LRFD uses wind speed Vult = 115 mph Velocity Pressure (qh LRFD) = 16.4 psf = .0o256*Kz*Kzt*Kd*Ke *VA 2 lb/ft^2 Per eq.30.3-1, page 335 ASD uses wind speed Vasd' = 89 mph Velocity Pressure (qh ASD) = 9.84 psf = .0o256*Kz*Kzt*Kd*Ke *VA 2*o.6 lb/ft^2 LRFD (Load Resistance ASD (Allowable Stress (Per Figure 30.4-1, Page Factor Design) Design) 335) Pressure TributaryPositive Area Sq Feet Negative NegativePositive Zone Center Corner 4& 5 Zone 4 Zone 5 Negative NegativeExternal Zone Center Corner 4& 5 Zone 4 Zone 5 Coefficients Positiv Negativ Center Negative Corner psf psf psf psf psf psf GCp GC GC 10 ft2 17.'7 -19.2 -23.6 16 -16 -16 0.90 -0.99 -1.26 20 ft2 16.g -18.4 -22.0 16 -16 -16 0.85 -1.16 50 ft2 16 -1�.4 -20.0 16 -16 -16 0.79 -0.88 10o ft2 16F -16.6 -18.4 16 -16 -16 0.74F -0.83 -0•94 200 ft2 16 -16F -16.8 F -0.78 -0.85 500 ft2 -0.72 167 ft2 Least Width = 18.4 ft a = 1.8 ft (Zone 5) lo% of least width or 0.4h, whichever is smaller but not less than 4% of least width or 3 ft. Presented by CADDtools.com STRUCTURAL DESIGN FOR LATERAL LOADING SEA Voelker #22010 SITE SPECIFIC DETAILS MAXIMUM MULLION HEIGHT @ BEARING WALL = 156 inches = 13.00 feet MAXIMUM MULLION SPACING = 36 inches MAXIMUM UNSUPPORTED ROOF SPAN LENGTH = 9.33 inches = 0.78 feet ROOF DEAD LOAD = 15 PSF ROOF LIVE LOAD = 20 PSF ROOF PITCH = 3.0 ON 12 WIND SPEED = 115 MPH B EXPOSURE WALL MULLION AREA = 1.6201 PERIMETER = 55.7584 BOUNDING BOX X = -1.3478 1.3432 Y = -1.8309 1.7941 CENTROID X = 0 Y = 0 MOMENT OF INERTIA X = 2.1526 Y = 0.7438 PRODUCT OF INERTIA = -0.0086 RADII OF GYRATION X = 1.1527 Y = 0.6775 TORSIONAL CONSTANT J = 0.8414 CALCULATE ALLOWABLE AXIAL PRESSURE Lmax MAXIMUM MULLION HEIGHT A AREA rx RADIUS OF GYRATION Lmax/rx Fc SEE ALLOWABLE STRESS TABLES IN ADM 51100/(Lmax/rx)^2 Pall Pa=Fc*A ALLOWABLE AXIAL LOAD CALCULATE ALLOWABLE MOMENT IN SECTION 156 inches = 1.6201 sq inches 1.1527 inches 135.33 = 2.78 ksi = 4511 Ibs 2785 psi Lb UNBRACED LENGTH = 156 inches Ix MOMENT OF INERTIA = 2.1526 inches^4 c DISTANCE TO EXTREME FIBER = 1.7941 inches Sc Sc = Ix/c SECTION MODULUS = 1.199822 inches^3 J TORSIONAL CONSTANT = 0.8414 ly MOMENT OF INERTIA = 0.7438 inches^4 S = (2*Lb*Sc)/((ly*J)^0.5) = 473.20 F SEE ALLOWABLE STRESS TABLES IN ADM. LESSER OF ALLOWABLE STRESSES. F IN TENSION = 15 ksi F COMPRESSION IN EXTREME FIBER FOR 130 > S > 2400 16.7 - 0.14*(S)"0.5 = 13.65 ksi LOWER VALUE GOVERNS F ALLOWABLE STRESS = 13655 psi I MOMENT OF INERTIA = 2.1526 inches^4 c DISTANCE TO EXTREME FIBER = 1.7941 inches S I/c SECTION MODULUS = 1.1998 inches^3 Mall M=F*S ALLOWABLE MOMENT = 16383 inch*Ibs CALCULATE MAXIMUM MULLION HEIGHT Mall ALLOWABLE MOMENT = 16383 inch*Ibs spc MAXIMUM MULLION SPACING = 36 inches WIND SPEED TO FORCE (WL = PSF) ROOF RISE IN 12" MPH 0-2 2 3 4 6 90 12.8 14.5 16.1 17.8 16.1 100 15.9 17.9 19.9 22.0 19.9 110 19.2 21.6 24.1 26.6 24.1 120 22.8 25.8 28.7 31.6 28.6 130 26.8 30.2 33.7 37.1 33.6 140 31.1 35.1 39.0 43.0 39.0 150 35.7 40.2 44.8 49.4 44.8 VALUES FROM ASCE 7-05 (FIGURE 6-2) Lall L=(8*M/spc*WL)^0.5 MAXIMUM HEIGHT 15000 psi = 13655 psi 1365 ft*Ibs 1365 ft*Ibs WIND SPEED TO Lail (feet) ROOF RISE IN 12" MPH 0-2 2 3 4 6 90 16.86 15.85 15.04 14.30 15.04 100 15.13 14.26 13.53 12.86 13.53 110 13.77 12.98 12.29 11.70 12.29 120 12.64 11.88 11.26 10.73 11.28 130 11.66 10.98 10.39 9.91 10.41 140 10.82 10.18 9.66 9.20 9.66 150 10.10 9.52 9.01 8.58 9.01 CALCULATE COMBINED LOADING CONDITION spc MAXIMUM MULLION SPACING = 36 inches DL DEAD LOAD = 15 PSF LL LIVE/SNOW LOAD = 20 PSF WL WIND LOAD = 16.1 PSF Lmax MAXIMUM MULLION HEIGHT = 156 inches RS ROOF SPAN = 9.33 inches Pmax MAXIMUM AXIAL LOAD ((RS/12/2)*(DL+LL))*(spc/12) = 41 Ibs Pall ALLOWABLE AXIAL LOAD = 4511 Ibs Pmax/Pall = 0.01 Mmax MAXIMUM MOMENT (WL*(spc/12)*(Lmax^2))/8 = 1020.338 ft*Ibs Mall ALLOWABLE MOMENT = 1365 ft*Ibs Mmax/Mall = 0.75 (Pmax/Pall) + (Mmax/Mall) <= 1.00 = 0.76 < 1.00 THIS LOADING CONDITION IS ACCEPTABLE STRUCTURAL DESIGN FOR ALUMINUM WALL MULLION DEALER: ADDRESS: CUSTOMER: SITE SPECIFIC DETAILS MAXIMUM MULLION HEIGHT@ BEARING WALL = 156inches = 13.00feet MAXIMUM MULLION SPACING = 36 inches MAXIMUM UNSUPPORTED ROOF SPAN LENGTH = 9.33 inches = 0,78feet ROOF DEAD LOAD = 2 PSF ROOF LIVE LOAD = 20 PSF ROOF PITCH = 3 ON 12 WINDSPEED = 115MPH B EXPOSURE WALL MULLION AREA = 1.6201 PERIMETER = 55.7584 BOUNDING BOX X =-1.3478 1.3432 Y =-1.8309 1.7941 CENTROID X = 0 Y = 0 MOMENTOF INERTIA X = 2.1526 Y = 0.7438 PRODUCTOF INERTIA =-0.0086 RADII OF GYRATION X = 1.1527 Y = 0.6775 TORSIONAL CONSTANT J = 0.8414 CALCULATE ALLOWABLE AXIAL PRESSURE Lmax MAXIMUM MULLION HEIGHT = 156inches A AREA = 1.6201 sq inches rx RADIUS OF GYRATION = 1.1527 inches Lmax/rx = 135.33 Fc SEE ALLOWABLE STRESS TABLES IN ADM 51100/(Lmax/rx)A2 = 2.78 ksi = 2785 psi Pall Pa=Fc*A ALLOWABLE AXIAL LOAD = 4511 Ibs CALCULATE ALLOWABLE MOMENT IN SECTION Lb UNBRACED LENGTH = 156inches Ix MOMENTOF INERTIA = 2.1526inchesA4 c DISTANCE TO EXTREME FIBER = 1.7941 inches Sc Sc = Ix/c SECTION MODULUS = 1.199822 inchesA3 J TORSIONAL CONSTANT = 0.8414 ly MOMENT OF INERTIA = 0.7438inchesA4 S = (2*Lb*Sc)/((ly*J)A0.5) = 473.20 F SEE ALLOWABLE STRESS TABLES IN ADM. LESSER OF ALLOWABLE STRESSES. F IN TENSION = 15 ksi = 15000 psi F COMPRESSION IN EXTREME FIBER FOR 130 > S > 2400 16.7 - 0.14*(S)A0.5 = 13.65 ksi = 13655 psi LOWER VALUE GOVERNS PREPARED BYJAMES A CLANCY SHEET 1 OF2 F ALLOWABLE STRESS 13655 psi I MOMENT OF INERTIA = 2.1526 inchesA4 c DISTANCE TO EXTREME FIBER = 1.7941 inches S I/c SECTION MODULUS = 1.1998 inchesA3 Mall M=F*S ALLOWABLE MOMENT = 16383 inch*Ibs = CALCULATE MAXIMUM MULLION HEIGHT Mall ALLOWABLE MOMENT = 16383 inch*Ibs = spc MAXIMUM MULLION SPACING = 36 inches WIND SPEED TO FORCE (WL = PSF) ROOF RISE IN 12" MPH 0-2 2 3 4 6 90 12,8 14.5 16.1 17.8 16.1 100 15.9 17.9 19.9 22.0 19.9 110 19.2 21.6 24.1 26.6 24.1 120 22.8 25.8 28.7 31.6 28.6 130 26.8 30.2 33.7 37.1 33.6 140 31.1 35.1 39.0 43.0 39.0 150 35.7 40.2 44.8 49.4 44.8 VALUES FROM ASCE 7-05 (FIGURE 6-2) Lall L=(8*M/spc*WL)A0.5 MAXIMUM HEIGHT WIND SPEED TO Lall (feet) ROOF RISE IN 12" MPH 0-2 2 3 4 6 90 16.86 15.85 15.04 14.30 15.04 100 15.13 14.26 13.53 12.86 13.53 110 13.77 12.98 12.29 11.70 12.29 120 12.64 11.88 11.26 10.73 11.28 130 11.66 10.98 10.39 9.91 10.41 140 10.82 10.18 9.66 9.20 9.66 150 10.10 9.52 9.01 8.58 9.01 CALCULATE COMBINED LOADING CONDITION spc MAXIMUM MULLION SPACING = 36 inches DL DEAD LOAD = 2 PSF LL LIVE/SNOW LOAD = 20 PSF WL WIND LOAD = 12.8 PSF Lmax MAXIMUM MULLION HEIGHT = 156 inches RS ROOF SPAN = 9.33 inches Pmax MAXIMUM AXIAL LOAD ((RS/12/2)*(DL+LL))*(spc/12) = 26lbs Pall ALLOWABLE AXIAL LOAD = 4511 Ibs Pmax/Pall = 0.01 Mmax MAXIMUM MOMENT (WL*(spc/12)*(LmaxA2))/8 = 811.2ft*Ibs Mall ALLOWABLE MOMENT = 1365 ft*Ibs Mmax/Mall = 0.59 (Pmax/Pall) + (Mmax/Mall) <= 1.00 = 0.60 < 1.00 THIS LOADING CONDITION IS ACCEPTABLE 1365 ft*Ibs 1365 ft*Ibs PREPARED BY JAMES A CLANCY SHEET 2 OF2