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Report (49) . '7550 ,w Tech c '13U p201 q- 6022-Co 1 • • •• •. . • • • •• • • • • • •• • •• • : • ••• •• •• •• • •• • ••• • • •. ••••• . • •• • •• • • • • • . . 1 M K 7650 SW Berieland St • • TM RIPPEY Suite : : • . : • : • •: : • . . . . • ••• CONSULTING ENGINEERS Tigard] regox 97223 ;.. •:• : Phone: (503)443-3900 Fax: (503)443-3700 •.. •.• • • •• •• • • • • . • • - - - - • • ... ... .. • • • •• •.. • • STRUCTURAL CALCULATIONS AND DETAILS FOR LENNOX INDUSTRIES TI 7500 SW TECH CENTER DRIVE, SUITE 110 TIGARD, OREGON PROJECT#14328 October 2,2014 PAGE MEZZANINE SUPPORT CALCULATIONS 1-4 Mezzanine Live Load 50 PSF Office+15 PSF Partition per the 2014 Oregon Structural Specialty Code -cop PROF, r • #113 089 -- PI. 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Beveland St,Suite 100 JOB NO I 4-32>3 Tigard,Oregon 97223 Phone(S03)443-3900 SHEET I OF 4- t .. ..t . ... • • • • • • • • • • • •• • • • • • • • • •• •• • . . • • • ., :! • • W9 17.00 lOvis ••• i••..s i • •. !•F•• US6 4 - Qe 00- Pr y. s f1 TZ'A.- J 2 : • • • • • ; I:! • • •- • • • • • •' ••• 5 •.. • -I-7\ I TM RIPPEY BY DATE —Y— CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 4328 Tigard, Oregon 97223 SHEET 7.- OF k(503)443-3900 ! • •• •• •• • • • • •• Project: . •• •• • • • • • • page ,T y Tim Rippay • • ••• Location:Column 1 i- ' 'TM Riltel C:nsultiog Engineers • •• / Column asp 7650 SW Beveland Street of 2012 International Building AISC 9th Ed ASD))9 Code( )] :; ;, ..:Tigard,OR 97223 HSS 3-1/2 x 3-1/2 x 1/4 x 10.5 FT/ASTM A500-GR.B-46 • • • • • • • Section Adequate By:10.4% StruCalc Version 9.0.1.3 •• • • • •9,30/2,214 4:30Z0 f • • • • • •• • • • • • • • • VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 10700 lb Dead Load: Vert-DL-Rxn= 112 lb ••• ••• • • •• •• Total Load: Vert-TL-Rxn= 10812 lb • ' • • COLUMN DATA .`;'' •• • • •Total Column Length: 10.5 ft B Unbraced Length(X-Axis)Lx: 10.5 ft T Unbraced Length(Y-Axis)Ly: 10.5 ft Column End Condtion-K(e): 1 Load Eccentricity(X-Axis)-ex: 3.75 in Load Eccentricity(Y-Axis)-ey: 0 in [ Fy COLUMN PROPERTIES Square HSS 3-1/2x3-1/2x1/4-S i. q ( y Steel Yield Strength: Fy= 46 ksi I:'^a � Modulus of Elasticity: E= 29000 ksi l ,t Column Section: dx= 3.5 in d 3.5 in r y= 10.5 h l?<;<..:, Column Wall Thickness: t= 0.233 In :.: Area: A= 2.91 In € �. Moment of Inertia(deflection): lx= 5.04 in4 ly= 5.04 in4 >�' Section Modulus: Sx= 2.88 in3 Sy= 2.88 in3 : Rad.of Gyration: rx= 1.32 in ry= 1.32 in -, zi? Column Compression Calculations per AISC 14th Edition Steel Manual: 1 ./' KUr Ratio: KLx/rx= 95.45 KLy/ry= 95.45 I Controlling Direction for Compr. Calcs: (Y-Y Axis) I' rt't Column Slenderness Ratio: Cc= 111.55 Allow.Compressive Stress: Fa= 15273 psi • Compressive Stress: fa= 3715 psi A Column Bending Calculations: Controlling Load Case:Axial Total Load (D + L) ft-lb AXIAL LOADING Eccentricity Moment: Mx-ex= 3344 ft-lb My-ey= 0 ft-lb Live Load: PL= 10700 lb Lateral Moment+ Eccentricity: Mx-Lat= 3344 ft-lb My-Lat= 0 psi Dead Load: PD= 0 lb Bending Stress: fbx= 13932 psi fby= 0 Column Self Weight: CSW= 112 lb Flange Buckling Ratio: FBR= 15.02 Total Load: PT= 10812 lb Allow.Flange Buckling Ratio: AFBR= 28.01 Allow. Bending Stress: Fbx=Fby 27600 psf Combined Stress Calculations: psi Euler's Stress: Fex'= 16389 psi Fey= 16389 Using AISC Formula H1-1: CSF(1)= 0.9 Using AISC Formula H1-2: CSF(2)= 0.64 Using AISC Formula H1-3: CSF(3)= 0.75 CSF(1)Controls:0.90 Controlling Combined Stress Factor:0.9 3/ A . .. . • . . •• Project: � f Tim R ptr :•••• • • • • • • page •Location: Uniformly Loaded Floor Beam 1 4,••i � • TM Rite:CDnsult:1g Erwin.ers ••• ••• Uniformly Loaded Floor Beam 7650 SW Beveland Street or [2012 International Building Code(2012 NDS)J ,.. „Tigard,OR 97223 3.5INx7.25INx4.OFT • • • #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.3 ; : : • . 11/1/20:148:51:11 E4; Section Adequate By:23.3% • •• •• • • •• • ••Controlling Factor:Moment • DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U1976 • • Dead Load 0.01 in : • • Total Load 0,04 IN U1230 • • "' '•. •• • • Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 • ••' • REACTIONS A Live Load 1500 lb 1500 lb Dead Load 911 lb 911 lb Total Load 2411 lb 2411 lb Bearing Length 1.10 in 1.10 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 4 It 4ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 50 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 1164 psi Floor Dead Load FDL= 30 psf 15 psf Cd=1.00 C1=0,99 CF=9.30 Floor Tributary Width FTW= 15 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-1-to Grain: Fc-1= 625 psi Fc--L'= 625 psi SEAM LOADING Beam Total Live Load: wL= 750 plf Controlling Moment: 2411 ft-lb Beam Total Dead Load: wD= 450 plf 2.0 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 1206 plf Controlling Shear: 2411 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd provided Section Modulus: 24.86 In3 30.66 in3 Area(Shear): 20.09 in2 25.38 in2 Moment of Inertia(deflection): 21.7 in4 111.15 in4 Moment: 2411 ft-lb 2973 ft-lb Shear: 2411 lb 3045 lb 4/4