Steel Design Report. Governing Criteria Stress Ratio

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1 Steel Design Report Element: Untitled2 () Company: Description: User: Date: 01:06 PM Software: Digital Canal Steel Design 4.0 GENERAL INFORMATION Description Value Description Value Run Mode Design Mode K y 1.00 Design Code AISC 13th Edition LRFD K z 1.00 Beam-Column Length ft Total Load Deflection Limit L / 240 Steel Yield Stress ksi Live Load Deflection Limit L / 360 C b Calculation 12.5M max / ( 2.5M max + 3M A + 4M B + 3M C ) Lateral Torsional Braced (LTB) Length C mx Calculation Always use 1.0 (conservative) Section Shape HSS C my Calculation Always use 1.0 (conservative) Maximum Section Depth in L x ft Minimum Section Depth 3.00 in L y ft Back-Back Distance (double angles only) - L z ft Section Width (angles, double angles) - K x 1.00 Check Section List - Maximum Stress Ratio LOAD INFORMATION Ref. Load Load Type Dir Begin Value Begin Position End Value End Position No. Case 1 Dead Concen Z (kips) Live Linear Y (kips / ft) (kips / ft) Wind Linear X (kips / ft) (kips / ft) SELECTED LOAD COMBINATIONS Load Combination Code Check Total Live Dependent Conditional LC2: 1.40DL x - - LC3: 1.20DL+1.60LL+0.50SL x - - LC4: 1.20DL+LL+1.60SL x - - LC5: 1.20DL+0.80WL+1.60SL x - - LC6: 1.20DL+LL+1.60WL+0.50SL x - - LC7: 1.20DL+LL+0.20SL+EL x - - LC8: 0.90DL+1.60WL x - - LC9: 0.90DL+EL x - - CRITICAL STRESS SUMMARY Ref. No. Section Name Opt. Mark Governing Criteria Stress Ratio Load Combination Distance 3 HSS7X9X1/2 - Axial-Bending LC3: 1.20DL+1.60LL+0.50SL HSS8X8X3/8 - Axial-Bending LC3: 1.20DL+1.60LL+0.50SL HSS9X9X5/16 - Axial-Bending LC3: 1.20DL+1.60LL+0.50SL CRITICAL STRESS DETAILS Section Name: HSS7X9X1/2 Axial kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-X ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-Y ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Interaction LC3: 1.20DL+1.60LL+0.50SL 6 Shear-X kips LC8: 0.90DL+1.60WL 12 Shear-Y kips LC3: 1.20DL+1.60LL+0.50SL 12 Section Name: HSS8X8X3/8

2 Steel Design Report for Untitled2 Page 2/5 Axial kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-X ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-Y ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Interaction LC3: 1.20DL+1.60LL+0.50SL 6 Shear-X kips LC8: 0.90DL+1.60WL 12 Shear-Y kips LC3: 1.20DL+1.60LL+0.50SL 12 Section Name: HSS9X9X5/16 Axial kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-X ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Bending-Y ft-kips LC3: 1.20DL+1.60LL+0.50SL 6 Interaction LC3: 1.20DL+1.60LL+0.50SL 6 Shear-X kips LC8: 0.90DL+1.60WL 12 Shear-Y kips LC3: 1.20DL+1.60LL+0.50SL 12

3 Steel Design Report for Untitled2 Page 3/5 INPUT PROPERTIES: Design Procedure for HSS8X8X3/8 Designed according to AISC 13th Edition (LRFD) Critical load effect at distance 6 feet under load combination LC3: 1.20DL+1.60LL+0.50SL A (in 2 ) 10.4 b f (in) 8 K x 1 S x(in 3 ) 24.9 I x (in 4 ) 100 t f (in) K y 1 S y (in 3 ) 24.9 I y (in 4 ) 100 d (in) 8 K z 1 Z x(in 3 ) 29.4 r x (in) 3.1 t w (in) L x (in) 144 Z y(in 3 ) 29.4 r y (in) 3.1 k (in) L y (in) 144 J (in 4 ) 160 x 0 (in) 0 L b (in) 0 C w (in 6 ) 0 y 0 (in) 0 C b 1 a 0 x bar (in) 4 C mx 1 Welded No b 0 y bar (in) 4 C my 1 F y (ksi) 50 LOAD EFFECTS: P (kips) M x (ft-kips) M y (ft-kips) V x (kips) V y (kips) SOLUTION 1. CHECK AXIAL STRENGTH (a). Flexural & Local Buckling KL / r max(k xl x / r x, K yl y / r y) Q s for tubes and HSS Q s = Q a Section is compact: Q a = 1 1 E7.2 Q Q s Q a 1 E7 F e F e = E p 2 / (KL / r) E3-4 F cr (ksi) (for F e >= 0.44 Q F y) F cr = Q Q Fy/Fe F y 42.7 E7-2 Axial Capacity: P n = F cr A = kips: P c = F P n = kips 2. CHECK FLEXURAL STRENGTH (a). X-Axis Yielding M n (ft-kips) M px = F y Z x F7-1 (b). X-Axis Flange Local Buckling l b flat / t Table B4.1 l p 1.12 (E / F y) Table B4.1 l r 1.40 (E / F y) Table B4.1 M n Flange is compact, M n = M p F7.2.(a) (c). X-Axis Web Local Buckling l h flat / t Table B4.1 l p 2.42 (E / F y) Table B4.1 l r 5.70 (E / F y) Table B4.1 M n Web is compact, M n = M p F7.3.(a) (d). Y-Axis Yielding M n (ft-kips) M px = F y Z x F7-1 (e). Y-Axis Flange Local Buckling l b flat / t Table B4.1 l p 1.12 (E / F y) Table B4.1 l r 1.40 (E / F y) Table B4.1 M n Flange is compact, M n = M p 122.5

4 Steel Design Report for Untitled2 Page 4/5 (c). Y-Axis Web Local Buckling l h flat / t Table B4.1 l p 2.42 (E / F y) Table B4.1 l r 5.70 (E / F y) Table B4.1 M n Web is compact, M n = M p Flexural Capacity - Strong Axis: M nx = ft-kips: M cx = FM nx = ft-kips Flexural Capacity - Weak Axis: M ny = ft-kips: M cy = FM ny = ft-kips 3. CHECK AXIAL AND FLEXURAL INTERACTION P e1x (kips) P e1x = EI xp 2 / (MIN(1, K x)l x) C2-5 B 1x B 1x = C mx / (1 - ap r / P e1x) >= C2-2 M rx (ft-kips) B 1xM rx C2-1a P e1y (kips) P e1y = EI yp 2 / (MIN(1, K y)l y) C2-5 B 1y B 1y = C my / (1 - ap r / P e1y) >= C2-2 M ry (ft-kips) B 1yM ry 0 C2-1a Axial and Flexural Interaction: for P r/p c >= 0.20: P r/p c + 8/9 ( M rx/m cx + M ry/m cy) = (H1-1a ) Note: 1). Moment magnification factor B 1 is conservatively applied to overall moment 2). Moment magnification factor B 2 is assumed to have been taken care of by P-Delta Analysis 3). a = 1 AXIAL-FLEXURAL INTERACTION STATUS: OK 4. CHECK SHEAR STRENGTH k v k v = G5 C v C v = G2-3 A w A w = 2 h flat t 4.85 G5 where h flat = d - 3 t V ny V ny = 0.6 F ya wc v G2-1 k v k v = G5 C v C v = G2-3 A w A w = 2 b flat t 4.85 G5 where b flat = b - 3 t V nx V ny = 0.6 F ya wc v G2-1 V cy = FV ny = 131 V ry = 0 V ry / V cy = 0 SHEAR-Y STATUS: OK V cx = FV nx = 131 V rx = 0 V rx / V cx = 0 SHEAR-X STATUS: OK 5. CHECK TOTAL LOAD DEFLECTIONS (Load Combination: D x - Not Applicable, D y - Not Applicable) Allowable D x L/ Not Applicable Allowable D y L/ Not Applicable Note: D x(act.) / D x(all.) = 0.00 / 0.60 = 0.00 TOTAL LOAD DEFLECTION-X STATUS: OK D y(act.) / D y(all.) = 0.00 / 0.60 = 0.00 TOTAL LOAD DEFLECTION-Y STATUS: OK

5 Steel Design Report for Untitled2 Page 5/5 6. CHECK LIVE LOAD DEFLECTIONS (Load Combination: D x - Not Applicable, D y - Not Applicable) Allowable D x L/ Not Applicable Allowable D y L/ Not Applicable Note: D x(act.) / D x(all.) = 0.00 / 0.40 = 0.00 LIVE LOAD DEFLECTION-X STATUS: OK D y(act.) / D y(all.) = 0.00 / 0.40 = 0.00 LIVE LOAD DEFLECTION-Y STATUS: OK

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