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Reporte estructura Acero Armadura

The document summarizes the design results of a pitched truss with 15 meters length and 3 meters height composed of 28 vertical and diagonal web members and bottom and top chord members. The maximum axial force is 1.64 tons in the top chord member and the maximum shear is 0.06 tons and moment is 0.03 ton-meters in the top chord member. The bottom chord member meets the design criteria with a ratio of 0.05 under the critical load case of 1.4 times dead load.

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Microsoft Current Date: 18/06/2017 04:53 p.m. Units system: Metric Design Results Trusses ________________________________________________________________________________________________________________________ GENERAL INFORMATION Global status : OK Steel design code : AISC-05 ASD Geometry : Standard Truss type : PitchedHowe.tpl Geometry Description Unit Value ------------------------------------------------------------------------------------------------------------------------- Length [m] 15.00 Height [m] 3.00 Number of segments 6 Initial height [m] 0.75 Overhang [m] 1.50 Vertical ends Yes Calculate out-to-out dimensions No Consider parametric geometry Yes ------------------------------------------------------------------------------------------------------------------------- Supports positions Support Member type Distance Type ------------------------------------------------------------------------------------------------------------------------- 0 Bottom chord 0.00 Pinned 1 Bottom chord 15.00 Roller ------------------------------------------------------------------------------------------------------------------------- Members Pinned Member Type Description Section Material J K Rotation [°] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 bottom chord Bottom Chord W 10x12 A36 No No 0º 2 top chord Top Chord W 10x12 A36 No No 0º 3 top chord Top Chord W 10x12 A36 Yes No 0º 4 diagonal web Web W 10x12 A36 Yes Yes 0º 5 diagonal web Web W 10x12 A36 Yes Yes 0º 6 diagonal web Web W 10x12 A36 Yes Yes 0º 7 diagonal web Web W 10x12 A36 Yes Yes 0º 8 diagonal web Web W 10x12 A36 Yes Yes 0º 9 diagonal web Web W 10x12 A36 Yes Yes 0º 10 vertical web Vertical W 10x12 A36 Yes Yes 0º 11 vertical web Vertical W 10x12 A36 Yes Yes 0º
12 vertical web Vertical W 10x12 A36 Yes Yes 0º 13 vertical web Vertical W 10x12 A36 Yes Yes 0º 14 vertical web Vertical W 10x12 A36 Yes Yes 0º 15 diagonal web Web W 10x12 A36 Yes Yes 0º 16 diagonal web Web W 10x12 A36 Yes Yes 0º 17 diagonal web Web W 10x12 A36 Yes Yes 0º 18 diagonal web Web W 10x12 A36 Yes Yes 0º 19 diagonal web Web W 10x12 A36 Yes Yes 0º 20 diagonal web Web W 10x12 A36 Yes Yes 0º 21 vertical web Vertical W 10x12 A36 Yes Yes 0º 22 vertical web Vertical W 10x12 A36 Yes Yes 0º 23 vertical web Vertical W 10x12 A36 Yes Yes 0º 24 vertical web Vertical W 10x12 A36 Yes Yes 0º 25 vertical web Vertical W 10x12 A36 Yes Yes 0º 26 vertical web Vertical W 10x12 A36 Yes Yes 0º 27 vertical web Vertical W 10x12 A36 Yes Yes 0º 28 vertical web Vertical W 10x12 A36 Yes Yes 0º ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Load conditions ID Comb. Category Description Self Weight -------------------------------------------------------------------------------------------------------------------------------------------- DL No DL Dead Load Yes SC1 Yes Service DL -- DC1 Yes Design 1.4DL -- -------------------------------------------------------------------------------------------------------------------------------------------- TRUSS ANALYSIS Reactions Support Rx lc Ry lc Mzz lc [Ton] [Ton] [Ton*m] ----------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 MAX 0.00 SC1 1.04 DC1 0.00 SC1 MIN 0.00 SC1 0.74 SC1 0.00 SC1 2 MAX 0.00 SC1 1.04 DC1 0.00 SC1 MIN 0.00 SC1 0.74 SC1 0.00 SC1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------- Member forces Member Axial Shear Moment Deflection Value lc Value lc Value lc Value lc [Ton] [Ton] [Ton*m] [cm] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 MAX 1.57 DC1 0.05 DC1 0.03 DC1 0.07 SC1
MIN 0.00 DC1 -0.05 DC1 -0.02 DC1 0.07 SC1 2 MAX 0.01 DC1 0.06 DC1 0.03 DC1 0.07 SC1 MIN -1.64 DC1 -0.04 DC1 -0.03 DC1 0.07 SC1 3 MAX 0.01 DC1 0.04 DC1 0.03 DC1 0.07 SC1 MIN -1.64 DC1 -0.06 DC1 -0.03 DC1 0.07 SC1 4 MAX -0.31 DC1 0.02 DC1 0.01 DC1 0.04 SC1 MIN -0.31 DC1 -0.02 DC1 0.00 DC1 0.04 SC1 5 MAX -0.20 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN -0.20 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 6 MAX 0.05 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.00 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 7 MAX 0.26 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.22 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 8 MAX 0.60 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.57 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 9 MAX 1.13 DC1 0.02 DC1 0.01 DC1 0.04 SC1 MIN 1.11 DC1 -0.02 DC1 0.00 DC1 0.04 SC1 10 MAX 0.25 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.18 DC1 0.00 DC1 0.00 DC1 0.02 SC1 11 MAX 0.10 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.04 DC1 0.00 DC1 0.00 DC1 0.02 SC1 12 MAX -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 13 MAX -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 14 MAX -0.55 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -0.55 DC1 0.00 DC1 0.00 DC1 0.03 SC1 15 MAX -0.31 DC1 0.02 DC1 0.01 DC1 0.02 SC1 MIN -0.31 DC1 -0.02 DC1 0.00 DC1 0.02 SC1 16 MAX -0.20 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN -0.20 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 17 MAX 0.05 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.00 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 18 MAX 0.26 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.22 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 19 MAX 0.60 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.57 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 20 MAX 1.13 DC1 0.02 DC1 0.01 DC1 0.02 SC1 MIN 1.11 DC1 -0.02 DC1 0.00 DC1 0.02 SC1 21 MAX 0.25 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.18 DC1 0.00 DC1 0.00 DC1 0.02 SC1 22 MAX 0.10 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.04 DC1 0.00 DC1 0.00 DC1 0.02 SC1 23 MAX -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 24 MAX -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1
25 MAX -0.55 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.55 DC1 0.00 DC1 0.00 DC1 0.02 SC1 26 MAX 0.74 DC1 0.00 DC1 0.00 DC1 0.01 SC1 MIN 0.74 DC1 0.00 DC1 0.00 DC1 0.01 SC1 27 MAX -1.01 DC1 0.00 DC1 0.00 DC1 0.01 SC1 MIN -1.01 DC1 0.00 DC1 0.00 DC1 0.01 SC1 28 MAX -1.01 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -1.01 DC1 0.00 DC1 0.00 DC1 0.03 SC1 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- TRUSS DESIGN SUMMARY Member Description Ratio ------------------------------------------------------------------------------------------------------------------------- 1 Bottom Chord 0.05 3 Top Chord 0.06 28 Vertical 0.03 9 Web 0.03 DESIGN IN DETAIL BY SEGMENT ________________________________________________ Segment : 35 (Bottom Chord) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties ---------------------------------------------------------------------------------------------------------
Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.25 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.25 1.25 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.25 1.25 1.25 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.05 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 1.57 [Ton] Ctrl Eq. : DC1 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 1.57 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.00 Capacity : 33.22 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.22 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.25 Effective slenderness ((KL/r)33) -- 12.15 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 136.31 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.08 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.43 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.47 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.00 Capacity : 28.51 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 28.51 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.25 Effective slenderness ((KL/r)22) -- 60.36 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 5.52 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.77 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.08 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 47.61 Eq. E7-1
Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 30.13 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.25 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 8.35 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 8.35 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.53 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.20 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 50.31 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.01 Capacity : 3.09 [Ton*m] Reference : Sec. F1 Demand : 0.02 [Ton*m] Ctrl Eq. : DC1 at 43.75% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.02 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.09 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.04 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 8.78 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.17 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1
Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : -0.02 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.01 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.09 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 0.00 Available axial compressive strength (Pc) [Ton] 28.51 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.03 Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.09 Sec. F1
Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 1.57 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 47 (Top Chord) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value -------------------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.31 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.31 1.31 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.31 1.31 1.31 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 0.00 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.05 Capacity : 33.20 [Ton] Reference : Sec. E1 Demand : 1.64 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43
Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.20 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.64 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.31 Effective slenderness ((KL/r)33) -- 12.69 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 125.05 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.08 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.43 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.44 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.06 Capacity : 28.08 [Ton] Reference : Sec. E1 Demand : 1.64 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 28.08 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.64 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.31 Effective slenderness ((KL/r)22) -- 63.02 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 5.07 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.84 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.05 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 46.90 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 29.87 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.31 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 7.72 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 7.72 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.57 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.18 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 49.88 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.01 Capacity : 3.04 [Ton*m] Reference : Sec. F1 Demand : 0.02 [Ton*m] Ctrl Eq. : DC1 at 62.50%
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.02 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.04 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.04 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 8.05 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.08 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : 0.02 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.04 Ctrl Eq. : DC1 at 62.50% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.04 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.04 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 1.64 Available axial compressive strength (Pc) [Ton] 28.08 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : DC1 at 62.50% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.04 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 0.00 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 28 (Vertical) Design status : OK ________________________________________________
Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 0.75 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.75 0.75 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.75 0.75 0.75 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 0.00 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.03 Capacity : 33.35 [Ton] Reference : Sec. E1 Demand : 1.01 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.35 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.01 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 0.75 Effective slenderness ((KL/r)33) -- 7.29 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 378.63 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.06 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.44 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.69 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.03 Capacity : 31.61 [Ton] Reference : Sec. E1
Demand : 1.01 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 31.61 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.01 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 0.75 Effective slenderness ((KL/r)22) -- 36.22 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 15.34 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.31 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 0.98 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 0.98 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.31 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 52.79 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 32.14 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 0.75 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 21.78 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 21.78 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.23 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.97 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.35 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 53.67 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.00 Capacity : 3.13 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1
Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.02 Ctrl Eq. : DC1 at 0.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.02 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.00 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1
Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 1.01 Available axial compressive strength (Pc) [Ton] 31.61 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : DC1 at 0.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.00 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 0.00 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 9 (Web) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993
Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.46 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.46 1.46 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.46 1.46 1.46 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.03 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 1.13 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 1.13 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.00 Capacity : 33.14 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.14 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.46 Effective slenderness ((KL/r)33) -- 14.17 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 100.23 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.09 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.42 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.35 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.00 Capacity : 26.67 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 26.67 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.46 Effective slenderness ((KL/r)22) -- 70.39 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 4.06 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.84 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 1.95 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 44.53 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 29.12 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.46 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 6.35 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 6.35 Eq. E4-11
Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.68 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.13 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 48.63 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.00 Capacity : 3.13 [Ton*m] Reference : Sec. F1 Demand : 0.01 [Ton*m] Ctrl Eq. : DC1 at 50.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.01 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.13 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.15 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 7.23 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.23 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33
Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : -0.02 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.00 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.01 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 0.00 Available axial compressive strength (Pc) [Ton] 26.67 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.02 Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.01 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 1.12 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis
............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Reporte estructura Acero Armadura

  • 1.
    Microsoft Current Date: 18/06/201704:53 p.m. Units system: Metric Design Results Trusses ________________________________________________________________________________________________________________________ GENERAL INFORMATION Global status : OK Steel design code : AISC-05 ASD Geometry : Standard Truss type : PitchedHowe.tpl Geometry Description Unit Value ------------------------------------------------------------------------------------------------------------------------- Length [m] 15.00 Height [m] 3.00 Number of segments 6 Initial height [m] 0.75 Overhang [m] 1.50 Vertical ends Yes Calculate out-to-out dimensions No Consider parametric geometry Yes ------------------------------------------------------------------------------------------------------------------------- Supports positions Support Member type Distance Type ------------------------------------------------------------------------------------------------------------------------- 0 Bottom chord 0.00 Pinned 1 Bottom chord 15.00 Roller ------------------------------------------------------------------------------------------------------------------------- Members Pinned Member Type Description Section Material J K Rotation [°] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 bottom chord Bottom Chord W 10x12 A36 No No 0º 2 top chord Top Chord W 10x12 A36 No No 0º 3 top chord Top Chord W 10x12 A36 Yes No 0º 4 diagonal web Web W 10x12 A36 Yes Yes 0º 5 diagonal web Web W 10x12 A36 Yes Yes 0º 6 diagonal web Web W 10x12 A36 Yes Yes 0º 7 diagonal web Web W 10x12 A36 Yes Yes 0º 8 diagonal web Web W 10x12 A36 Yes Yes 0º 9 diagonal web Web W 10x12 A36 Yes Yes 0º 10 vertical web Vertical W 10x12 A36 Yes Yes 0º 11 vertical web Vertical W 10x12 A36 Yes Yes 0º
  • 2.
    12 vertical webVertical W 10x12 A36 Yes Yes 0º 13 vertical web Vertical W 10x12 A36 Yes Yes 0º 14 vertical web Vertical W 10x12 A36 Yes Yes 0º 15 diagonal web Web W 10x12 A36 Yes Yes 0º 16 diagonal web Web W 10x12 A36 Yes Yes 0º 17 diagonal web Web W 10x12 A36 Yes Yes 0º 18 diagonal web Web W 10x12 A36 Yes Yes 0º 19 diagonal web Web W 10x12 A36 Yes Yes 0º 20 diagonal web Web W 10x12 A36 Yes Yes 0º 21 vertical web Vertical W 10x12 A36 Yes Yes 0º 22 vertical web Vertical W 10x12 A36 Yes Yes 0º 23 vertical web Vertical W 10x12 A36 Yes Yes 0º 24 vertical web Vertical W 10x12 A36 Yes Yes 0º 25 vertical web Vertical W 10x12 A36 Yes Yes 0º 26 vertical web Vertical W 10x12 A36 Yes Yes 0º 27 vertical web Vertical W 10x12 A36 Yes Yes 0º 28 vertical web Vertical W 10x12 A36 Yes Yes 0º ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Load conditions ID Comb. Category Description Self Weight -------------------------------------------------------------------------------------------------------------------------------------------- DL No DL Dead Load Yes SC1 Yes Service DL -- DC1 Yes Design 1.4DL -- -------------------------------------------------------------------------------------------------------------------------------------------- TRUSS ANALYSIS Reactions Support Rx lc Ry lc Mzz lc [Ton] [Ton] [Ton*m] ----------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 MAX 0.00 SC1 1.04 DC1 0.00 SC1 MIN 0.00 SC1 0.74 SC1 0.00 SC1 2 MAX 0.00 SC1 1.04 DC1 0.00 SC1 MIN 0.00 SC1 0.74 SC1 0.00 SC1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------- Member forces Member Axial Shear Moment Deflection Value lc Value lc Value lc Value lc [Ton] [Ton] [Ton*m] [cm] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 MAX 1.57 DC1 0.05 DC1 0.03 DC1 0.07 SC1
  • 3.
    MIN 0.00 DC1-0.05 DC1 -0.02 DC1 0.07 SC1 2 MAX 0.01 DC1 0.06 DC1 0.03 DC1 0.07 SC1 MIN -1.64 DC1 -0.04 DC1 -0.03 DC1 0.07 SC1 3 MAX 0.01 DC1 0.04 DC1 0.03 DC1 0.07 SC1 MIN -1.64 DC1 -0.06 DC1 -0.03 DC1 0.07 SC1 4 MAX -0.31 DC1 0.02 DC1 0.01 DC1 0.04 SC1 MIN -0.31 DC1 -0.02 DC1 0.00 DC1 0.04 SC1 5 MAX -0.20 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN -0.20 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 6 MAX 0.05 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.00 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 7 MAX 0.26 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.22 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 8 MAX 0.60 DC1 0.02 DC1 0.01 DC1 0.05 SC1 MIN 0.57 DC1 -0.02 DC1 0.00 DC1 0.05 SC1 9 MAX 1.13 DC1 0.02 DC1 0.01 DC1 0.04 SC1 MIN 1.11 DC1 -0.02 DC1 0.00 DC1 0.04 SC1 10 MAX 0.25 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.18 DC1 0.00 DC1 0.00 DC1 0.02 SC1 11 MAX 0.10 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.04 DC1 0.00 DC1 0.00 DC1 0.02 SC1 12 MAX -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 13 MAX -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 14 MAX -0.55 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -0.55 DC1 0.00 DC1 0.00 DC1 0.03 SC1 15 MAX -0.31 DC1 0.02 DC1 0.01 DC1 0.02 SC1 MIN -0.31 DC1 -0.02 DC1 0.00 DC1 0.02 SC1 16 MAX -0.20 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN -0.20 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 17 MAX 0.05 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.00 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 18 MAX 0.26 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.22 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 19 MAX 0.60 DC1 0.02 DC1 0.01 DC1 0.03 SC1 MIN 0.57 DC1 -0.02 DC1 0.00 DC1 0.03 SC1 20 MAX 1.13 DC1 0.02 DC1 0.01 DC1 0.02 SC1 MIN 1.11 DC1 -0.02 DC1 0.00 DC1 0.02 SC1 21 MAX 0.25 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.18 DC1 0.00 DC1 0.00 DC1 0.02 SC1 22 MAX 0.10 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN 0.04 DC1 0.00 DC1 0.00 DC1 0.02 SC1 23 MAX -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.13 DC1 0.00 DC1 0.00 DC1 0.02 SC1 24 MAX -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.34 DC1 0.00 DC1 0.00 DC1 0.02 SC1
  • 4.
    25 MAX -0.55DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.55 DC1 0.00 DC1 0.00 DC1 0.02 SC1 26 MAX 0.74 DC1 0.00 DC1 0.00 DC1 0.01 SC1 MIN 0.74 DC1 0.00 DC1 0.00 DC1 0.01 SC1 27 MAX -1.01 DC1 0.00 DC1 0.00 DC1 0.01 SC1 MIN -1.01 DC1 0.00 DC1 0.00 DC1 0.01 SC1 28 MAX -1.01 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -1.01 DC1 0.00 DC1 0.00 DC1 0.03 SC1 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- TRUSS DESIGN SUMMARY Member Description Ratio ------------------------------------------------------------------------------------------------------------------------- 1 Bottom Chord 0.05 3 Top Chord 0.06 28 Vertical 0.03 9 Web 0.03 DESIGN IN DETAIL BY SEGMENT ________________________________________________ Segment : 35 (Bottom Chord) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties ---------------------------------------------------------------------------------------------------------
  • 5.
    Section properties UnitMajor axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.25 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.25 1.25 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.25 1.25 1.25 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.05 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 1.57 [Ton] Ctrl Eq. : DC1 at 0.00%
  • 6.
    ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results UnitValue Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 1.57 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.00 Capacity : 33.22 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.22 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.25 Effective slenderness ((KL/r)33) -- 12.15 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 136.31 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.08 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.43 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.47 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.00 Capacity : 28.51 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 28.51 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.25 Effective slenderness ((KL/r)22) -- 60.36 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 5.52 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.77 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.08 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 47.61 Eq. E7-1
  • 7.
    Factored torsional orflexural-torsional buckling strength(Pn11/) [Ton] 30.13 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.25 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 8.35 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 8.35 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.53 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.20 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 50.31 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.01 Capacity : 3.09 [Ton*m] Reference : Sec. F1 Demand : 0.02 [Ton*m] Ctrl Eq. : DC1 at 43.75% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.02 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.09 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.04 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 8.78 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.17 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1
  • 8.
    Yielding (Mn) [Ton*m]0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : -0.02 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.01 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.09 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 0.00 Available axial compressive strength (Pc) [Ton] 28.51 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.03 Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.09 Sec. F1
  • 9.
    Required flexural strengthabout weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 1.57 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 47 (Top Chord) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value -------------------------------------------------------------------------------------------------------------------------------------------
  • 10.
    Yield stress (Fy):[Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.31 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.31 1.31 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.31 1.31 1.31 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 0.00 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.05 Capacity : 33.20 [Ton] Reference : Sec. E1 Demand : 1.64 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43
  • 11.
    Unstiffened element limitingslenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.20 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.64 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.31 Effective slenderness ((KL/r)33) -- 12.69 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 125.05 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.08 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.43 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.44 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.06 Capacity : 28.08 [Ton] Reference : Sec. E1 Demand : 1.64 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 28.08 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.64 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.31 Effective slenderness ((KL/r)22) -- 63.02 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 5.07 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.84 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.05 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 46.90 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 29.87 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.31 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 7.72 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 7.72 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.57 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.18 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 49.88 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.01 Capacity : 3.04 [Ton*m] Reference : Sec. F1 Demand : 0.02 [Ton*m] Ctrl Eq. : DC1 at 62.50%
  • 12.
    ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results UnitValue Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.02 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.04 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.04 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 8.05 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.08 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 13.
    Shear in minoraxis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : 0.02 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.04 Ctrl Eq. : DC1 at 62.50% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.04 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.04 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 1.64 Available axial compressive strength (Pc) [Ton] 28.08 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : DC1 at 62.50% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.02 Available flexural strength about strong axis (Mc33) [Ton*m] 3.04 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 0.00 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 28 (Vertical) Design status : OK ________________________________________________
  • 14.
    Section information ________________________________________________________________________________________________________________________ Section name:W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993 Saint-Venant torsion constant. (J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 0.75 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.75 0.75 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 15.
    Length [m] Effectivelength factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.75 0.75 0.75 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 0.00 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.03 Capacity : 33.35 [Ton] Reference : Sec. E1 Demand : 1.01 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.35 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.01 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 0.75 Effective slenderness ((KL/r)33) -- 7.29 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 378.63 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.06 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.44 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.69 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.03 Capacity : 31.61 [Ton] Reference : Sec. E1
  • 16.
    Demand : 1.01[Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 31.61 Sec. E1 Required second-order compression strength (Pr) [Ton] 1.01 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 0.75 Effective slenderness ((KL/r)22) -- 36.22 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 15.34 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.31 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 0.98 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 0.98 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 2.31 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 52.79 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 32.14 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 0.75 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 21.78 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 21.78 Eq. E4-11 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.23 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.97 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.35 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 53.67 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.00 Capacity : 3.13 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1
  • 17.
    Demand : 0.00[Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.02 Ctrl Eq. : DC1 at 0.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.02 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.00 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1
  • 18.
    Required flexural strengthabout weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 1.01 Available axial compressive strength (Pc) [Ton] 31.61 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : DC1 at 0.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.00 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 0.00 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ________________________________________________ Segment : 9 (Web) Design status : OK ________________________________________________ Section information ________________________________________________________________________________________________________________________ Section name: W 10x12 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 10.058 [cm] Width d = 25.070 [cm] Depth k = 1.295 [cm] Distance k k1 = 1.429 [cm] Distance k1 tf = 0.533 [cm] Flange thickness tw = 0.483 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 22.839 Moment of Inertia (local axes) (I) [cm4] 2239.325 90.738 Moment of Inertia (principal axes) (I') [cm4] 2239.325 90.738 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 9.902 1.993 Radius of gyration (principal axes) (r') [cm] 9.902 1.993
  • 19.
    Saint-Venant torsion constant.(J) [cm4] 2.277 Section warping constant. (Cw) [cm6] 13668.473 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 178.619 18.026 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 178.619 18.026 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 178.619 18.026 Plastic section modulus (local axis) (Z) [cm3] 206.477 28.513 Plastic section modulus (principal axis) (Z') [cm3] 206.477 28.513 Polar radius of gyration. (ro) [cm] 10.102 Area for shear (Aw) [cm2] 10.710 12.129 Torsional constant. (C) [cm3] 3.631 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Ton/cm2] 2.53 Tensile strength (Fu): [Ton/cm2] 4.08 Elasticity Modulus (E): [Ton/cm2] 2038.89 Shear modulus for steel (G): [Ton/cm2] 809.08 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.46 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.46 1.46 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.46 1.46 1.46 0.96 0.96 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Non sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.03 Capacity : 34.61 [Ton] Reference : Eq. D2-1 Demand : 1.13 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn/) [Ton] 34.61 Eq. D2-1 Required second-order compressive strength (Pr) [Ton] 1.13 Nominal axial tension capacity (Pn) [Ton] 57.81 Eq. D2-1
  • 20.
    ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- AXIAL COMPRESSION DESIGN Compressionin the major axis 33 Ratio : 0.00 Capacity : 33.14 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn33/) [Ton] 33.14 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K33) -- 0.96 Unbraced length (L33) [m] 1.46 Effective slenderness ((KL/r)33) -- 14.17 Eq. E3-4 Elastic critical buckling stress (Fe33) [Ton/cm2] 100.23 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.09 Eq. E7-2 Reduction factor for slender stiffened elements (Qa33) -- 0.97 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Ton/cm2] 2.42 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Ton] 55.35 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.00 Capacity : 26.67 [Ton] Reference : Sec. E1 Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 9.43 Unstiffened element limiting slenderness (r) -- 15.89 Stiffened element classification -- Slender Stiffened element slenderness () -- 46.58 Stiffened element limiting slenderness (r) -- 42.29 Factored flexural buckling strength(Pn22/) [Ton] 26.67 Sec. E1 Required second-order compression strength (Pr) [Ton] 0.00 Effective length factor (K22) -- 0.96 Unbraced length (L22) [m] 1.46 Effective slenderness ((KL/r)22) -- 70.39 Eq. E3-4 Elastic critical buckling stress (Fe22) [Ton/cm2] 4.06 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.84 Eq. E7-2 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Ton/cm2] 1.95 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Ton] 44.53 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(Pn11/) [Ton] 29.12 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [m] 1.46 Flexural constant (H) -- 1.00 Eq. E4-7 Torsional or flexural-torsional elastic buckling stress (Fe11) [Ton/cm2] 6.35 Eq. E4-4 Elastic torsional buckling stress (Fez) [Ton/cm2] 6.35 Eq. E4-11
  • 21.
    Reduction factor forslender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [cm2] 22.68 Eq. E7-2 Reduction factor for slender stiffened elements (Qa11) -- 0.99 Eq. E7-16 Full reduction factor for slender elements (Q11) -- 0.99 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcr11) [Ton/cm2] 2.13 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pn11) [Ton] 48.63 Eq. E7-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.00 Capacity : 3.13 [Ton*m] Reference : Sec. F1 Demand : 0.01 [Ton*m] Ctrl Eq. : DC1 at 50.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 3.13 Sec. F1 Yielding (Mn) [Ton*m] 5.23 Eq. F2-1 Required second-order flexural strength (Mr) [Ton*m] 0.01 Factored lateral-torsional buckling strength(Mn/) [Ton*m] 3.13 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [m] 1.00 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [cm] 2.50 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [m] 2.98 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 1.15 Eq. F1-1 Critical stress (Fcr) [Ton/cm2] 7.23 Eq. F2-4 Lateral-torsional buckling (Mn) [Ton*m] 5.23 Eq. F2-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity : 0.43 [Ton*m] Reference : Sec. F1 Demand : 0.00 [Ton*m] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Compact Unstiffened element slenderness () -- 9.43 Limiting slenderness for noncompact unstiffened element (r) -- 28.38 Limiting slenderness for compact unstiffened element (p) -- 10.79 Stiffened element classification -- Compact Stiffened element slenderness () -- 46.58 Limiting slenderness for noncompact stiffened element (r) -- 161.78 Limiting slenderness for compact stiffened element (p) -- 106.72 Factored yielding strength(Mn/) [Ton*m] 0.43 Sec. F1 Yielding (Mn) [Ton*m] 0.72 Eq. F6-1 Required second-order flexural strength (Mr) [Ton*m] 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear in major axis 33
  • 22.
    Ratio : 0.00 Capacity: 9.74 [Ton] Demand : 0.00 [Ton] Ctrl Eq. : DC1 at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 9.74 Web slenderness (w) -- 9.43 Sec. G2 Shear area (Aw) [cm2] 10.71 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Ton] 16.26 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 12.28 [Ton] Reference : Sec. G2.1(a) Demand : -0.02 [Ton] Ctrl Eq. : DC1 at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn/) [Ton] 12.28 Sec. G2.1(a) Web slenderness (w) -- 46.58 Sec. G2 Shear area (Aw) [cm2] 12.13 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Ton] 18.42 Eq. G2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- COMBINED ACTIONS DESIGN Combined flexure and axial compression ............................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.00 Eq. H1-1b Required flexural strength about strong axis (Mr33) [Ton*m] 0.01 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial compressive strength (Pr) [Ton] 0.00 Available axial compressive strength (Pc) [Ton] 26.67 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension ............................................................................................................................................................................. Ratio : 0.02 Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) [Ton*m] 0.01 Available flexural strength about strong axis (Mc33) [Ton*m] 3.13 Sec. F1 Required flexural strength about weak axis (Mr22) [Ton*m] 0.00 Available flexural strength about weak axis (Mc22) [Ton*m] 0.43 Sec. F1 Required axial tensile strength (Pr) [Ton] 1.12 Available axial tensile strength (Pc) [Ton] 34.61 Eq. D2-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis
  • 23.
    ............................................................................................................................................................................. Ratio : N/A CtrlEq. : -- Reference : ............................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : ............................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------