Reporte de calculo de la estructura de acero de la armadura

1. Microsoft
Current Date: 18/06/2017 04:53 p.m.
Units system: Metric
Design Results
Trusses
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GENERAL INFORMATION
Global status : OK
Steel design code : AISC-05 ASD
Geometry : Standard
Truss type : PitchedHowe.tpl
Geometry
Description Unit Value
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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
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Supports positions
Support Member type Distance Type
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0 Bottom chord 0.00 Pinned
1 Bottom chord 15.00 Roller
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Members
Pinned
Member Type Description Section Material J K Rotation [°]
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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 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
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Load conditions
ID Comb. Category Description Self Weight
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DL No DL Dead Load Yes
SC1 Yes Service DL --
DC1 Yes Design 1.4DL --
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TRUSS ANALYSIS
Reactions
Support Rx lc Ry lc Mzz lc
[Ton] [Ton] [Ton*m]
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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
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Member forces
Member Axial Shear Moment Deflection
Value lc Value lc Value lc Value lc
[Ton] [Ton] [Ton*m] [cm]
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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 -0.55 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
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TRUSS DESIGN
SUMMARY
Member Description Ratio
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1 Bottom Chord 0.05
3 Top Chord 0.06
28 Vertical 0.03
9 Web 0.03
DESIGN IN DETAIL BY SEGMENT
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Segment : 35 (Bottom Chord)
Design status : OK
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Section information
________________________________________________________________________________________________________________________
Section name: W 10x12 (US)
Dimensions
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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
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5. 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
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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
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DESIGN CRITERIA
Description Unit Value
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Length for tension slenderness ratio (L) [m] 1.25
Distance between member lateral bracing points
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Length (Lb) [m]
Top Bottom
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1.25 1.25
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Laterally unbraced length
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Length [m] Effective length factor
Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)
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1.25 1.25 1.25 0.96 0.96 1.0
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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 Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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 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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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COMBINED ACTIONS DESIGN
Combined flexure and axial compression
.............................................................................................................................................................................
Ratio : 0.01
Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b
.............................................................................................................................................................................
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Intermediate results Unit Value Reference
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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
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Combined flexure and axial tension
.............................................................................................................................................................................
Ratio : 0.03
Ctrl Eq. : DC1 at 43.75% Reference : Eq. H1-1b
.............................................................................................................................................................................
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Intermediate results Unit Value Reference
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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 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
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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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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
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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
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DESIGN CRITERIA
Description Unit Value
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Length for tension slenderness ratio (L) [m] 1.31
Distance between member lateral bracing points
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Length (Lb) [m]
Top Bottom
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1.31 1.31
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Laterally unbraced length
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Length [m] Effective length factor
Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)
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1.31 1.31 1.31 0.96 0.96 1.0
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness () -- 9.43

11. 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
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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%
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Intermediate results Unit Value Reference
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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 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
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

13. 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
________________________________________________

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] 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

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 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

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
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

21. 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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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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%
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Intermediate results Unit Value Reference
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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
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COMBINED ACTIONS DESIGN
Combined flexure and axial compression
.............................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b
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Intermediate results Unit Value Reference
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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
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Combined flexure and axial tension
.............................................................................................................................................................................
Ratio : 0.02
Ctrl Eq. : DC1 at 50.00% Reference : Eq. H1-1b
.............................................................................................................................................................................
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Intermediate results Unit Value Reference
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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
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Combined flexure and axial compression about local axis

23. .............................................................................................................................................................................
Ratio : N/A
Ctrl Eq. : -- Reference :
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Combined flexure and axial tension about local axis
.............................................................................................................................................................................
Ratio : N/A
Ctrl Eq. : -- Reference :
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