Truss 40 m Span

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ST. 17, GATE 98

INDUSTRIAL AREA

DOHA, QATAR

Tel: (+974) 4600982 Fax: (+974) 4505194

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A. GOVERNING CODES, STANDARDS & SPECIFICATIONS

The design of structural members for this project is in compliance with the laws and regulations in the State

of Qatar, City ordinances, and industry standards. The current issue or edition of the documents at the time

of filing this report will apply, unless otherwise noted. In cases where conflicts between the cited

documents exist, requirements of the more conservative document will be used.

The following codes and standards have been identified as applicable, in whole or in part, to structural

engineering design and construction of buildings:

• British Standards (BS)

BS 5950-1-2000

BS 6399 Part 1, 2 & 3

BS 7419

BS 3692

BS 4190

• American Standards (AISI)

AISI 2007-ASD

• NCCI: Practical deflection limits for single storey buildings.

• MBMA: Metal Building System Manual

B. MATERIALS

• Structural steel Hot rolled sections will generally conform to S275.

• Structural steel Cold Formed sections will generally conform to S355.

• High strength structural bolts, including nuts and washers, shall conform to BS 3692 Grade 8.8.

• Bolts other than high strength bolts shall conform to BS 4190 Grade 4.6.

• Anchor bolts shall conform to BS 3692 Grade 8.8.

• Welding electrodes with minimum yield strength of 460 MPa (E7018) shall be use.

C. SOFT WARES:-

• MASTER SERIES 2011.

• PROFIS.

• LIMCON.

• CFS V06.

D. DESIGN CRITERIA:

• Live Load on Roof Slab = 60 Kg/m2.

• Purlin weight = 10Kg/m – Spacing 1.50 m.

• Ceiling Support weight not more than = 10 Kg/m.

• Own weight of steel members calculate automatic.

• Super Dead Load (Collateral Loads) = 50 Kg/m2.

• Wind Speed 45 m/Sec (3Second) = 27 m/Sec (Mean Hourly)

• Roof Slop 5 degree.

• Bottom Chord of Truss Member is connecting together with Ceiling Support Spacing not more

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E. Wind Analysis

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OADING TO

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6399

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2 Results for User Defined Site - Altitude 20 m

Wind Reference 1

Using the Standard Method

Site Basic Data

Location and Base wind speed BREVe3 site data for SD320379 - Base wind speed, Vb 27 m/s Altitude and Obstructions Site altitude 20 m - Shelter effect from obstructions is not included Seasonal factor, Ss Season length is All year - Seasonal factor, Ss 1.000

Annual risk and probability factor Design annual risk 0.02 - Probability factor, Sp 1.000

Topographic Increments Site altitude only - Topography not significant - assumed to be flat Heights (m) Heights above ground 6.5; 7; 8.5 and 10, Diagonals 5 and 50

Direction Factors - Using unity direction Factors

Direction (°N) 0 30 60 90 120 150 180 210 240 270 300 33

Direction factor, Sd 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Standard Method

Site description Site is in country, nearest distance to sea = 1.00km.

Height Above Ground = 6.5 m - Ve 46.9 m/s - q 1345.8 N/m²

He 6.500 a 5.0 50.0 Sa 1.020, Sb 1.701 Ca 1.000 0.857

Height Above Ground = 7.0 m - Ve 47.2 m/s - q 1367.3 N/m²

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Sa 1.020, Sb 1.715 Ca 1.000 0.857

Height Above Ground = 8.5 m - Ve 48.2 m/s - q 1424.3 N/m²

He 8.500 a 5.0 50.0 Sa 1.020, Sb 1.750 Ca 1.000 0.857

Height Above Ground = 10.0 m - Ve 49.0 m/s - q 1472.2 N/m²

He 10.000 a 5.0 50.0 Sa 1.020, Sb 1.779 Ca 1.000 0.857

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ASTER

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RESSURE

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ALUES

Dynamic Pressure Values, q (N/m²) for a = 5

Wind Direction to X Axis 0 90 q (N/m²) for H = 6.5 1345.8 1345.8 q (N/m²) for H = 7 1367.3 1367.3 q (N/m²) for H = 8.5 1424.3 1424.3 q (N/m²) for H = 10 1472.2 1472.2

Dynamic Pressure Values, q (N/m²) for a = 50

Wind Direction to X Axis 0 90 q (N/m²) for H = 6.5 1152.8 1152.8 q (N/m²) for H = 7 1171.2 1171.2 q (N/m²) for H = 8.5 1220.0 1220.0 q (N/m²) for H = 10 1261.1 1261.1

F. Frame Geometry

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Frame Geometry - (Grid Line: C - C) - Front View

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Section Size - (Grid Line: E - E) - Front View

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W1 -Wind Load - (Full Frame) - 0 Direction

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W2 -Wind Load on Wall - (Full Frame) - 90 Direction

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Dead Load on Ceiling Support - (Full Frame) - 3D Front View

I. Loading Cases and Load Combination

Load Group Labels

Load Group UT Unity Load Factor (All Cases) Load Group D1 Dead Load

Load Group L1 Live Load

Load Group W1 Wind Direction 0 Degrees from X Axis (Fetches 225 to 315 Degrees) Load Group W2 Wind Direction 90 Degrees from X Axis (Fetches 135 to 225 Degrees) Load Group P1 Wind Direction 0 Degrees from X Axis with Internal Pressure Cpi = 0.2 Load Group P2 Wind Direction 90 Degrees from X Axis with Internal Pressure Cpi = 0.2 Load Group S1 Wind Direction 0 Degrees from X Axis with Internal Suction Csi = 0.2 Load Group S2 Wind Direction 90 Degrees from X Axis with Internal Suction Csi = 0.2

Load Case 001 : Dead plus Live (Ultimate)

Load Combination + 1.00 UT + 1.40 D1 + 1.60 L1

Load Case 002 : Live Only (Serviceability)

Load Combination + 1.00 UT + 1.00 L1

Load Case 003 : Dead plus Wind (1.0 D1 + 1.4 W1) (a=5)

Load Combination + 1.00 UT + 1.00 D1 + 1.40 W1

Load Case 004 : Dead plus Wind (1.4 D1 + 1.4 W1) (a=5)

Load Case 005 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W1) (a=5)

Load Combination + 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W1

Load Case 006 : Dead plus Wind (1.0 D1 + 1.0 W1) (a=5)

Load Case 007 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W1) (a=5)

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Load Case 008 : Dead plus Wind (1.0 D1 + 1.4 P1) (a=5)

Load Combination + 1.00 UT + 1.00 D1 + 1.40 P1

Load Case 009 : Dead plus Wind (1.4 D1 + 1.4 P1) (a=5)

Load Case 010 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P1) (a=5)

Load Combination + 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P1

Load Case 011 : Dead plus Wind (1.0 D1 + 1.0 P1) (a=5)

Load Case 012 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P1) (a=5)

Load Case 013 : Dead plus Wind (1.0 D1 + 1.4 S1) (a=5)

Load Combination + 1.00 UT + 1.00 D1 + 1.40 S1

Load Case 014 : Dead plus Wind (1.4 D1 + 1.4 S1) (a=5)

Load Case 015 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S1) (a=5)

Load Combination + 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S1

Load Case 016 : Dead plus Wind (1.0 D1 + 1.0 S1) (a=5)

Load Case 017 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S1) (a=5)

Load Case 018 : Dead plus Wind (1.0 D1 + 1.4 W2) (a=5)

Load Case 019 : Dead plus Wind (1.4 D1 + 1.4 W2) (a=5)

Load Case 020 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W2) (a=5)

Load Case 021 : Dead plus Wind (1.0 D1 + 1.0 W2) (a=5)

Load Case 022 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W2) (a=5)

Load Case 023 : Dead plus Wind (1.0 D1 + 1.4 P2) (a=5)

Load Case 024 : Dead plus Wind (1.4 D1 + 1.4 P2) (a=5)

Load Case 025 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P2) (a=5)

Load Case 026 : Dead plus Wind (1.0 D1 + 1.0 P2) (a=5)

Load Case 027 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P2) (a=5)

Load Case 028 : Dead plus Wind (1.0 D1 + 1.4 S2) (a=5)

Load Case 029 : Dead plus Wind (1.4 D1 + 1.4 S2) (a=5)

Load Case 030 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S2) (a=5)

Load Case 031 : Dead plus Wind (1.0 D1 + 1.0 S2) (a=5)

Load Case 032 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S2) (a=5)

Load Case 033 : Dead plus Wind (1.0 D1 + 1.4 W1) (a=5)

Load Case 034 : Dead plus Wind (1.4 D1 + 1.4 W1) (a=5)

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Load Case 035 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W1) (a=5)

Load Case 036 : Dead plus Wind (1.0 D1 + 1.0 W1) (a=5)

Load Case 037 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W1) (a=5)

Load Case 038 : Dead plus Wind (1.0 D1 + 1.4 P1) (a=5)

Load Case 039 : Dead plus Wind (1.4 D1 + 1.4 P1) (a=5)

Load Case 040 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P1) (a=5)

Load Case 041 : Dead plus Wind (1.0 D1 + 1.0 P1) (a=5)

Load Case 042 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P1) (a=5)

Load Case 043 : Dead plus Wind (1.0 D1 + 1.4 S1) (a=5)

Load Case 044 : Dead plus Wind (1.4 D1 + 1.4 S1) (a=5)

Load Case 045 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S1) (a=5)

Load Case 046 : Dead plus Wind (1.0 D1 + 1.0 S1) (a=5)

Load Case 047 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S1) (a=5)

Load Case 048 : Dead plus Wind (1.0 D1 + 1.4 W2) (a=5)

Load Case 049 : Dead plus Wind (1.4 D1 + 1.4 W2) (a=5)

Load Case 050 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W2) (a=5)

Load Case 051 : Dead plus Wind (1.0 D1 + 1.0 W2) (a=5)

Load Case 052 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W2) (a=5)

Load Case 053 : Dead plus Wind (1.0 D1 + 1.4 P2) (a=5)

Load Case 054 : Dead plus Wind (1.4 D1 + 1.4 P2) (a=5)

Load Case 055 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P2) (a=5)

Load Case 056 : Dead plus Wind (1.0 D1 + 1.0 P2) (a=5)

Load Case 057 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P2) (a=5)

Load Case 058 : Dead plus Wind (1.0 D1 + 1.4 S2) (a=5)

Load Case 059 : Dead plus Wind (1.4 D1 + 1.4 S2) (a=5)

Load Case 060 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S2) (a=5)

Load Case 061 : Dead plus Wind (1.0 D1 + 1.0 S2) (a=5)

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Load Case 062 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S2) (a=5)

Load Case 063 : Dead Plus Live (Serviceability)

Load Combination + 1.00 UT + 1.00 D1 + 1.00 L1

J. Design of Members

Members Numbers - (Grid Line: C - C) - Front View

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Maximum Stress Ratio - (Grid Line: C - C) - Front View

Load Case 063 : Dead Plus Live (Serviceability)

Deflected Shape - (Grid Line : C - C) - Front View

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Bottom Chord

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Initial Design for 37 Loading Cases

Members 29, 34, 65, 68, 76, 90, 136, 142, 152 and 175 (C1-C4) @

Level 2

Between 18.450 and 20.500 m, in Load Case 1

Member Loading and Member Forces

Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Mem ber No. Node End1 End2 Axial Force (kN) Torque Moment (kN.m) Shear Force (kN) Bending Moment (kN.m) Maximum Moment (kN.m @ m) Maximum Deflection (mm @ m)

x-x y-y x-x y-y x-x y-y

78 62.41T 0.00 38.96 -1.46 -62.65 0.10 24.03 -2.89 26.81 256 1212.21T 0.00 -17.35 0.63 -16.28 0.74 @ 12.300 @ 2.050 @ 11.398

Classification and Properties (BS 5950: 2000)

Section (73.08 kg/m) 254x254 UC 73 [Grade 43]

Class = Fn(b/T,d/t,py,F,Mx,My) 8.96, 23.29, 275, 0, 62.65, 2.89 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 17.35 / 360.568 = 0.048 Low Shear

Mcx = py.Sxx≤1.2 py.Zxx 275 x 992.1≤1.2 x 275 x 898.4 = 272.828 kN.m

Fvy/Pvy 0.633 / 1073.75 = 0.001 Low Shear

Mcy = py.Syy≤1.2 py.Zyy 275 x 465.4≤1.2 x 275 x 307.52 = 101.482 kN.m

Ae = Fn(Ag,A.net,py,Us) 93.1,93.1,275,410 93.1 cm² Pz = Ae.py 93.1x275 2560.25 kN n = F/Pz -1244.453 / 2560.25 = 0.486 OK Srx = Fn(Sxx, n) 992.1, 0.486 585.42 cm³ Mrx = Srx.py 585.42 x 275 160.99 kN.m Sry = Fn(Syy, n) 465.4, 0.486 407.57 cm³ Mry = Sry.py 407.57 x 275 101.482 kN.m (Mx/Mrx)Z1_+(My/Mry)Z2 _{(1.5/160.99)²+(0.091/101.482)}1₌ _0.486 _OK

Equivalent Uniform Moment Factors mLT, mx, my and myx

mLT=0.2+(.15M2+.5M3+.15M4)/Mmax 0.2+(.15x10+.5x2+.15x7)/19 ≥ 0.44 0.44 Table 18

my=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x0+.6x0+.1x0)/1 ≥ .8x0/1 0.451 Table 26

mx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x18+.6x20+.1x23)/63 ≥ .8x24/63 0.459 Table 26

myx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x1+.6x-1+.1x0)/3 ≥ .8x1/3 0.349 Table 26

Lateral Buckling Check Mb

Le = 1.00 L 1 x 2.05 = 2.05 m λ = Le/ryy 2.05 / 6.48 31.64 OK v = Fn (x,Le,ryy,λ) 17.317, 2.05, 6.48, 31.64 0.962 Table 19 λLT= u.v.λ.?βW 0.849 x 0.962 x 31.64 ? 1 25.84 pb = Fn (py,λLT) 275, 25.84 275 N/mm² Table 16 Mb = Sxx.pb ≤ Mc 992.1 x 275 ≤ 272.828 = 272.828 kN.m

Simplified Approach

py.Zx 275x898.4 247.06 kN.m py.Zy 275x307.52 84.568 kN.m F/Pc+mx.Mx/py.Zx+my.My/py.Zy 0+0.459x62.7/247.1+0.451x-0.6/84.6 0.119 OK

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F/Pcy+mLT.MLT/Mb+my.My/py.Zy 0+0.44x19.3/272.8+0.451x-0.6/84.6 0.034 OK

More Exact Approach

Max=Mcx/(1+.5F/Pcx) 272.8/(1+.5x0/2547.5) 272.828 kN.m May=Mcy/(1+F/Pcy) 101.5/(1+0/2346.7) 101.482 kN.m F/Pcx+mx.Mx/Max+.5myx.My/Mcy 0/2547.5+0.459x62.7/272.8+.5x0.349x2.9/101.5 0.110 OK F/Pcy+mLT.MLT/Mb+my.My/May 0/2346.7+0.44x19.3/272.8+0.451x-0.6/101.5 0.034 OK Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) 272.8(1-0/2547.5)/(1+.5x0/2547.5) 272.828 kN.m May=Mcy(1-F/Pcy)/(1+F/Pcy) 101.5(1-0/2346.7)/(1+0/2346.7) 101.482 kN.m m.Mx/Max+m.My/May 0.44x19.282/272.828+0.451x0.556/101.482 0.034 OK

Deflection Check - Load Case 32

Deflection Limits (Trusses) δ ≤ 20500/240 = 85.4 mm Live (Case 2) 12.56 mm OK

δ ≤ 20500/200 = 102.5 mm D+W (Case 31) 17.65 mm OK

δ ≤ 20500/200 = 102.5 mm D+L+W (Case 32) 26.81 mm OK

Top Chord

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Initial Design for 38 Loading Cases

Members 32, 38, 66, 72, 82, 102, 138, 146, 166 and 188 (C1-C4) @

Level 3 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

82 392.79C 0.01 26.66 2.07 -42.02 -0.04 14.83 -5.16 27.80 269 1198.52C -0.01 -16.29 0.43 -18.65 0.11 @ 18.499 @ 6.166 @ 11.346

Classification and Properties (BS 5950: 2000)

Class = Fn(b/T,d/t,py,F,Mx,My) 8.17, 20.35, 275, 1258.4, 42.02, 5.16 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 26.656 / 268.782 = 0.099 Low Shear

Fvy/Pvy 2.066 / 758.464 = 0.003 Low Shear

Pz = Ag.py 66.28 x 275 = 1822.7 kN n = F/Pz 1258.398 / 1822.7 = 0.690 OK Srx = Fn(Sxx, n) 567.4, 0.69 206.41 cm³ Mrx = Srx.py 206.41 x 275 56.763 kN.m Sry = Fn(Syy, n) 264.2, 0.69 167.51 cm³ Mry = Sry.py 167.51 x 275 46.064 kN.m (Mx/Mrx)Z1 +(My/Mry)Z2 (42.017/56.763)²+(0.035/46.064)1 = 0.549 OK

Compression Resistance Pc

λx = Lex/rxx 100x1x2/8.91 = 22.4 OK Pcx = Area.pcx 66.28x269.646/10 = 1787.216 kN Table 24 b

Lateral Buckling Check Mb

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Combined Axial Compression and Bending to Annex I

rb=mLT.MLT/Mb 0.44x-42/156 0.118 rc=Fc/Pcy 1258.4/1822.7 0.690 λr=(rbλLT+rcλy)/(rb+rc) (0.118•0+0.69•0)/(0.118+0.69) 0.000 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.118+0.69)/(0.118+0.69) 19.662 Mob= Mb(1-Fc/Pcy) 156.035(1-1258.4/1822.7) 48.308 Mxy= Mcx(1-Fc/ Pcy)½ 156.035(1-1258.4/1822.7)½ 86.820 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 156.035(1-1258.4/1787.2)/(1+0.5•1258.4/1787.2) 34.147 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 57.519(1-1258.4/1822.7)/(1+1.0(1258.4/1822.7)) 10.535 Mab=fn( λr, λro, ε, Mxy, Mob) 0.000, 19.662, 1.000, 86.820, 48.308 56.763 Max=fn( λx, ε, Mrx, Mox) 22.447, 1.000, 56.763, 34.147 55.018 May=fn( λy, ε, Mry, Moy) 0.000, 1.000, 46.064, 10.535 46.064 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.418x42/55+.5x0.8x5.2/(57.5(1-1258.4/1787.2)) 0.441 OK mLT.MLT/Mab+my.My/May 0.44x-42/56.8+0.8x0/46.1 0.326 OK mx.Mx/Max+my.My/May 0.418x42/55+0.8x0/46.1 0.320 OK

Compare with Simplied to 4.8.3.3 0.83, 0.809, 0.823 0.83 Compare with MoreExact to 4.8.3.3 0.893, 0.81, 0.544 0.893

Deflection Check - Load Case 32

δ ≤ 20555/200 = 102.8 mm D+W (Case 31) 18.11 mm OK

δ ≤ 20555/200 = 102.8 mm D+L+W (Case 32) 27.8 mm OK

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Initial Design for 37 Loading Cases

Member 834 (C1-N.84) @ Level 3 in Load Case 1

Member Loading and Member Forces

Member Forces in Load Case 1 Mem ber No. Node End1 End2 Axial Force (kN) Torque Moment (kN.m) Shear Force (kN) Bending Moment (kN.m) Maximum Moment (kN.m @ m) Maximum Deflection (mm @ m)

x-x y-y x-x y-y x-x y-y

834 82 398.83T 0.00 0.00 0.00 0.00 0.00 0.00 0.00

84 398.83T 0.00 0.00 0.00 0.00 0.00 @ 0.000 @ 11.346

Classification and Properties (BS 5950: 2000)

Section (13.7 kg/m) 2No 75x75x6 ANG 13.7 (0mm) [Grade 43]

Class = Fn(b,d,t,py) 75, 75, 6, 275 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Ae = Fn(Ag,A.net,py,Us) 17.46,17.46,275,410 17.46 cm²

Pz = Ae.py 17.46x275 480.15 kN OK

(22)

Vertical Members

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Initial Design for 38 Loading Cases

Members 1004 and 1054 (C1) @ Level 2 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

13 347.08C 0.06 -5.53 -1.10 0.00 0.00 59.89 -0.55 0.29 82 301.62C 0.03 -67.94 0.36 -42.02 -0.01 @ 0.500 @ 0.500 @ 0.785

Additional Nominal Moments

MxUp, MyUp -53.473 kN.m, -0.069 kN.m

Classification and Properties (BS 5950: 2000)

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 5.527 / 360.568 = 0.015 Low Shear

Fvy/Pvy 1.098 / 1073.75 = 0.001 Low Shear

Compression Resistance Pc

λx = Lex/rxx 100x1x2/11.07 = 18.1 OK Pcx = Area.pcx 93.1x274.085/10 = 2551.729 kN Table 24 b λy = Ley/ryy 100x1x2/6.48 = 30.9 OK

Pcy = Area.pcy 93.1x253.31/10 = 2358.349 kN Table 24 c

Equivalent Uniform Moment Factors mLT, mx, my and myx

my=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1 0.8 Table 26

mx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x-16+.6x-1+.1x-48)/95 ≥ .8x48/95 0.403 Table 26

myx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1 0.8 Table 26

Lateral Buckling Check Mb

Le = (1.4L+2D+1.4L+2D)/2 (1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 m λ = Le/ryy 3.308 / 6.48 51.05 OK v = Fn (x,Le,ryy,λ) 17.317, 3.308, 6.48, 51.05 0.914 Table 19 λLT= u.v.λ.?βW 0.849 x 0.914 x 51.05 ? 1 39.61 pb = Fn (py,λLT) 275, 39.61 262.76 N/mm² Table 16 Mb = Sxx.pb ≤ Mc 992.1 x 262.76 ≤ 272.828 = 260.686 kN.m

Combined Axial Compression and Bending to Annex I

(23)

rc=Fc/Pcy 347.1/2358.3 0.147 λr=(rbλLT+rcλy)/(rb+rc) (0.161•39.6+0.147•30.9)/(0.161+0.147) 35.435 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.161+0.147)/(0.161+0.147) 26.114 Mob= Mb(1-Fc/Pcy) 260.686(1-347.1/2358.3) 222.321 Mxy= Mcx(1-Fc/ Pcy)½ 272.828(1-347.1/2358.3)½ 251.953 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 272.828(1-347.1/2551.7)/(1+0.5•347.1/2551.7) 220.709 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 101.482(1-347.1/2358.3)/(1+1.0(347.1/2358.3)) 75.444 Mab=fn( λr, λro, ε, Mxy, Mob) 35.435, 26.114, 1.000, 251.953, 222.321 251.953 Max=fn( λx, ε, Mrx, Mox) 18.067, 1.000, 260.094, 220.709 259.568 May=fn( λy, ε, Mry, Moy) 30.864, 1.000, 101.482, 75.444 96.280 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.403x95.5/259.6+.5x0.8x0.6/(101.5(1-347.1/2551.7)) 0.151 OK mLT.MLT/Mab+my.My/May 0.44x-95.5/252+0.8x-0.1/96.3 0.167 OK mx.Mx/Max+my.My/May 0.403x95.5/259.6+0.8x-0.1/96.3 0.149 OK

Deflection Check - Load Case 62

δ ≤ 2000/200 = 10 mm D+W (Case 31) 0.2 mm OK

δ ≤ 2000/200 = 10 mm D+L+W (Case 32) 0.29 mm OK

(24)

Members Numbers - (Grid Line: E - E) - Front View

(25)

Load Case 063 : Dead Plus Live (Serviceability)

Deflected Shape - (Grid Line : E - E) - Front View

Bottom Chord

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Initial Design for 37 Loading Cases

Members 33, 42, 70, 78, 92, 106, 144, 154, 177 and 203 (E1-E4) @

Level 2

(26)

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

83 38.24T 0.02 42.00 -0.22 -67.82 0.04 23.53 -0.41 26.09 308 1127.60T 0.00 -16.27 0.08 -14.07 0.10 @ 12.300 @ 2.030 @ 11.398

Classification and Properties (BS 5950: 2000)

Class = Fn(b/T,d/t,py,F,Mx,My) 8.96, 23.29, 275, 0, 67.82, 0.41 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 16.274 / 360.568 = 0.045 Low Shear

Fvy/Pvy 0.082 / 1073.75 = 0 Low Shear

Ae = Fn(Ag,A.net,py,Us) 93.1,93.1,275,410 93.1 cm² Pz = Ae.py 93.1x275 2560.25 kN n = F/Pz -1156.997 / 2560.25 = 0.452 OK Srx = Fn(Sxx, n) 992.1, 0.452 622.74 cm³ Mrx = Srx.py 622.74 x 275 171.252 kN.m Sry = Fn(Syy, n) 465.4, 0.452 420.37 cm³ Mry = Sry.py 420.37 x 275 101.482 kN.m (Mx/Mrx)Z1_+(My/Mry)Z2 _{(2.526/171.252)²+(0.045/101.482)}1₌ _0.452 _OK

Equivalent Uniform Moment Factors mLT, mx, my and myx

mx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x17+.6x20+.1x23)/68 ≥ .8x24/68 0.436 Table 26

myx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.315 Table 26

Lateral Buckling Check Mb

Le = 1.00 L 1 x 2.05 = 2.05 m λ = Le/ryy 2.05 / 6.48 31.64 OK v = Fn (x,Le,ryy,λ) 17.317, 2.05, 6.48, 31.64 0.962 Table 19 λLT= u.v.λ.?βW 0.849 x 0.962 x 31.64 ? 1 25.84 pb = Fn (py,λLT) 275, 25.84 275 N/mm² Table 16 Mb = Sxx.pb ≤ Mc 992.1 x 275 ≤ 272.828 = 272.828 kN.m

Simplified Approach

py.Zx 275x898.4 247.06 kN.m py.Zy 275x307.52 84.568 kN.m F/Pc+mx.Mx/py.Zx+my.My/py.Zy 0+0.436x67.8/247.1+0.482x-0.1/84.6 0.120 OK F/Pcy+mLT.MLT/Mb+my.My/py.Zy 0+0.44x19.3/272.8+0.482x-0.1/84.6 0.031 OK

More Exact Approach

Max=Mcx/(1+.5F/Pcx) 272.8/(1+.5x0/2547.5) 272.828 kN.m May=Mcy/(1+F/Pcy) 101.5/(1+0/2346.7) 101.482 kN.m F/Pcx+mx.Mx/Max+.5myx.My/Mcy 0/2547.5+0.436x67.8/272.8+.5x0.315x0.4/101.5 0.109 OK F/Pcy+mLT.MLT/Mb+my.My/May 0/2346.7+0.44x19.3/272.8+0.482x-0.1/101.5 0.031 OK Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) 272.8(1-0/2547.5)/(1+.5x0/2547.5) 272.828 kN.m May=Mcy(1-F/Pcy)/(1+F/Pcy) 101.5(1-0/2346.7)/(1+0/2346.7) 101.482 kN.m m.Mx/Max+m.My/May 0.44x19.286/272.828+0.482x0.063/101.482 0.031 OK

Deflection Check - Load Case 32

δ ≤ 20500/200 = 102.5 mm D+W (Case 31) 16.92 mm OK

(27)

Top Chord

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Initial Design for 38 Loading Cases

Members 39, 51, 74, 84, 98, 118, 148, 168, 190 and 242 (E1-E4) @

Level 3 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

89 354.75C 0.01 21.62 0.25 -34.02 -0.04 12.81 0.83 27.15 318 1117.13C 0.00 -13.60 -0.04 -15.14 -0.05 @ 18.499 @ 4.090 @ 11.305

Classification and Properties (BS 5950: 2000)

Class = Fn(b/T,d/t,py,F,Mx,My) 9.25, 22.33, 275, 1173.14, 34.02, 0.83 (Axial: Non-Slender) Compact Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 21.618 / 241.402 = 0.09 Low Shear

Fvy/Pvy 0.249 / 665.161 = 0 Low Shear

Compression Resistance Pc

λx = Lex/rxx 100x0.1x20.555/8.82 = 23.3 OK Pcx = Area.pcx 58.73x268.765/10 = 1578.458 kN Table 24 b

Lateral Buckling Check Mb

Mb = Mc Fully Restrained 136.785 kN.m

Combined Axial Compression and Bending to Annex I

rb=mLT.MLT/Mb 0.44x-34/136.8 0.109 rc=Fc/Pcy 1173.1/1615.1 0.726 λr=(rbλLT+rcλy)/(rb+rc) (0.109•0+0.726•0)/(0.109+0.726) 0.000 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.109+0.726)/(0.109+0.726) 19.396 Mob= Mb(1-Fc/Pcy) 136.785(1-1173.1/1615.1) 37.428 Mxy= Mcx(1-Fc/ Pcy)½ 136.785(1-1173.1/1615.1)½ 71.552 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 136.785(1-1173.1/1578.5)/(1+0.5•1173.1/1578.5) 25.608 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 50.282(1-1173.1/1615.1)/(1+1.0(1173.1/1615.1)) 7.970 Mab=fn( λr, λro, ε, Mxy, Mob) 0.000, 19.396, 1.000, 71.552, 37.428 44.028 Max=fn( λx, ε, Mrx, Mox) 23.305, 1.000, 44.028, 25.608 42.377 May=fn( λy, ε, Mry, Moy) 0.000, 1.000, 36.918, 7.970 36.918 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.431x34/42.4+.5x0.674x0.8/(50.3(1-1173.1/1578.5)) 0.368 OK

(28)

mLT.MLT/Mab+my.My/May 0.44x-34/44+0.8x0/36.9 0.341 OK

mx.Mx/Max+my.My/May 0.431x34/42.4+0.8x0/36.9 0.347 OK

Deflection Check - Load Case 32

δ ≤ 20555/200 = 102.8 mm D+W (Case 31) 18.1 mm OK

δ ≤ 20555/200 = 102.8 mm D+L+W (Case 32) 27.15 mm OK

V

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Initial Design for 38 Loading Cases

Member 1073 (E2) @ Level 3 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

1073 121 217.95C 0.00 -0.17 0.02 0.15 -0.02 0.00

125 217.95C 0.00 -0.17 0.02 -0.15 0.02 @ 11.305

Additional Nominal Moments

MxUp -51.072 kN.m

Classification and Properties (BS 5950: 2000)

Section (32.5 kg/m) 180x180x6 SHS 32.5 [Grade 43]

Class = Fn(b/t,d/t,py,F,Mx,My) 27, 27, 275, 217.949, 51.216, 0.022 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 0.165 / 341.303 = 0 Low Shear

Fvy/Pvy 0.021 / 341.303 = 0 Low Shear

Pz = Ag.py 41.37 x 275 = 1137.675 kN n = F/Pz 217.949 / 1137.675 = 0.192 OK Srx = Fn(Sxx, n) 269.03, 0.192 255.94 cm³ Mrx = Srx.py 255.94 x 275 70.385 kN.m Sry = Fn(Syy, n) 269.03, 0.192 255.94 cm³ Mry = Sry.py 255.94 x 275 70.385 kN.m (Mx/Mrx)Z1 +(My/Mry)Z2 (51.216/70.385)1.667 +(0.015/70.385)1.667 = 0.589 OK

Compression Resistance Pc

λx = Lex/rxx 100x1x1.8/7.09 = 25.4 OK Pcx = Area.pcx 41.37x270.133/10 = 1117.541 kN Table 24 a λy = Ley/ryy 100x1x1.8/7.09 = 25.4 OK

Pcy = Area.pcy 41.37x270.13/10 = 1117.541 kN Table 24 a

Equivalent Uniform Moment Factors mLT, mx, my and myx

(29)

Lateral Buckling Check Mb

Mb = Mc Section not susceptible to lateral torsional buckling 73.983 kN.m

Combined Axial Compression and Bending to Annex I

rb=mLT.MLT/Mb 0.599x-49.2/74 0.399 rc=Fc/Pcy 217.9/1117.5 0.195 λr=(rbλLT+rcλy)/(rb+rc) (0.399•0+0.195•25.4)/(0.399+0.195) 8.339 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.399+0.195)/(0.399+0.195) 28.667 Mob= Mb(1-Fc/Pcy) 73.983(1-217.9/1117.5) 59.555 Mxy= 2Mcx(1-Fc/ Pcy) 2•73.983(1-217.9/1117.5) 119.109 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 73.983(1-217.9/1117.5)/(1+0.5•217.9/1117.5) 54.263 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 73.983(1-217.9/1117.5)/(1+0.5(217.9/1117.5)) 54.263 Mab=fn( λr, λro, ε, Mxy, Mob) 8.339, 28.667, 1.000, 119.109, 59.555 70.385 Max=fn( λx, ε, Mrx, Mox) 25.388, 1.000, 70.385, 54.263 68.450 May=fn( λy, ε, Mry, Moy) 25.388, 1.000, 70.385, 54.263 68.450 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.599x51.2/68.5+.5x0.436x0/(74(1-217.9/1117.5)) 0.449 OK mLT.MLT/Mab+my.My/May 0.599x-49.2/70.4+0.457x0/68.5 0.419 OK mx.Mx/Max+my.My/May 0.599x51.2/68.5+0.457x0/68.5 0.431 OK

D

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Initial Design for 37 Loading Cases

Member 837 (E1-N.92) @ Level 3 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

837 89 372.96T 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 92 372.96T 0.00 0.00 0.00 0.00 0.00 @ 0.000 @ 0.000 @ 1.245

Classification and Properties (BS 5950: 2000)

Section (13.7 kg/m) 2No 75x75x6 ANG 13.7 (0mm) [Grade 43]

Class = Fn(b,d,t,py) 75, 75, 6, 275 (Axial: Non-Slender) SemiComp Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 0 / 133.65 = 0 Low Shear

Mcx = py.Zxx 275 x 16.8 = 4.62 kN.m

Fvy/Pvy 0 / 133.65 = 0 Low Shear

Mcy = py.Zyy 275 x 22 = 6.049 kN.m

Ae = Fn(Ag,A.net,py,Us) 17.46,17.46,275,410 17.46 cm²

Pz = Ae.py 17.46x275 480.15 kN

F/Ae.py+Mx/Mcx+My/Mcy -372.956 / 480.15 + 0.002 / 4.62 + 0.003 / 6.049 = 0.778 OK

Lateral Buckling Check Mb u-u

Le = 1.00 L 1 x 2.54 = 2.54 m

λv = ?(Ley/ryy)²+(Lvv/rvv)² ?(2.54/3.07)²+(0.635/1.47)² = 93.32 OK < 100 λLT=Fn(λv,Iu,Iv,J,A,Zu) 93.32, 145.4, 37.8, 2.3, 17.5, 27.4 41.75

(30)

pb = Fn (py,λLT) 275, 41.75 257.74 N/mm² Table 16 Mb = Zu.pb 27.42 x 257.74 7.067 kN.m

Simplified Approach

py.Zx 275x16.8 4.62 kN.m λx = ?(Lex/rxx)²+(Lvv/rvv)² ?(100x1x2.54/2.29)²+(100x0.635/1.47)²= 119 OK py.Zy 275x22 6.049 kN.m py.Zv 275x13.04 3.586 kN.m F/Pc+mx.Mx/py.Zx+my.My/py.Zy 0+1x0/4.6+1x0/6 0.001 OK

Major and Minor Axis Moments Mu = 0.001 kN.m, Mv = 0.004 kN.m

F/Pcy+mLT.MLT/Mb+mv.Mv/py.Zv 0+1x0/7.1+1x0/3.6 0.001 OK

Deflection Check - Load Case 61

Deflection Limits (Trusses) δ ≤ 2540/200 = 12.7 mm D+W (Case 31) 0.01 mm OK

δ ≤ 2540/200 = 12.7 mm D+L+W (Case 32) 0.01 mm OK

D

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Initial Design for 38 Loading Cases

Member 930 (E4-N.326) @ Level 3 in Load Case 45

Member Loading and Member Forces

Loading Combination : 1 UT + 1.2 D1 + 1.2 L1 + 1.2 S1

x-x y-y x-x y-y x-x y-y

930 308 45.19C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 326 45.19C 0.00 0.00 0.00 0.00 0.00 @ 0.000 @ 0.000 @ 1.245

Classification and Properties (BS 5950: 2000)

Section (5.29 kg/m) 60x60x3 SHS 5.29 [Grade 43]

Class = Fn(b/t,d/t,py,F,Mx,My) 17, 17, 275, 45.195, 0, 0 (Axial: Non-Slender) Plastic Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Pz = Ag.py 6.74 x 275 = 185.35 kN OK F/Ag.py 45.195 / 185.35 = 0.244 OK

Compression Resistance Pc

λx = Lex/rxx 100x1x3.511/2.32 = 151.3 OK Pcx = Area.pcx 6.74x78.83/10 = 53.131 kN Table 24 a λy = Ley/ryy 100x1x3.511/2.32 = 151.3 OK

Pcy = Area.pcy 6.74x78.83/10 = 53.131 kN Table 24 a

Simplified Approach

F/Pc 45.195/53.131 0.851 OK

F/Pcy 45.195/53.131 0.851 OK

More Exact Approach

F/Pcx 45.2/53.1 0.851 OK

(31)

E

ND

V

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Initial Design for 38 Loading Cases

Members 1010 and 1056 (E1) @ Level 2 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

19 325.98C 0.01 -13.00 -0.15 -18.48 -0.06 42.84 -0.13 0.13 89 277.88C 0.03 -51.24 0.07 -34.02 -0.01 @ 0.500 @ 0.495 @ 0.830

Additional Nominal Moments

MxUp -50.002 kN.m

Classification and Properties (BS 5950: 2000)

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 51.243 / 360.568 = 0.142 Low Shear

Fvy/Pvy 0.067 / 1073.75 = 0 Low Shear

Compression Resistance Pc

λx = Lex/rxx 100x1x2/11.07 = 18.1 OK Pcx = Area.pcx 93.1x274.085/10 = 2551.729 kN Table 24 b λy = Ley/ryy 100x1x2/6.48 = 30.9 OK

Pcy = Area.pcy 93.1x253.31/10 = 2358.349 kN Table 24 c

Equivalent Uniform Moment Factors mLT, mx, my and myx

mx=0.2+(.1M2+.6M3+.1M4)/Mmax 0.2+(.1x-37+.6x-8+.1x-46)/84 ≥ .8x46/84 0.437 Table 26

Lateral Buckling Check Mb

Le = (1.4L+2D+1.4L+2D)/2 (1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 m λ = Le/ryy 3.308 / 6.48 51.05 OK v = Fn (x,Le,ryy,λ) 17.317, 3.308, 6.48, 51.05 0.914 Table 19 λLT= u.v.λ.?βW 0.849 x 0.914 x 51.05 ? 1 39.61 pb = Fn (py,λLT) 275, 39.61 262.76 N/mm² Table 16 Mb = Sxx.pb ≤ Mc 992.1 x 262.76 ≤ 272.828 = 260.686 kN.m

Combined Axial Compression and Bending to Annex I

(32)

rc=Fc/Pcy 326/2358.3 0.138 λr=(rbλLT+rcλy)/(rb+rc) (0.142•39.6+0.138•30.9)/(0.142+0.138) 35.292 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.142+0.138)/(0.142+0.138) 25.835 Mob= Mb(1-Fc/Pcy) 260.686(1-326/2358.3) 224.652 Mxy= Mcx(1-Fc/ Pcy)½ 272.828(1-326/2358.3)½ 253.271 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 272.828(1-326/2551.7)/(1+0.5•326/2551.7) 223.686 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 101.482(1-326/2358.3)/(1+1.0(326/2358.3)) 76.834 Mab=fn( λr, λro, ε, Mxy, Mob) 35.292, 25.835, 1.000, 253.271, 224.652 253.271 Max=fn( λx, ε, Mrx, Mox) 18.067, 1.000, 261.594, 223.686 261.088 May=fn( λy, ε, Mry, Moy) 30.864, 1.000, 101.482, 76.834 96.558 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.437x84/261.1+.5x0.8x0.1/(101.5(1-326/2551.7)) 0.141 OK mLT.MLT/Mab+my.My/May 0.44x-84/253.3+0.8x0/96.6 0.146 OK mx.Mx/Max+my.My/May 0.437x84/261.1+0.8x0/96.6 0.141 OK

Deflection Check - Load Case 32

δ ≤ 2000/200 = 10 mm D+W (Case 31) 0.09 mm OK

δ ≤ 2000/200 = 10 mm D+L+W (Case 32) 0.13 mm OK

R

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S

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Initial Design for 1 Loading Cases (Using Critical Cases Switch in

Frame Geometry)

Member 497 (B3-C2) @ Level 2 :

Classification and Properties (BS 5950: 2000)

Section (12.2 kg/m) 100x100x8 ANG 12.2 [Grade 43]

Class = Fn(b,d,t,py) 100, 100, 8, 275 (Axial: Non-Slender) SemiComp Auto Design Load Cases 1 (No Wind Loading Cases)

Single Angle Tie Connected Through One Leg Only : 4.6.3.1 (Case 1)

Ae = Fn(Ag - 0.3 a2) 15.6 - 0.3 x 7.6 13.32 cm²

Tc = Ae.py 13.32x275/10 = 366.3 kN

F (Tie)/Tc 8.48 / 366.3 0.023 OK

(33)

Maximum Stress Ratio - (Grid Line: A - A) - Front View

End Gable Frame

A

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Initial Design for 38 Loading Cases

Members 26, 55, 58 and 61 (A2-A3) @ Level 3 in Load Case 1

Member Loading and Member Forces

x-x y-y x-x y-y x-x y-y

75 62.20C 0.64 2.95 0.04 35.41 0.47 41.47 0.57 9.76 112 60.04C -0.42 -26.54 0.15 -61.50 0.22 @ 2.055 @ 2.055 @ 3.042

Classification and Properties (BS 5950: 2000)

Class = Fn(b/T,d/t,py,F,Mx,My) 9.25, 22.33, 275, 62.2, 61.5, 0.57 (Axial: Non-Slender) Compact Auto Design Load Cases 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50,

53-55 and 58-60)

Local Capacity Check

Fvx/Pvx 26.543 / 241.402 = 0.11 Low Shear

Fvy/Pvy 0.147 / 665.161 = 0 Low Shear

(34)

Compression Resistance Pc

λx = Lex/rxx 100x0.1x8.222/8.82 = 9.3 OK

Pcx = Area.pcx 58.73x275/10 = 1615.075 kN Table 24 b

Lateral Buckling Check Mb

Mb = Mc Fully Restrained 136.785 kN.m

Combined Axial Compression and Bending to Annex I

rb=mLT.MLT/Mb 0.541x-61.5/136.8 0.243 rc=Fc/Pcy 62.2/1615.1 0.039 λr=(rbλLT+rcλy)/(rb+rc) (0.243•0+0.039•0)/(0.243+0.039) 0.002 λro=17.15 ε (2rb+rc)/(rb+rc) 17.15•1(2•0.243+0.039)/(0.243+0.039) 31.955 Mob= Mb(1-Fc/Pcy) 136.785(1-62.2/1615.1) 131.517 Mxy= Mcx(1-Fc/ Pcy)½ 136.785(1-62.2/1615.1)½ 134.125 Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) 136.785(1-62.2/1615.1)/(1+0.5•62.2/1615.1) 129.032 Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) 50.282(1-62.2/1615.1)/(1+1.0(62.2/1615.1)) 46.553 Mab=fn( λr, λro, ε, Mxy, Mob) 0.002, 31.955, 1.000, 134.125, 131.517 134.125 Max=fn( λx, ε, Mrx, Mox) 9.322, 1.000, 136.296, 129.032 136.296 May=fn( λy, ε, Mry, Moy) 0.000, 1.000, 50.282, 46.553 50.282 mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) 0.539x61.5/136.3+.5x0.8x0.6/(50.3(1-62.2/1615.1)) 0.248 OK mLT.MLT/Mab+my.My/May 0.541x-61.5/134.1+0.8x0.2/50.3 0.251 OK mx.Mx/Max+my.My/May 0.539x61.5/136.3+0.8x0.2/50.3 0.247 OK

Deflection Check - Load Case 2

δ ≤ 8222/200 = 41.1 mm D+W (Case 26) 9.2 mm OK

δ ≤ 8222/200 = 41.1 mm D+L+W (Case 27) 3.77 mm OK

K. DESIGN OF ROOF PURLIN

Analysis Inputs

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Members

Section File Revision Date and Time

1 sectionZ240X2.5mm.doc 2/22/2012 10:24:28 AM

Start Loc. End Loc. Braced R k

φ

ex ey

(m) (m) Flange (kN) (mm) (mm)

1 0.000 26.350 Top 0.7000 0.0000 0.00 0.00

Supports

Type Location Bearing Fastened K

(m) (mm)

1 XYT 0.000 100.0 Yes 1.0000

2 XT 2.750 25.4 No 1.0000

3 XT 5.500 25.4 No 1.0000

4 XYT 8.250 100.0 Yes 1.0000

5 XT 11.450 25.4 No 1.0000

6 XT 14.650 25.4 No 1.0000

7 XYT 17.850 100.0 Yes 1.0000

8 XT 20.683 25.4 No 1.0000

9 XT 23.517 25.4 No 1.0000

10 XYT 26.350 100.0 Yes 1.0000

Loading: Dead Load

Type Angle Start Loc. End Loc. Start End

(deg) (m) (m) Magnitude Magnitude

1 Distributed 90.000 0.000 26.350 -0.2942 -0.2942 kN/m

(35)

Type Angle Start Loc. End Loc. Start End

(deg) (m) (m) Magnitude Magnitude

1 Distributed 90.000 0.000 26.350 -0.8826 -0.8826 kN/m

Loading: Wind Load

Type Angle Start Loc. End Loc. Start End

(deg) (m) (m) Magnitude Magnitude

1 Distributed 90.000 0.000 26.350 1.5000 1.5000 kN/m

Load Combination: D

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

Load Combination: D+Lr

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Roof Live Load 1.0000

Load Combination: D+0.75(L+Lr)

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Live Load 0.7500

4 Product Load 0.7500

5 Roof Live Load 0.7500

Load Combination: D+W

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Wind Load 1.0000

Load Combination: D+0.7E

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Earthquake Load 0.7000

Load Combination: D+0.75(W+L+Lr)

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

(36)

3 Live Load 0.7500

4 Product Load 0.7500

5 Roof Live Load 0.7500

6 Wind Load 0.7500

Load Combination: D+0.75(W+L+S)

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Live Load 0.7500

4 Product Load 0.7500

5 Snow Load 0.7500

6 Wind Load 0.7500

Load Combination: D+0.75(0.7E+L+Lr)

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 1.0000

2 Dead Load 1.0000

3 Earthquake Load 0.5250

4 Live Load 0.7500

5 Product Load 0.7500

6 Roof Live Load 0.7500

Load Combination: 0.6D+W

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 0.6000

2 Dead Load 0.6000

3 Wind Load 1.0000

Load Combination: 0.6D+0.7E

Specification: 2007 North American Specification - US (ASD)

Inflection Point Bracing: Yes

Loading Factor

1 Beam Self Weight 0.6000

2 Dead Load 0.6000

3 Earthquake Load 0.7000

Member Check - 2007 North American Specification - US (ASD)

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Load Combination: 0.6D+W

Design Parameters at 17.8500 m, Left side:

Lx 9.6000 m Ly 2.2132 m Lt 2.2132 m

Kx 1.0000 Ky 1.0000 Kt 1.0000

Section: sectionZ240X2.5mm.doc

Material Type: A529 Grade 50, Fy=344.74 MPa

Cbx 1.8196 Cby 1.0000 ex 0.0000 mm

Cmx 1.0000 Cmy 1.0000 ey 0.0000 mm

Braced Flange: Top Red. Factor, R: 0 Stiffness, k

φ

: 0 kN

(37)

Loads: P Mx Vy My Vx

(kN) (kN-m) (kN) (kN-m) (kN)

Total 0.000 10.524 6.166 0.000 0.000

Applied 0.000 10.524 6.166 0.000 0.000

Strength 56.182 12.003 41.680 2.872 40.676

Effective section properties at applied loads:

Ae 1050.47 mm^2 Ixe 8984062 mm^4 Iye 1267466 mm^4

Sxe(t) 74867 mm^3 Sye(l) 14617 mm^3

Sxe(b) 74867 mm^3 Sye(r) 14617 mm^3

Interaction Equations

NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.877 + 0.000 = 0.877 <= 1.0

NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.877 + 0.000 = 0.877 <= 1.0

NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.487 + 0.022)= 0.714 <= 1.0

NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0

Member Check - 2007 North American Specification - US (ASD)

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Load Combination: D+Lr

Design Parameters at 17.8500 m, Left side:

Lx 9.6000 m Ly 2.2132 m Lt 2.2132 m

Kx 1.0000 Ky 1.0000 Kt 1.0000

Section: sectionZ240X2.5mm.doc

Material Type: A529 Grade 50, Fy=344.74 MPa

Cbx 1.8196 Cby 1.0000 ex 0.0000 mm

Cmx 1.0000 Cmy 1.0000 ey 0.0000 mm

Braced Flange: Top Red. Factor, R: 0 Stiffness, k

φ

: 0 kN

Loads: P Mx Vy My Vx

(kN) (kN-m) (kN) (kN-m) (kN)

Total 0.000 -10.380 -6.082 0.000 0.000

Applied 0.000 -10.380 -6.082 0.000 0.000

Strength 56.182 12.003 41.680 2.872 40.676

Effective section properties at applied loads:

Ae 1050.47 mm^2 Ixe 8984062 mm^4 Iye 1267466 mm^4

Sxe(t) 74867 mm^3 Sye(l) 14617 mm^3

Sxe(b) 74867 mm^3 Sye(r) 14617 mm^3

Interaction Equations

NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.865 + 0.000 = 0.865 <= 1.0

NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.865 + 0.000 = 0.865 <= 1.0

NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.474 + 0.021)= 0.704 <= 1.0

NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0

Web Crippling Check - 2007 North American Specification - US (ASD)

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Load Combination: 0.6D+W

Parameters at 17.850 m:

Total Load: 12.823 kN on top flange

Total Moment: 10.524 kN-m

(38)

Flange fastened to bearing surface: Yes

Distance from edge of bearing to edge of opposite load: 26.350 m

Section: sectionZ240X2.5mm.doc

Material Type: A529 Grade 50, Fy=344.74 MPa

Applied Load: 12.823 kN on top flange

Applied Moment: 10.524 kN-m

Distance from edge of bearing to end of member: 8.4500 m

Part Elem Calculation Type Pa (kN) Pay (kN) Notes

1 3 Zee, FS-IOF 22.281 22.281

Web Crippling Strength 22.281

Web Crippling Check: 12.823 kN <= 22.281 kN

Moment Check: 10.524 kN-m <= 15.074 kN-m

Interaction Equations

NAS Eq. C3.5.1-1 (P, M) 0.317 + 0.418 = 0.735 <= 0.782

L. DESIGN OF CONNECTION

B

ASE

P

LATE

AT:

C1

-

L

EVEL

0 Base-Plate Connection to BS 5950

L

OADING

C

ASE

001 :

D

EAD PLUS

L

IVE

(U

LTIMATE

)

Basic Data

Applied Forces at Interface

Resultant Forces M, Fv, F Moment +0.0 kNm, Shear -4.8 kN, Axial +347.1 kN

Forces taken from Member End

(Axial Compression)

Basic Dimensions

Column: 254x254UC73 [43] D=254.1, B=254.6, T=14.2, t=8.6, r=12.7, py=275 Bolts 24 mm ? in 26 mm holes Grade 8.8 Bolts

Plates S 275, Welds E 35

Data grout, Fcu, Fcv, py, slope 15 N/mm², 40 N/mm², 0.40 N/mm², 265 N/mm², 0 deg to vertical Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95

Column Capacities Mc, Fvc, Fc 272.8 kN.m, 360.6 kN, 2560.3 kN Fc = 2560.3 kN OK

Summary of Results (Unity Ratios)

Concrete Pressure 0.22 OK