Truss 40 m Span

STRUCTURAL CALCULATIONS

PROJECT NAME: OWNER: DESIGN CONSULTANT: PROJECT CONSULTANT: MAIN CONTRACTOR:

STRUCTURAL ENGINEERS AL - WADI STEEL ST. 17, GATE 98 INDUSTRIAL AREA DOHA, QATAR Tel: (+974) 4600982 Fax: (+974) 4505194

PROJECT NO:

AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR

Job ref Sheet Made By Date Checked Approved

: Job Ref :2 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan

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: •

•

• • B.

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

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 2.05 m.



E.


Wind Analysis

WIND LOADING TO BS 6399 - PART 2 Results for User Defined Site - Altitude 20 m Wind Reference 1 Using the Standard Method

Site Basic Data Location and Base wind speed Altitude and Obstructions Seasonal factor, Ss Annual risk and probability factor Topographic Increments Heights (m)

BREVe3 site data for SD320379 - Base wind speed, Vb 27 m/s Site altitude 20 m - Shelter effect from obstructions is not included Season length is All year - Seasonal factor, Ss 1.000 Design annual risk 0.02 - Probability factor, Sp 1.000 Site altitude only - Topography not significant - assumed to be flat Heights above ground 6.5; 7; 8.5 and 10, Diagonals 5 and 50

Direction Factors - Using unity direction Factors Direction (°N)

0

Direction factor, Sd

30

60

90

120

150

180

210

Standard Method 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 a Ca

5.0 50.0 1.000 0.857

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

7.000

270

300

33

1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Site description He 6.500 Sa 1.020, Sb 1.701

240

a

5.0

50.0



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 Sa 1.020, Sb 1.750

a Ca

5.0 50.0 1.000 0.857

Height Above Ground = 10.0 m - Ve 49.0 m/s - q 1472.2 N/m² He 10.000 Sa 1.020, Sb 1.779

a Ca

5.0 50.0 1.000 0.857

MASTERFRAME WIND PRESSURE VALUES Dynamic Pressure Values, q (N/m²) for a = 5 Wind Direction to X Axis q (N/m²) for H = 6.5 q (N/m²) for H = 7 q (N/m²) for H = 8.5 q (N/m²) for H = 10

0 1345.8 1367.3 1424.3 1472.2

90 1345.8 1367.3 1424.3 1472.2

Dynamic Pressure Values, q (N/m²) for a = 50 Wind Direction to X Axis q (N/m²) for H = 6.5 q (N/m²) for H = 7 q (N/m²) for H = 8.5 q (N/m²) for H = 10

F.

0 1152.8 1171.2 1220.0 1261.1

90 1152.8 1171.2 1220.0 1261.1

Frame Geometry

Frame Geometry - (Full Frame) - X+032 Y+037 Z+000




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

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




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

G. Wind Load Diagram




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

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




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




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



: Job Ref : 10 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan

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




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




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

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


H. Dead and Live Load Diagram






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

I.

Loading Cases and Load Combination

Load Group Labels Load Load Load Load Load Load Load Load Load

Group Group Group Group Group Group Group Group Group

UT D1 L1 W1 W2 P1 P2 S1 S2

Unity Load Factor (All Cases) Dead Load Live Load Wind Direction 0 Degrees from X Axis (Fetches 225 to 315 Degrees) Wind Direction 90 Degrees from X Axis (Fetches 135 to 225 Degrees) Wind Direction 0 Degrees from X Axis with Internal Pressure Cpi = 0.2 Wind Direction 90 Degrees from X Axis with Internal Pressure Cpi = 0.2 Wind Direction 0 Degrees from X Axis with Internal Suction Csi = 0.2 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


+ 1.00 UT + 1.40 D1 + 1.40 W1

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


+ 1.00 UT + 1.00 D1 + 1.00 W1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W1




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


+ 1.00 UT + 1.40 D1 + 1.40 P1

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


+ 1.00 UT + 1.00 D1 + 1.00 P1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P1

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


+ 1.00 UT + 1.40 D1 + 1.40 S1

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


+ 1.00 UT + 1.00 D1 + 1.00 S1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S1


+ 1.00 UT + 1.00 D1 + 1.40 W2


+ 1.00 UT + 1.40 D1 + 1.40 W2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W2


+ 1.00 UT + 1.00 D1 + 1.00 W2


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W2


+ 1.00 UT + 1.00 D1 + 1.40 P2


+ 1.00 UT + 1.40 D1 + 1.40 P2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P2


+ 1.00 UT + 1.00 D1 + 1.00 P2


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P2


+ 1.00 UT + 1.00 D1 + 1.40 S2


+ 1.00 UT + 1.40 D1 + 1.40 S2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S2


+ 1.00 UT + 1.00 D1 + 1.00 S2


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S2


+ 1.00 UT + 1.00 D1 + 1.40 W1


+ 1.00 UT + 1.40 D1 + 1.40 W1





+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W1


+ 1.00 UT + 1.00 D1 + 1.00 W1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W1


+ 1.00 UT + 1.00 D1 + 1.40 P1


+ 1.00 UT + 1.40 D1 + 1.40 P1


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P1


+ 1.00 UT + 1.00 D1 + 1.00 P1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P1


+ 1.00 UT + 1.00 D1 + 1.40 S1


+ 1.00 UT + 1.40 D1 + 1.40 S1


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S1


+ 1.00 UT + 1.00 D1 + 1.00 S1


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S1


+ 1.00 UT + 1.00 D1 + 1.40 W2


+ 1.00 UT + 1.40 D1 + 1.40 W2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W2


+ 1.00 UT + 1.00 D1 + 1.00 W2


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W2


+ 1.00 UT + 1.00 D1 + 1.40 P2


+ 1.00 UT + 1.40 D1 + 1.40 P2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P2


+ 1.00 UT + 1.00 D1 + 1.00 P2


+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P2


+ 1.00 UT + 1.00 D1 + 1.40 S2


+ 1.00 UT + 1.40 D1 + 1.40 S2


+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S2


+ 1.00 UT + 1.00 D1 + 1.00 S2





+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S2

Load Case 063 : Dead Plus Live (Serviceability) Load Combination

J.

+ 1.00 UT + 1.00 D1 + 1.00 L1

Design of Members

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

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




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

Load Case 063 : Dead Plus Live (Serviceability) Deflected Shape - (Grid Line : C - C) - Front View




Bottom Chord AXIAL WITH MOMENTS (MEMBER) 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

Mem ber No.

Node End1 End2 78 256

Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 62.41T 0.00 38.96 -1.46 -62.65 0.10 24.03 -2.89 26.81 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) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases

254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 0, 62.65, 2.89 (Axial: Non-Slender) 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)

Plastic

Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2

17.35 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.633 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1,93.1,275,410 93.1x275 -1244.453 / 2560.25 = 992.1, 0.486 585.42 x 275 465.4, 0.486 407.57 x 275 (1.5/160.99)²+(0.091/101.482)1=

0.048 272.828 kN.m 0.001 101.482 kN.m 93.1 cm² 2560.25 kN 0.486 585.42 cm³ 160.99 kN.m 407.57 cm³ 101.482 kN.m 0.486

Low Shear Low Shear

OK

OK

Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax myx=0.2+(.1M2+.6M3+.1M4)/Mmax

0.2+(.15x10+.5x2+.15x7)/19 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/1 ≥ .8x0/1 0.2+(.1x18+.6x20+.1x23)/63 ≥ .8x24/63 0.2+(.1x1+.6x-1+.1x0)/3 ≥ .8x1/3

0.44 0.451 0.459 0.349

Table Table Table Table

18 26 26 26

Lateral Buckling Check Mb Le = 1.00 L λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc

1 x 2.05 = 2.05 / 6.48 17.317, 2.05, 6.48, 31.64 0.849 x 0.962 x 31.64 ? 1 275, 25.84 992.1 x 275 ≤ 272.828 =

2.05 m 31.64 0.962 25.84 275 N/mm² 272.828 kN.m

OK Table 19 Table 16

Simplified Approach py.Zx py.Zy F/Pc+mx.Mx/py.Zx+my.My/py.Zy

275x898.4 275x307.52 0+0.459x62.7/247.1+0.451x-0.6/84.6

247.06 kN.m 84.568 kN.m 0.119

OK



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) May=Mcy/(1+F/Pcy) F/Pcx+mx.Mx/Max+.5myx.My/Mcy F/Pcy+mLT.MLT/Mb+my.My/May Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) May=Mcy(1-F/Pcy)/(1+F/Pcy) m.Mx/Max+m.My/May

272.8/(1+.5x0/2547.5) 101.5/(1+0/2346.7) 0/2547.5+0.459x62.7/272.8+.5x0.349x2.9/101.5 0/2346.7+0.44x19.3/272.8+0.451x-0.6/101.5 272.8(1-0/2547.5)/(1+.5x0/2547.5) 101.5(1-0/2346.7)/(1+0/2346.7) 0.44x19.282/272.828+0.451x0.556/101.482

272.828 kN.m 101.482 kN.m 0.110 0.034 272.828 kN.m 101.482 kN.m 0.034

OK OK

OK

Deflection Check - Load Case 32 Deflection Limits (Trusses)

δ ≤ 20500/240 = 85.4 mm Live (Case 2) δ ≤ 20500/200 = 102.5 mm D+W (Case 31) δ ≤ 20500/200 = 102.5 mm D+L+W (Case 32)

12.56 mm 17.65 mm 26.81 mm

OK OK OK

Top Chord AXIAL WITH MOMENTS (MEMBER) 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 Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 392.79C 0.01 26.66 2.07 -42.02 -0.04 14.83 -5.16 27.80 1198.52C -0.01 -16.29 0.43 -18.65 0.11 @ 18.499 @ 6.166 @ 11.346


203x203 UC 52 [Grade 43] 8.17, 20.35, 275, 1258.4, 42.02, 5.16 (Axial: Non-Slender) 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)

Plastic

Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2

26.656 / 268.782 = 275 x 567.4≤1.2 x 275 x 510.35 = 2.066 / 758.464 = 275 x 264.2≤1.2 x 275 x 174.3 = 66.28 x 275 = 1258.398 / 1822.7 = 567.4, 0.69 206.41 x 275 264.2, 0.69 167.51 x 275 (42.017/56.763)²+(0.035/46.064)1=

0.099 156.035 kN.m 0.003 57.519 kN.m 1822.7 kN 0.690 206.41 cm³ 56.763 kN.m 167.51 cm³ 46.064 kN.m 0.549

Low Shear

22.4 1787.216 kN

OK Table 24 b

Low Shear

OK

OK

Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx

100x1x2/8.91 = 66.28x269.646/10 =

Lateral Buckling Check Mb Mb = Mc

Fully Restrained

156.035 kN.m




Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3

0.44x-42/156 1258.4/1822.7 (0.118•0+0.69•0)/(0.118+0.69) 17.15•1(2•0.118+0.69)/(0.118+0.69) 156.035(1-1258.4/1822.7) 156.035(1-1258.4/1822.7)½ 156.035(1-1258.4/1787.2)/(1+0.5•1258.4/1787.2) 57.519(1-1258.4/1822.7)/(1+1.0(1258.4/1822.7)) 0.000, 19.662, 1.000, 86.820, 48.308 22.447, 1.000, 56.763, 34.147 0.000, 1.000, 46.064, 10.535 0.418x42/55+.5x0.8x5.2/(57.5(1-1258.4/1787.2)) 0.44x-42/56.8+0.8x0/46.1 0.418x42/55+0.8x0/46.1 0.83, 0.809, 0.823 0.893, 0.81, 0.544

0.118 0.690 0.000 19.662 48.308 86.820 34.147 10.535 56.763 55.018 46.064 0.441 0.326 0.320 0.83 0.893

OK OK OK

Deflection Check - Load Case 32


Deflection Limits (Trusses)

13.09 mm 18.11 mm 27.8 mm

OK OK OK

DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Member 834 (C1-N.84) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No. 834


Axial Force (kN) 398.83T 398.83T

Torque Moment (kN.m) 0.00 0.00

Member Forces in Load Case 1 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Maximum Moment (kN.m @ m) x-x y-y 0.00 @ 0.000

Maximum Deflection (mm @ m) 0.00 @ 11.346

Classification and Properties (BS 5950: 2000) Section (13.7 kg/m) Class = Fn(b,d,t,py) Auto Design Load Cases

2No 75x75x6 ANG 13.7 (0mm) [Grade 43] 75, 75, 6, 275 (Axial: Non-Slender) 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)

Plastic

Local Capacity Check Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py F/Ae.py

17.46,17.46,275,410 17.46x275 -398.826 / 480.15 =

17.46 cm² 480.15 kN 0.831

OK OK




Vertical Members AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 1004 and 1054 (C1) @ Level 2 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 347.08C 0.06 -5.53 -1.10 0.00 0.00 59.89 -0.55 0.29 301.62C 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



Plastic


5.527 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 1.098 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1 x 275 = 347.076 / 2560.25 = 992.1, 0.136 945.8 x 275 465.4, 0.136 463.83 x 275 (2.482/260.094)²+(0.087/101.482)1=

0.015 272.828 kN.m 0.001 101.482 kN.m 2560.25 kN 0.136 945.8 cm³ 260.094 kN.m 463.83 cm³ 101.482 kN.m 0.136

Low Shear

18.1 2551.729 kN 30.9 2358.349 kN

OK Table 24 b OK Table 24 c

Low Shear

OK

OK

Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx λy = Ley/ryy Pcy = Area.pcy

100x1x2/11.07 = 93.1x274.085/10 = 100x1x2/6.48 = 93.1x253.31/10 =


0.2+(.15x16+.5x1+.15x48)/95 ≥ 0.44 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1 0.2+(.1x-16+.6x-1+.1x-48)/95 ≥ .8x48/95 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1

0.44 0.8 0.403 0.8


18 26 26 26

Lateral Buckling Check Mb Le = (1.4L+2D+1.4L+2D)/2 λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc

(1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 / 6.48 17.317, 3.308, 6.48, 51.05 0.849 x 0.914 x 51.05 ? 1 275, 39.61 992.1 x 262.76 ≤ 272.828 =

3.308 m 51.05 0.914 39.61 262.76 N/mm² 260.686 kN.m

Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb

0.44x-95.5/260.7

0.161



rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3



347.1/2358.3 (0.161•39.6+0.147•30.9)/(0.161+0.147) 17.15•1(2•0.161+0.147)/(0.161+0.147) 260.686(1-347.1/2358.3) 272.828(1-347.1/2358.3)½ 272.828(1-347.1/2551.7)/(1+0.5•347.1/2551.7) 101.482(1-347.1/2358.3)/(1+1.0(347.1/2358.3)) 35.435, 26.114, 1.000, 251.953, 222.321 18.067, 1.000, 260.094, 220.709 30.864, 1.000, 101.482, 75.444 0.403x95.5/259.6+.5x0.8x0.6/(101.5(1-347.1/2551.7)) 0.44x-95.5/252+0.8x-0.1/96.3 0.403x95.5/259.6+0.8x-0.1/96.3 0.304, 0.309, 0.309 0.289, 0.309, 0.191

0.147 35.435 26.114 222.321 251.953 220.709 75.444 251.953 259.568 96.280 0.151 0.167 0.149 0.309 0.309

OK OK OK


δ ≤ 2000/240 = 8.3 mm Live (Case 2) δ ≤ 2000/200 = 10 mm D+W (Case 31) δ ≤ 2000/200 = 10 mm D+L+W (Case 32)

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

0.13 mm 0.2 mm 0.29 mm

OK OK OK




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

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




Load Case 063 : Dead Plus Live (Serviceability) Deflected Shape - (Grid Line : E - E) - Front View

Bottom Chord AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Members 33, 42, 70, 78, 92, 106, 144, 154, 177 and 203 (E1-E4) @ 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

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 38.24T 0.02 42.00 -0.22 -67.82 0.04 23.53 -0.41 26.09 1127.60T 0.00 -16.27 0.08 -14.07 0.10 @ 12.300 @ 2.030 @ 11.398


254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 0, 67.82, 0.41 (Axial: Non-Slender) 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)

Plastic

Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2

16.274 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.082 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1,93.1,275,410 93.1x275 -1156.997 / 2560.25 = 992.1, 0.452 622.74 x 275 465.4, 0.452 420.37 x 275 (2.526/171.252)²+(0.045/101.482)1=

0.045 272.828 kN.m 0 101.482 kN.m 93.1 cm² 2560.25 kN 0.452 622.74 cm³ 171.252 kN.m 420.37 cm³ 101.482 kN.m 0.452

Low Shear Low Shear

OK

OK


0.2+(.15x11+.5x3+.15x6)/19 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x17+.6x20+.1x23)/68 ≥ .8x24/68 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0

0.44 0.482 0.436 0.315


18 26 26 26

Lateral Buckling Check Mb Le = 1.00 L λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc

1 x 2.05 = 2.05 / 6.48 17.317, 2.05, 6.48, 31.64 0.849 x 0.962 x 31.64 ? 1 275, 25.84 992.1 x 275 ≤ 272.828 =

2.05 m 31.64 0.962 25.84 275 N/mm² 272.828 kN.m


Simplified Approach py.Zx py.Zy F/Pc+mx.Mx/py.Zx+my.My/py.Zy F/Pcy+mLT.MLT/Mb+my.My/py.Zy

275x898.4 275x307.52 0+0.436x67.8/247.1+0.482x-0.1/84.6 0+0.44x19.3/272.8+0.482x-0.1/84.6

247.06 kN.m 84.568 kN.m 0.120 0.031

OK OK

More Exact Approach Max=Mcx/(1+.5F/Pcx) May=Mcy/(1+F/Pcy) F/Pcx+mx.Mx/Max+.5myx.My/Mcy F/Pcy+mLT.MLT/Mb+my.My/May Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) May=Mcy(1-F/Pcy)/(1+F/Pcy) m.Mx/Max+m.My/May

272.8/(1+.5x0/2547.5) 101.5/(1+0/2346.7) 0/2547.5+0.436x67.8/272.8+.5x0.315x0.4/101.5 0/2346.7+0.44x19.3/272.8+0.482x-0.1/101.5 272.8(1-0/2547.5)/(1+.5x0/2547.5) 101.5(1-0/2346.7)/(1+0/2346.7) 0.44x19.286/272.828+0.482x0.063/101.482

272.828 kN.m 101.482 kN.m 0.109 0.031 272.828 kN.m 101.482 kN.m 0.031

OK OK

OK



12.39 mm 16.92 mm 26.09 mm

OK OK OK




Top Chord AXIAL WITH MOMENTS (MEMBER) 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 Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 354.75C 0.01 21.62 0.25 -34.02 -0.04 12.81 0.83 27.15 1117.13C 0.00 -13.60 -0.04 -15.14 -0.05 @ 18.499 @ 4.090 @ 11.305



Compact


21.618 / 241.402 = 275 x 497.4≤1.2 x 275 x 449.87 = 0.249 / 665.161 = 275 x 230.9≤1.2 x 275 x 152.37 = 58.73 x 275 = 1173.143 / 1615.075 = 497.4, 0.726 160.1 x 275 230.9, 0.726 134.25 x 275 (34.021/44.028)²+(0.035/36.918)1=

0.09 136.785 kN.m 0 50.282 kN.m 1615.075 kN 0.726 160.1 cm³ 44.028 kN.m 134.25 cm³ 36.918 kN.m 0.598

Low Shear Low Shear

OK

OK


100x0.1x20.555/8.82 = 58.73x268.765/10 =

23.3 1578.458 kN

OK Table 24 b


Fully Restrained

136.785 kN.m

Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx)

0.44x-34/136.8 1173.1/1615.1 (0.109•0+0.726•0)/(0.109+0.726) 17.15•1(2•0.109+0.726)/(0.109+0.726) 136.785(1-1173.1/1615.1) 136.785(1-1173.1/1615.1)½ 136.785(1-1173.1/1578.5)/(1+0.5•1173.1/1578.5) 50.282(1-1173.1/1615.1)/(1+1.0(1173.1/1615.1)) 0.000, 19.396, 1.000, 71.552, 37.428 23.305, 1.000, 44.028, 25.608 0.000, 1.000, 36.918, 7.970 0.431x34/42.4+.5x0.674x0.8/(50.3(1-1173.1/1578.5))

0.109 0.726 0.000 19.396 37.428 71.552 25.608 7.970 44.028 42.377 36.918 0.368

OK



mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3


0.44x-34/44+0.8x0/36.9 0.431x34/42.4+0.8x0/36.9 0.862, 0.836, 0.853 0.896, 0.837, 0.588

0.341 0.347 0.862 0.896

OK OK

12.88 mm 18.1 mm 27.15 mm

OK OK OK




VERTICAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Member 1073 (E2) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No. 1073


Axial Force (kN) 217.95C 217.95C


Member Forces in Load Case 1 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y -0.17 0.02 0.15 -0.02 -0.17 0.02 -0.15 0.02

Maximum Moment (kN.m @ m) x-x y-y

Maximum Deflection (mm @ m) 0.00 @ 11.305

Additional Nominal Moments MxUp

-51.072 kN.m

Classification and Properties (BS 5950: 2000) Section (32.5 kg/m) Class = Fn(b/t,d/t,py,F,Mx,My) Auto Design Load Cases

180x180x6 SHS 32.5 [Grade 43] 27, 27, 275, 217.949, 51.216, 0.022 (Axial: Non-Slender) 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)

Plastic


0.165 / 341.303 = 275 x 269.03≤1.2 x 275 x 230.78 = 0.021 / 341.303 = 275 x 269.03≤1.2 x 275 x 230.78 = 41.37 x 275 = 217.949 / 1137.675 = 269.03, 0.192 255.94 x 275 269.03, 0.192 255.94 x 275 (51.216/70.385)1.667+(0.015/70.385)1.667=

0 73.983 kN.m 0 73.983 kN.m 1137.675 kN 0.192 255.94 cm³ 70.385 kN.m 255.94 cm³ 70.385 kN.m 0.589

Low Shear

25.4 1117.541 kN 25.4 1117.541 kN

OK Table 24 a OK Table 24 a

0.599 0.457 0.599

Table 18 Table 26 Table 26

Low Shear

OK

OK


100x1x1.8/7.09 = 41.37x270.133/10 = 100x1x1.8/7.09 = 41.37x270.13/10 =

Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax

0.2+(.15x13+.5x26+.15x38)/51 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x-13+.6x-26+.1x-38)/51 ≥ .8x38/51



myx=0.2+(.1M2+.6M3+.1M4)/Mmax

0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0


0.436

Table 26


Section not susceptible to lateral torsional buckling

73.983 kN.m

Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= 2Mcx(1-Fc/ Pcy) Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3

0.599x-49.2/74 217.9/1117.5 (0.399•0+0.195•25.4)/(0.399+0.195) 17.15•1(2•0.399+0.195)/(0.399+0.195) 73.983(1-217.9/1117.5) 2•73.983(1-217.9/1117.5) 73.983(1-217.9/1117.5)/(1+0.5•217.9/1117.5) 73.983(1-217.9/1117.5)/(1+0.5(217.9/1117.5)) 8.339, 28.667, 1.000, 119.109, 59.555 25.388, 1.000, 70.385, 54.263 25.388, 1.000, 70.385, 54.263 0.599x51.2/68.5+.5x0.436x0/(74(1-217.9/1117.5)) 0.599x-49.2/70.4+0.457x0/68.5 0.599x51.2/68.5+0.457x0/68.5 0.679, 0.594, 0.594 0.651, 0.394, 0.544

0.399 0.195 8.339 28.667 59.555 119.109 54.263 54.263 70.385 68.450 68.450 0.449 0.419 0.431 0.679 0.651

OK OK OK

DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Member 837 (E1-N.92) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No. 837


Member Forces in Load Case 1 and Maximum Deflection from Load Case 31 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 372.96T 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 372.96T 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) Class = Fn(b,d,t,py) Auto Design Load Cases

2No 75x75x6 ANG 13.7 (0mm) [Grade 43] 75, 75, 6, 275 (Axial: Non-Slender) 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)

SemiComp

Local Capacity Check Fvx/Pvx Mcx = py.Zxx Fvy/Pvy Mcy = py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py F/Ae.py+Mx/Mcx+My/Mcy

0 / 133.65 = 275 x 16.8 = 0 / 133.65 = 275 x 22 = 17.46,17.46,275,410 17.46x275 -372.956 / 480.15 + 0.002 / 4.62 + 0.003 / 6.049 =

0 4.62 kN.m 0 6.049 kN.m 17.46 cm² 480.15 kN 0.778

Low Shear Low Shear

OK

Lateral Buckling Check Mb u-u Le = 1.00 L λv = ?(Ley/ryy)²+(Lvv/rvv)² λLT=Fn(λv,Iu,Iv,J,A,Zu)

1 x 2.54 = ?(2.54/3.07)²+(0.635/1.47)² = 93.32, 145.4, 37.8, 2.3, 17.5, 27.4

2.54 m 93.32 41.75

OK < 100



pb = Fn (py,λLT) Mb = Zu.pb

275, 41.75 27.42 x 257.74


257.74 N/mm² 7.067 kN.m

Table 16

Simplified Approach py.Zx λx = ?(Lex/rxx)²+(Lvv/rvv)² py.Zy py.Zv F/Pc+mx.Mx/py.Zx+my.My/py.Zy Major and Minor Axis Moments F/Pcy+mLT.MLT/Mb+mv.Mv/py.Zv

275x16.8 ?(100x1x2.54/2.29)²+(100x0.635/1.47)²= 275x22 275x13.04 0+1x0/4.6+1x0/6 Mu = 0.001 kN.m, Mv = 0.004 kN.m 0+1x0/7.1+1x0/3.6

4.62 kN.m 119 6.049 kN.m 3.586 kN.m 0.001

OK

0.001

OK

0.01 mm 0.01 mm

OK OK

OK


δ ≤ 2540/200 = 12.7 mm D+W (Case 31) δ ≤ 2540/200 = 12.7 mm D+L+W (Case 32)


DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) 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

Mem ber No. 930


Axial Force (kN) 45.19C 45.19C


Member Forces in Load Case 45 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Maximum Moment Maximum (kN.m @ m) Deflection (mm @ m) x-x y-y 0.00 0.00 0.00 @ 0.000 @ 0.000 @ 1.245

Classification and Properties (BS 5950: 2000) Section (5.29 kg/m) Class = Fn(b/t,d/t,py,F,Mx,My) Auto Design Load Cases

60x60x3 SHS 5.29 [Grade 43] 17, 17, 275, 45.195, 0, 0 (Axial: Non-Slender) 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)

Plastic

Local Capacity Check Pz = Ag.py F/Ag.py

6.74 x 275 = 45.195 / 185.35 =

185.35 kN 0.244

OK OK

151.3 53.131 kN 151.3 53.131 kN

OK Table 24 a OK Table 24 a

45.195/53.131 45.195/53.131

0.851 0.851

OK OK

45.2/53.1 45.2/53.1

0.851 0.851

OK OK


100x1x3.511/2.32 = 6.74x78.83/10 = 100x1x3.511/2.32 = 6.74x78.83/10 =

Simplified Approach F/Pc F/Pcy

More Exact Approach F/Pcx F/Pcy




END VERTICAL AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 1010 and 1056 (E1) @ Level 2 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 325.98C 0.01 -13.00 -0.15 -18.48 -0.06 42.84 -0.13 0.13 277.88C 0.03 -51.24 0.07 -34.02 -0.01 @ 0.500 @ 0.495 @ 0.830

Additional Nominal Moments MxUp

-50.002 kN.m



Plastic


51.243 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.067 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1 x 275 = 325.984 / 2560.25 = 992.1, 0.127 951.25 x 275 465.4, 0.127 464.02 x 275 (1.916/261.594)²+(0.084/101.482)1=


Low Shear Low Shear

OK

OK


100x1x2/11.07 = 93.1x274.085/10 = 100x1x2/6.48 = 93.1x253.31/10 =

18.1 2551.729 kN 30.9 2358.349 kN

OK Table 24 b OK Table 24 c


0.2+(.15x37+.5x8+.15x46)/84 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x-37+.6x-8+.1x-46)/84 ≥ .8x46/84 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0

0.44 0.8 0.437 0.8


18 26 26 26

Lateral Buckling Check Mb Le = (1.4L+2D+1.4L+2D)/2 λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc

(1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 / 6.48 17.317, 3.308, 6.48, 51.05 0.849 x 0.914 x 51.05 ? 1 275, 39.61 992.1 x 262.76 ≤ 272.828 =

3.308 m 51.05 0.914 39.61 262.76 N/mm² 260.686 kN.m

Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb

0.44x-84/260.7

0.142




rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3


326/2358.3 (0.142•39.6+0.138•30.9)/(0.142+0.138) 17.15•1(2•0.142+0.138)/(0.142+0.138) 260.686(1-326/2358.3) 272.828(1-326/2358.3)½ 272.828(1-326/2551.7)/(1+0.5•326/2551.7) 101.482(1-326/2358.3)/(1+1.0(326/2358.3)) 35.292, 25.835, 1.000, 253.271, 224.652 18.067, 1.000, 261.594, 223.686 30.864, 1.000, 101.482, 76.834 0.437x84/261.1+.5x0.8x0.1/(101.5(1-326/2551.7)) 0.44x-84/253.3+0.8x0/96.6 0.437x84/261.1+0.8x0/96.6 0.287, 0.28, 0.28 0.272, 0.28, 0.165

0.138 35.292 25.835 224.652 253.271 223.686 76.834 253.271 261.088 96.558 0.141 0.146 0.141 0.287 0.28

OK OK OK


δ ≤ 2000/240 = 8.3 mm Live (Case 2) δ ≤ 2000/200 = 10 mm D+W (Case 31) δ ≤ 2000/200 = 10 mm D+L+W (Case 32)

0.06 mm 0.09 mm 0.13 mm

OK OK OK

ROOF BRACING STRUT AND TIE (MEMBER) 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) Class = Fn(b,d,t,py) Auto Design Load Cases

100x100x8 ANG 12.2 [Grade 43] 100, 100, 8, 275 1 (No Wind Loading Cases)

(Axial: Non-Slender)

SemiComp

Single Angle Tie Connected Through One Leg Only : 4.6.3.1 (Case 1) Ae = Fn(Ag - 0.3 a2) Tc = Ae.py F (Tie)/Tc

15.6 - 0.3 x 7.6 13.32x275/10 = 8.48 / 366.3

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

13.32 cm² 366.3 kN 0.023

OK




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

End Gable Frame AXIAL WITH MOMENTS (MEMBER) 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 Loading Combination : 1 UT + 1.4 D1 + 1.6 L1

Mem ber No.


Member Forces in Load Case 1 and Maximum Deflection from Load Case 2 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 62.20C 0.64 2.95 0.04 35.41 0.47 41.47 0.57 9.76 60.04C -0.42 -26.54 0.15 -61.50 0.22 @ 2.055 @ 2.055 @ 3.042



Compact


26.543 / 241.402 = 275 x 497.4≤1.2 x 275 x 449.87 = 0.147 / 665.161 = 275 x 230.9≤1.2 x 275 x 152.37 = 58.73 x 275 = 62.204 / 1615.075 = 497.4, 0.039 495.62 x 275 230.9, 0.039 230.84 x 275 (61.503/136.296)²+(0.216/50.282)1=


Low Shear Low Shear

OK

OK





100x0.1x8.222/8.82 = 58.73x275/10 =

9.3 1615.075 kN

OK Table 24 b


Fully Restrained

136.785 kN.m

Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3

0.541x-61.5/136.8 62.2/1615.1 (0.243•0+0.039•0)/(0.243+0.039) 17.15•1(2•0.243+0.039)/(0.243+0.039) 136.785(1-62.2/1615.1) 136.785(1-62.2/1615.1)½ 136.785(1-62.2/1615.1)/(1+0.5•62.2/1615.1) 50.282(1-62.2/1615.1)/(1+1.0(62.2/1615.1)) 0.002, 31.955, 1.000, 134.125, 131.517 9.322, 1.000, 136.296, 129.032 0.000, 1.000, 50.282, 46.553 0.539x61.5/136.3+.5x0.8x0.6/(50.3(1-62.2/1615.1)) 0.541x-61.5/134.1+0.8x0.2/50.3 0.539x61.5/136.3+0.8x0.2/50.3 0.311, 0.286, 0.286 0.291, 0.285, 0.261

0.243 0.039 0.002 31.955 131.517 134.125 129.032 46.553 134.125 136.296 50.282 0.248 0.251 0.247 0.311 0.291

OK OK OK




9.76 mm 9.2 mm 3.77 mm

OK OK OK

K. DESIGN OF ROOF PURLIN Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Members Section File Revision Date and Time 1 sectionZ240X2.5mm.doc 2/22/2012 10:24:28 AM Start Loc. (m) 1 0.000 Supports Type 1 2 3 4 5 6 7 8 9 10

XYT XT XT XYT XT XT XYT XT XT XYT

End Loc. Braced R (m) Flange 26.350 Top 0.7000

Location (m) 0.000 2.750 5.500 8.250 11.450 14.650 17.850 20.683 23.517 26.350

Loading: Dead Load Type 1 Distributed

Bearing (mm) 100.0 25.4 25.4 100.0 25.4 25.4 100.0 25.4 25.4 100.0

Fastened

Angle Start Loc. (deg) (m) 90.000 0.000

Loading: Roof Live Load

kφ (kN) 0.0000

Yes No No Yes No No Yes No No Yes

End Loc. (m) 26.350

ex (mm) 0.00

ey (mm) 0.00

K 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000

Start Magnitude -0.2942

End Magnitude -0.2942 kN/m


Type 1 Distributed Loading: Wind Load Type 1 Distributed




End Loc. (m) 26.350

Start Magnitude -0.8826

End Magnitude -0.8826 kN/m


End Loc. (m) 26.350

Start Magnitude 1.5000

End Magnitude 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



3 4 5 6

Live Load Product Load Roof Live Load Wind Load


0.7500 0.7500 0.7500 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) ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ 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 Cmx 1.0000 Cmy 1.0000 Braced Flange: Top Red. Factor, R: 0

ex 0.0000 mm ey 0.0000 mm Stiffness, kφ: 0 kN



Loads: Total Applied Strength

P (kN) 0.000 0.000 56.182

Mx (kN-m) 10.524 10.524 12.003

Vy (kN) 6.166 6.166 41.680

My (kN-m) 0.000 0.000 2.872

Effective section properties at applied loads: Ae 1050.47 mm^2 Ixe 8984062 mm^4 Sxe(t) 74867 mm^3 Sxe(b) 74867 mm^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 (Mx, NAS Eq. C3.3.1-1 (My,

My) My) Vy) Vx)

0.000 + 0.877 0.000 + 0.877 Sqrt(0.487 Sqrt(0.000

+ + + +

Iye Sye(l) Sye(r)

0.000 = 0.000 = 0.022)= 0.000)=


Vx (kN) 0.000 0.000 40.676

1267466 mm^4 14617 mm^3 14617 mm^3

0.877 0.877 0.714 0.000

<= <= <= <=

1.0 1.0 1.0 1.0

Member Check - 2007 North American Specification - US (ASD) ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ 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 Cmx 1.0000 Cmy 1.0000 Braced Flange: Top Red. Factor, R: 0 Loads: Total Applied Strength

P (kN) 0.000 0.000 56.182

Mx (kN-m) -10.380 -10.380 12.003

ex 0.0000 mm ey 0.0000 mm Stiffness, kφ: 0 kN

Vy (kN) -6.082 -6.082 41.680

My (kN-m) 0.000 0.000 2.872

Effective section properties at applied loads: Ae 1050.47 mm^2 Ixe 8984062 mm^4 Sxe(t) 74867 mm^3 Sxe(b) 74867 mm^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 (Mx, NAS Eq. C3.3.1-1 (My,

My) My) Vy) Vx)

0.000 + 0.865 0.000 + 0.865 Sqrt(0.474 Sqrt(0.000

+ + + +

Iye Sye(l) Sye(r)

0.000 = 0.000 = 0.021)= 0.000)=

Vx (kN) 0.000 0.000 40.676

1267466 mm^4 14617 mm^3 14617 mm^3

0.865 0.865 0.704 0.000

<= <= <= <=

1.0 1.0 1.0 1.0

Web Crippling Check - 2007 North American Specification - US (ASD) ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.6D+W Parameters at 17.850 m: Total Load: 12.823 kN on top flange Total Moment: 10.524 kN-m Bearing: 100.000 mm




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) 1 3 Zee, FS-IOF 22.281 Web Crippling Strength Web Crippling Check: Moment Check: Interaction Equations NAS Eq. C3.5.1-1 (P, M)

L.

Pay (kN) Notes 22.281 22.281

12.823 kN 10.524 kN-m

<= <=

22.281 kN 15.074 kN-m

0.317 + 0.418 = 0.735 <= 0.782

DESIGN OF CONNECTION

BASE PLATE AT: C1 - LEVEL 0

Base-Plate Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) 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] Bolts 24 mm ? in 26 mm holes Plates S 275, Welds E 35 Data grout, Fcu, Fcv, py, slope Design to

D=254.1, B=254.6, T=14.2, t=8.6, r=12.7, py=275 Grade 8.8 Bolts 15 N/mm², 40 N/mm², 0.40 N/mm², 265 N/mm², 0 deg to vertical BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95 272.8 kN.m, 360.6 kN, 2560.3 kN Fc = 2560.3 kN

Column Capacities Mc, Fvc, Fc

OK

Summary of Results (Unity Ratios) Concrete Pressure Base-Plate thickness in Compression

0.22 0.48

OK OK



Comp-stiff perpendicular to Flange Web in Compression-zone Comp-stiff between Flanges Comp-stiff main vertical weld Horizontal Shear

0.07, 0.05, 0.24, 0.73, 0.21 0.33 0.04, 0.07, 0.12, 0.11, 0.32 0.13, 0.15, 0.24

Allowable Pressure=0.60•Fcu Pressure Configuration Ac=x2•wf+x4•wf Conc Cap C=0.60•Fcu•Ac Pressure=P•1000/Ac

0.60•15 Compression Only 275.00•320.00 + 275.00•320.00 0.60•15•176000.0 347.1•1000/176000


0.73 0.33 0.32 0.24 0.01

OK OK OK OK OK

Step 1: Base-Plate Pressure 9.0 N/mm² 1760.0 cm² 1584.0 kN 1.97 N/mm²

OK OK

Step 2a: Plate Compression Bending e=L1 Mapp=p•e²/2 tp=?(6•Mapp/py) Note: Axial Load Axial

63.7 2.0•63.7²/2 ?(6•3995/265) Using Elastic Modulus Zp (4.13.2.2)

63.7 mm 3995 Nmm/mm 9.5 mm

OK

Base-Plate Stiffener in Compression Pyr=Fn(py, SlenRF, OutStand)

275.0, 1.00, 80.00

275.0 N/mm²

Comp-stiff perpendicular to Flange Fapp=P1•Weff Fcap=pyr•ts Fcap w=pyw•tw•2•0.7 FVapp=P1•Weff•Lcrit Fvcap=py•ts•0.9•0.6•h Mapp=P1•Weff•Lcrit²/2 Mcap=py•ts•h²/6 FVapp=P1•Weff•Le Fvcap w=pyw•tw•1•0.7•h

2.0•160.0 275•16 275•18•2•0.7 2.0•160.0•147.0 (at 147 mm from free edge) 275•16•0.9•0.6•80 (at 147 mm) 2.0•160.0•147.0²/2 (at 147 mm) 275•16•80²/6 (at 147 mm) 2.0•160.0•148.0 (at vert weld) 220•18•1•0.7•80 (at vert weld)

0.32 kN/mm 4.40 kN/mm 6.93 kN/mm 46.39 kN 190.08 kN 3.41 kN.m 4.69 kN.m 46.68 kN 221.76 kN

OK OK OK OK OK

Web in Compression-zone FCapp=P1•Weff Fvloc=Fv/(D-2(fw+T)) Fres=?(Fapp²+Fvloc²) Fcap w=2•0.7•leg•Py

2.0•304.50 4.8/(254.1 - 2( 10 + 14.2 )) ?(0.3² + 0.0²) 2•0.7•6•220

0.60 0.02 0.6 1.85

kN/mm kN/mm kN/mm kN/mm

OK

Comp-stiff between Flanges FCapp=P1•Weff Fcap=py•t Fcap w=pyw•tw•1•0.7 Fvapp=Fapp•Le/2/(2-alpha) Fvcap=py•ts•0.9•0.6•h Fvcap w=pyw•tw•1•0.7•h Mapp=Fapp•Le²/2(1-alpha+alpha²/4) Mcap=py•ts•h²/6

2.0•94.20 275•16 220•18•1•0.7 0.19•254.10/2/(2 - 1.00) 275•16•0.9•0.6•80 220•18•1•0.7•80 0.2•254.10²/2(1 - 1.00 + 1.00²/4) 275•16•80²/6

0.19 kN/mm 4.40 kN/mm 2.77 kN/mm 23.60 kN 190.08 kN 221.76 kN 1.50 kN.m 4.69 kN.m

OK OK OK OK OK

Comp-stiff main vertical weld Main vertical weld between Flange-Toe FappGross=FtoeE+Fflg+FtoeI FappOverlap=L•B•P1 Fapp=FappGross-FappOverlap Fvcap w=pyw•tw•1•0.7•h Fvcap=py•min(T,tw)•0.6•h Fvcap=py•min(t,tw)•0.6•h

and Stiffeners 46.7 + 0.00 + 23.60 310.1•69.50 + 1.97 70.29 - 42.50 220•18•0•0.7•80 275•min(14.2 , 18)•0.6•80 275•min(8.6 , 18)•0.6•80

70.29 42.50 27.78 221.76 187.44 113.52

kN kN kN kN kN kN

OK OK OK

Step 4: Shear Base Friction Friction Fr=0.72•Fc

0.72•+347.1 kN

249.9 kN

Bolt Bearing Pss=Min(Bs, Cb, Pb, Bb)•nbs Pts=Min(Bsten, Cb, Pb, Bb)•nbt

Min(132.4, 10.4, 220.8, 480.0) = 10.4•4 Min(132.4, 10.4, 220.8, 480.0) = 10.4•4, (no tension)

41.5 kN 41.5 kN

Total Shear Capacity Total Cap=Fr+Pss+Pts

249.9 + 41.5 + 41.5

332.9 kN

OK




\\WINDOWS-1B6NFB8\ALWADI-SERVER\ALWADI-DATA\ALWADI-BACKUP\1-ENGINEERING DEPARTMENT\MASTERSERIES ANALYSIS\MASTER\ABM MILITARY COLLEGE PACKAGE 4A\FINAL\3D -V03.$5

BEAM SPLICE AT 2.400 M FROM : C1 - LEVEL 2 : MEMBERS 33, 38, 69, 72, 80, 94, 141, 147, 157 AND 181 (C1-C4)

Non Bearing - Beam to Beam Moment Splice Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at Interface Resultant Forces M, Fv, F

+16.9 kNm, +0.8 kN, -385.2 kN (Bottom in tension, Axial Tension) Therefore No direct bearing. Non-slip at service) BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95

Beam Gap= 5 mm HSFG Bolts Design to

Basic Dimensions Beam-254x254UC73 [43] Bolts 20 mm ? in 22 mm holes Plates S 275, Welds E 35 Beam Capacities Mc, Fvc, Fc

D=254.1, B=254.6, T=14.2, t=8.6, r=12.7, py=275 HSFG - Pt 1 Bolts, Non-slip at Service 272.8 kN.m, 360.6 kN, 2560.3 kN

Fc = 2560.3 kN

OK

Summary of Results (Unity Ratios) Top Flange in Tension Bolt Capacity Top Flange in Tension Axial Capacity Bottom Flange in Tension Bolt Capacity Bottom Flange in Tension Axial Capacity Web Bolt Capacity Web Plate Moment Capacity Web Plate Shear Capacity Web Axial Capacity

0.14 0.12 0.31 0.27 0.01 0.00 0.00 0.00

Resultant Forces Flange forces Min Flange Force=10% • Af • py Top Flange Force=Ff / 2-Mf / d Bot Flange Force=Ff / 2+Mf / d

10% • 3615 • 275 385.2 / 2 - 16.9 / 0.240 385.2 / 2 + 16.9 / 0.240

99.4 kN 122.2 kN 263.0 kN

0.8, 35.0, 0.0, 0.0 35.0, 0.0, 35.0 0.4, 0.0, 0.4

0.0 kN.m

Web Forces M res Fn(Fv, ecc, Mecc, Mweb) Lever Arms Lv, Lh, Ld Moment Forces Fmv, Fmh, Fmd

OK OK OK OK OK OK OK OK



Shear Component fv=Fv / bolts Axial Component fp=Fw / bolts


0.8 / 2 0.0 / 2

0.4 kN 0 kN

Resultant Web Bolt Forces Fvx=?((fmh+ fv)²+fp²) Fvy=?((fmv+ fp)²+fv²) Fvxy=Fn(fmd, fv, fp, Ld, Lh, Lv) Bolts

?((0.0 + 0.4)² + 0²) ?((0.4 + 0)² + 0.4²) 0.4, 0.4, 0, 35.0, 0.0, 35.0 In Line

0.4 kN 0.6 kN 0.6 kN

Top Flange in Tension Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts

pb=460, edge=35.0, ?=20, tk=16, (cl 6.4.4) (pb is the Average pb reduced by the end Bolt edge distance) pb=460, edge=62.5, ?=20, tk=14.2, (cl 6.4.4) pb=460, edge=35.0, ?=20, tk=16, (cl 6.4.4) (pb is the Average pb reduced by the end Bolt edge distance) NS=1.1, Ks=1.00, µ=0.45, Po=143.3, psAs=98 BSC=70.9, tg=46.2, LJ=200 Min(380.3, 196.0, 141.9) 122.2/ 6.0

190.1 kN 196.0 kN 190.1 kN 70.9 141.9 141.9 20.4

kN kN kN kN

OK

Plate and Flange Capacity Outer Plate Fcap=T•B•py Fnet=(T•Bnet)•Py•Ke

16.0 • 250.0 • 275 (16.0 • 206.0) • 275 • 1.2

1100.0 kN 1087.7 kN

14.2 • 254.6 • 275 (14.2 • 210.6) • 275 • 1.2

994.2 kN 986.9 kN

16.0 • 160.0 • 275 (16.0 • 116.0) • 275 • 1.2

704.0 612.5 122.2 986.9

Flange Fcap=T•B•py Fnet=(T•Bnet)•Py•Ke

Inner Plate Fcap=T•B•py Fnet=(T•Bnet)•Py•Ke Resultant Axial load Axial Capacity

Min((612.5 + 1087.7), 986.9)

kN kN kN kN

OK

Bottom Flange in Tension Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts


190.1 kN 196.0 kN 190.1 kN 70.9 141.9 141.9 43.8

kN kN kN kN

OK


16.0 • 250.0 • 275 (16.0 • 206.0) • 275 • 1.2

1100.0 kN 1087.7 kN

14.2 • 254.6 • 275 (14.2 • 210.6) • 275 • 1.2

994.2 kN 986.9 kN

16.0 • 160.0 • 275 (16.0 • 116.0) • 275 • 1.2

704.0 612.5 263.0 986.9



Min((612.5 + 1087.7), 986.9)

kN kN kN kN

Web Zone Bolt Shear Capacity Bearing Capacity-Web Plates

pb=460, edge=35.0, ?=20, tk=2x12, (cl 6.4.4)

193.2 kN

OK


Bearing Capacity-Beam Web HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load Max(Fvx,Fvy,Fvxy)



pb=460, edge=32.5, ?=20, tk=8.6, (cl 6.4.4) NS=1.1, Ks=1.00, µ=0.45, Po=143.3, psAs=98 BSC=98.0, tg=32.6, LJ=70.0 Min(193.2, 64.3, 141.9) 0.4, 0.6, 0.6

64.3 70.9 141.9 64.3 0.6

kN kN kN kN kN

OK

Plate Capacity per plate App. Moment=(Mweb+V • ecc)/2 Moment Cap=Znet • py App. Shear V/2 Shear Cap=0.9 • t • Dnet • 0.6 • py

(0.0 + 0.8 • 35.0)/2 53614.6 • 275 0.8/2 0.9 • 12 • 131.0 • 0.6 • 275

0.0 kN.m 14.7 kN.m 0.4 kN 233.4 kN

OK

533.8 kN 515.7 kN

OK

OK

Web Axial Capacity Fcap=T•B•py Fnet=(T•Bnet)•Py•Ke

8.6 • 225.7 • 275 (8.6 • 181.7) • 275 • 1.2

\\WINDOWS-1B6NFB8\ALWADI-SERVER\ALWADI-DATA\ALWADI-BACKUP\1-ENGINEERING DEPARTMENT\MASTERSERIES ANALYSIS\MASTER\ABM MILITARY COLLEGE PACKAGE 4A\FINAL\3D -V03.$5


Non Bearing - Beam to Beam Moment Splice Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at Interface Resultant Forces M, Fv, F

+23.1 kNm, +0.2 kN, -1242.7 kN (Bottom in tension, Axial Tension) Therefore No direct bearing. Non-slip at service) BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95

Beam Gap= 5 mm HSFG Bolts Design to



Fc = 2560.3 kN

OK

Summary of Results (Unity Ratios) Top Flange in Tension Bolt Capacity Top Flange in Tension Axial Capacity Bottom Flange in Tension Bolt Capacity Bottom Flange in Tension Axial Capacity Web Bolt Capacity Web Plate Moment Capacity

0.62 0.53 0.84 0.73 0.00 0.00

OK OK OK OK OK OK




Web Plate Shear Capacity Web Axial Capacity

0.00 0.00

OK OK


10% • 3615 • 275 1242.7 / 2 - 23.1 / 0.240 1242.7 / 2 + 23.1 / 0.240

99.4 kN 525.1 kN 717.6 kN

0.2, 35.0, 0.0, 0.0 35.0, 0.0, 35.0 0.1, 0.0, 0.1 0.2 / 2 0.0 / 2

0.0 kN.m

Web Forces M res Fn(Fv, ecc, Mecc, Mweb) Lever Arms Lv, Lh, Ld Moment Forces Fmv, Fmh, Fmd Shear Component fv=Fv / bolts Axial Component fp=Fw / bolts

0.1 kN 0 kN


?((0.0 + 0.1)² + 0²) ?((0.1 + 0)² + 0.1²) 0.1, 0.1, 0, 35.0, 0.0, 35.0 In Line

0.1 kN 0.1 kN 0.1 kN

Top Flange in Tension Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts


190.1 kN 196.0 kN 190.1 kN 70.9 141.9 141.9 87.5

kN kN kN kN

OK


16.0 • 250.0 • 275 (16.0 • 206.0) • 275 • 1.2

1100.0 kN 1087.7 kN

14.2 • 254.6 • 275 (14.2 • 210.6) • 275 • 1.2

994.2 kN 986.9 kN

16.0 • 180.0 • 275 (16.0 • 136.0) • 275 • 1.2

792.0 718.1 525.1 986.9



Min((718.1 + 1087.7), 986.9)

kN kN kN kN

OK

Bottom Flange in Tension Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts


190.1 kN 196.0 kN 190.1 kN 70.9 141.9 141.9 119.6

kN kN kN kN


16.0 • 250.0 • 275 (16.0 • 206.0) • 275 • 1.2

1100.0 kN 1087.7 kN

14.2 • 254.6 • 275 (14.2 • 210.6) • 275 • 1.2

994.2 kN 986.9 kN


OK





16.0 • 180.0 • 275 (16.0 • 136.0) • 275 • 1.2 Min((718.1 + 1087.7), 986.9)

792.0 718.1 717.6 986.9

kN kN kN kN

OK

193.2 64.3 70.9 141.9 64.3 0.1

kN kN kN kN kN kN

OK

Web Zone Bolt Shear Capacity Bearing Capacity-Web Plates Bearing Capacity-Beam Web HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load Max(Fvx,Fvy,Fvxy)

pb=460, edge=35.0, ?=20, tk=2x12, (cl 6.4.4) pb=460, edge=32.5, ?=20, tk=8.6, (cl 6.4.4) NS=1.1, Ks=1.00, µ=0.45, Po=143.3, psAs=98 BSC=98.0, tg=32.6, LJ=70.0 Min(193.2, 64.3, 141.9) 0.1, 0.1, 0.1


(0.0 + 0.2 • 35.0)/2 53614.6 • 275 0.2/2 0.9 • 12 • 131.0 • 0.6 • 275

0.0 kN.m 14.7 kN.m 0.1 kN 233.4 kN

OK

533.8 kN 515.7 kN

OK

OK


8.6 • 225.7 • 275 (8.6 • 181.7) • 275 • 1.2


Non Bearing - Beam to Beam Moment Splice Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at Interface Resultant Forces M, Fv, F Beam Gap= 5 mm HSFG Bolts Design to

+11.3 kNm, +3.4 kN, +699.9 kN (Bottom in tension, Axial Compression) Therefore No direct bearing. Non-slip at service) BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95

Basic Dimensions Beam-203x203UC52 [43] Bolts 20 mm ? in 22 mm holes Plates S 275, Welds E 35

D=206.2, B=204.3, T=12.5, t=7.9, r=10.2, py=275 HSFG - Pt 1 Bolts, Non-slip at Service



Beam Capacities Mc, Fvc, Fc


156.0 kN.m, 268.8 kN, 1822.7 kN

Fc = 1822.7 kN

OK

Summary of Results (Unity Ratios) Top Flange in Compression Bolt Capacity Top Flange in Compression Axial Capacity Bottom Flange in Compression Bolt Capacity Bottom Flange in Compression Axial Capacity Web Bolt Capacity Web Plate Moment Capacity Web Plate Shear Capacity Web Axial Capacity

0.72 0.58 0.51 0.42 0.04 0.01 0.01 0.00

OK OK OK OK OK OK OK OK


10% • 2554 • 275 -699.9 / 2 - 11.3 / 0.194 -699.9 / 2 + 11.3 / 0.194

70.2 kN -408.3 kN -291.6 kN


3.4, 35.0, 0.1, 0.0 30.0, 0.0, 30.0 2.0, 0.0, 2.0 3.4 / 2 0.0 / 2

0.1 kN.m

1.7 kN 0 kN


?((0.0 + 1.7)² + 0²) ?((2.0 + 0)² + 1.7²) 2.0, 1.7, 0, 30.0, 0.0, 30.0 In Line

1.7 kN 2.6 kN 2.6 kN

Top Flange in Compression Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts

pb=460, edge=89.0, ?=20, tk=16, (cl 6.4.4) pb=460, edge=89.0, ?=20, tk=12.5, (cl 6.4.4) pb=460, edge=89.0, ?=20, tk=16, (cl 6.4.4) NS=1.1, Ks=1.00, µ=0.45, Po=143.3, psAs=98 BSC=70.9, tg=44.5, LJ=100 Min(441.6, 172.5, 141.9) -408.3/ 4.0

220.8 172.5 220.8 70.9 141.9 141.9 102.1

kN kN kN kN kN kN kN

OK

880.0 702.3 616.0 -408.3 702.3

kN kN kN kN kN

OK

220.8 172.5 220.8 70.9 141.9 141.9 72.9


OK

880.0 702.3 616.0 -291.6 702.3

kN kN kN kN kN

OK

Plate and Flange Capacity Axial Cap Outer Plate =T•B•Fy Axial Cap Flange =T•B•Fy Axial Cap Inner Plate =T•B•Fy Resultant Axial load Axial Capacity

16.0•200.0•275 12.5•204.3•275 16.0•140.0•275 Min((616.0 + 880.0), 702.3)

Bottom Flange in Compression Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts



16.0•200.0•275 12.5•204.3•275 16.0•140.0•275 Min((616.0 + 880.0), 702.3)






179.4 59.1 70.9 141.9 59.1 2.6

kN kN kN kN kN kN

(0.0 + 3.4 • 35.0)/2 23306.1 • 275 3.4/2 0.9 • 12 • 81.0 • 0.6 • 275

0.1 kN.m 6.4 kN.m 1.7 kN 144.3 kN

OK

7.9 • 181.2 • 275 (7.9 • 137.2) • 275 • 1.2

393.7 kN 357.7 kN

OK

OK


OK



Non Bearing - Beam to Beam Moment Splice Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at Interface Resultant Forces M, Fv, F Beam Gap= 5 mm HSFG Bolts Design to

+11.0 kNm, +1.0 kN, +1255.2 kN (Bottom in tension, Axial Compression) Therefore No direct bearing. Non-slip at service) BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95



Fc = 1822.7 kN

OK

Summary of Results (Unity Ratios) Top Flange in Compression Bolt Capacity Top Flange in Compression Axial Capacity Bottom Flange in Compression Bolt Capacity Bottom Flange in Compression Axial Capacity Web Bolt Capacity

0.80 0.97 0.67 0.81 0.01

OK OK OK OK OK




Web Plate Moment Capacity Web Plate Shear Capacity Web Axial Capacity

0.00 0.00 0.00

OK OK OK


10% • 2554 • 275 -1255.2 / 2 - 11.0 / 0.194 -1255.2 / 2 + 11.0 / 0.194

70.2 kN -684.4 kN -570.8 kN


1.0, 35.0, 0.0, 0.0 30.0, 0.0, 30.0 0.6, 0.0, 0.6 1.0 / 2 0.0 / 2

0.0 kN.m

0.5 kN 0 kN


?((0.0 + 0.5)² + 0²) ?((0.6 + 0)² + 0.5²) 0.6, 0.5, 0, 30.0, 0.0, 30.0 In Line

0.5 kN 0.8 kN 0.8 kN

Top Flange in Compression Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts


220.8 172.5 220.8 70.9 141.9 141.9 114.1


OK

880.0 702.3 616.0 -684.4 702.3

kN kN kN kN kN

OK

220.8 172.5 220.8 70.9 141.9 141.9 95.1


OK

880.0 702.3 616.0 -570.8 702.3

kN kN kN kN kN

OK

179.4 59.1 70.9 141.9 59.1 0.8

kN kN kN kN kN kN

OK


16.0•200.0•275 12.5•204.3•275 16.0•140.0•275 Min((616.0 + 880.0), 702.3)

Bottom Flange in Compression Bolt Shear Capacity Bearing Capacity-Outer Plate Bearing Capacity-Beam Flange Bearing Capacity-Inner Plates HSFG Bolts (non-slip at service) Bolt Shear Capacity Resultant Bolt Shear Capacity Bolt Shear Load F / No Bolts



16.0•200.0•275 12.5•204.3•275 16.0•140.0•275 Min((616.0 + 880.0), 702.3)







(0.0 + 1.0 • 35.0)/2 23306.1 • 275 1.0/2 0.9 • 12 • 81.0 • 0.6 • 275

0.0 kN.m 6.4 kN.m 0.5 kN 144.3 kN

OK

7.9 • 181.2 • 275 (7.9 • 137.2) • 275 • 1.2

393.7 kN 357.7 kN

OK

OK


APEX JOINT AT : C4 - LEVEL 3 : MEMBERS 36, 42, 70, 76, 86, 107, 143, 151, 171 AND 194 (C1-C4)

Beam to Beam End-Plated Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at End-plate Interface Right Rafter Forces M, Fvr, Fr Resultant Forces M, Fv, F Load directions Design to

18.6 kNm, 16.3 kN, 1198.6 kN 18.6 kNm, -71.1 kN, 1196.6 kN Top of Joint in Tension, Rafter moving Up and in Compression. BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95 246.3 kN.m, 391.1 kN, 2026.5 kN Fc = 2026.5 kN

Rafter Capacities Mc, Fvc, Fc

OK

Summary of Results (Unity Ratios) Moment Capacity (for 1 rows of bolts) Shear Capacity Extended End-plate Stiffener Flange Welds Web Welds Haunch Welds End of Haunch Compression Zone

0.00, 0.00, 0.00, 0.14, 0.14,

0.00, 0.00, 0.93, 0.00, 0.00 0.88 0.10 0.06, 0.16 0.10

0.00 0.11 0.93 0.88 0.10 0.16 0.14

OK OK OK OK OK OK OK

3331.9 kN.mm 350.3 kN 316.3 kN

T2.5: 7 Eq 2.1

Step 1: Tension Zone BOLT ROW 1 End Plate row 1 only Mp=Leff•tk•tk •py/6 Prmode1=4•Mp/m Pr=min(Prmode1,3)

188.6•20.0•20.0•265.0/6 4•3331.9/38.05 min(350.3, 316.3)




Potential Tension Capacity Sigma Pri

316.3 kN

316.3 kN

Step 2: Compression Zone Beam Compression Beam Compression Zone Total Area Flange and Web Pcbeam

Flange and Web in Compression Utilising 20% OverStressing 204.3•12.5 + 7.9•137.0 36.4•275•1.20

36.4 cm² 1199.9 kN

Eq 2.9

1199.9 kN

OK

Potential Compression Capacity Pcmin

1199.9

Fc=Min(Pri+N, Pc) Fri=Fc-Axial Pδ=Pri -Fri

min(316.3 + 1196.6,1199.9) 1199.9 - 1196.6 316.3 - 3.3

Step 4: Moment Capacity 1199.9 kN 3.3 kN 313.0 kN

Final Bolt Forces and Moment Capacities Bolt row 1: Mc1 =(Pr1-Pδ )• h1 Mc Mm=M-N•Hn

316.3 - 313.0 = 3.3•341.1 18.6 - 1196.6•187.7 Mm is -ve. Joint in full compression. No tension zone generated 3.3 3.3•0.0/1.1

Ft for 1 rows Ftdesign=Ft •Mapp/Mc'

1.1 kN.m 1.1 kN.m -206.0 kN.m

OK OK

3.3 kN 0.0 kN

Final Web Compression Zone Height F red=PCbeam-Ft design h red=F red/t/py/1.2 h=max(0, h old-h red)

Reducing Compression zone for applied moments. 1199.9 - 0.0 1199.9/7.9/275/1.2 max(0,137.0 - 460.3)

Bolt Shear Capacity Bearing Capacity-End Plate Bearing Capacity-Bolts Pss=Min(bearing...,shear) Pts Min(bearing...,0.4•shear) V=Ns•Pss+Nt•Pts

BSC=132.375, tg=40 pb=460, edge=50.0, ?=24, tk=20, kbs=1.00 pb=1000, ?=24, tk=20 Min(220.8, 480.0, 132.4) Min(220.8, 480.0, 53.0) 4•132.4 + 2•53.0

1199.9 kN 460.3 mm 0.0 mm

OK

Step 5: Shear Bolts 132.4 220.8 480.0 132.4 53.0 635

kN kN kN kN kN kN

OK

Step 6C: Beam Tension Stiffeners Extended End-plate Stiffener Asn=Bsn•ts Fapp=Fu•m1/(m1+m2) Tension Asnreq=Fapp/pyt Bending fs=3•F•la/(Ls•Ls•ts) Shear fv=F/(Ls-snipe)/ts pv=0.6•py Ten weld leg >= Stk•0.7 Weld Bending fmw=fm•ts/(2•0.7•leg) Weld Shear fvw=fv•ts/(2•0.7•leg)

100•16 3.3•42.0/(42.0 + 32.4) 1.9/275 3•1.9•50.0/(175•175•16) 1.9/(175 - 10)/16 0.6•275.0 12 >= 16•0.7 0.6•16/(2•0.7• 12) <= 275 0.7•16/(2•0.7•12)

1600 mm² 1.9 kN 6.8 mm² 0.6 N/mm² 0.7 N/mm² 165.0 N/mm² 12 >= 11.2 0.5 N/mm² 0.7 N/mm²

OK OK OK OK OK OK

Steps 7&8: Welds Flange Tension Weld Fapp=min(B•T•Py, Ftdesign) FwCap=2•0.7•ts•L•Pyw

Min(204.3•12.5•275, 0.0) 2•0.7•10•(204.3 - 2•10)•275

0.0 kN 709.6 kN

OK

>= 8.8 mm

OK

Flange Compression Weld Flange Weld OK if >= 0.7•T

10 >= 0.7•12.5

Web Welds in Tension Zone Web weld

Active Tension bolts outside web zone

n/a

Web Welds in Shear Zone Lws=D-(Tt+Tb )-rt-rb-Lwt FwCap=2•0.7•ts•Lws•Pyw

300.0 - 26.2 - 10.2 - 10.2 - 14 2•0.7•10•239.6•220

239.6 mm 738.0 kN

min(18.6, 156.0) Force is resisted by both the Web Weld and the End Weld Each area must resist at least 1/4 of total load 18.6/(206.2 - 12.5)

18.6 kN.m

Haunch Welds Mh= min(Mappeaves,Mcrafter) Method Applied Force Fh=Mh/(D-T)

96.0 kN

OK


Fhcomp=(Ft+N)/Cos(θ) Fh=min(Fh,Fhcomp)



0.0 + 1196.6 / Cos(-4.2) min(96.0 , 1199.8)

1199.8 kN 96.0 kN

(200 - 0.0/2 - 20)/Cos(-4.2) 154.0 - 10 -(12.5 + 6)/Sin(28.2)= 154.0-10-39.2 2•0.7•6(104.8 - 2•6)•220 10•Cos((90-28.2)/2) 171.5 >= 96.0/4

154.0 mm 104.8 mm 171.5 kN 8.6 mm 24.0 kN

OK

434.8 kN 24.0 kN 606.3 kN

OK OK

Haunch Web Weld Lw =(Hl-Dc/2-Tep)/Cos(Τheta) Lw=Lw -tw-(T+tw1)/Sin(Theta1) WebCap=2•0.7•t(Lw-2•t)•Pyw t=tw•Cos((90-ThetaH1)/2) WebCap>= Fh/4

Haunch End Weld EndCap=t(B-2•w)•Pyw EndCap>= Fh/4 Total Capacity=WebCap+EndCap

9(204.3 - 2•10)•275 434.8 >= 96.0/4 171.5 + 434.8

Step 8: End of Haunch Compression Zone Force Applied From Haunch Weld design Fend=Fh•Endcap/(Endcap +Webcap) Fend=Max(Fend,Fh/4) FCapp=Fend•Tan(ThetaH1)

Proportioning applied load Fh between haunch Web and End welds 96.0•434.8/(434.8 + 171.5) 68.9 kN max(68.9, 96.0/4) 68.9 kN 68.9•Tan(28.2) 36.9 kN

Web Bearing n =min(5,2+0.6•Be/K) Web Bearing Pbw =(b1+n•k)•t•Pyb

min(5, 2 + 0.6•206.2/22.7) (10.0 + 5.0•22.7)•7.9•275

5.000 268.3 kN

OK

min(1,(206.2 + 0.7•181.2)/(1.4•181.2)) 268.3•1.00x25x1.00•7.9/?((10.0+5•22.7)x181.2)

1.000 354.2 kN

OK

Web Buckling Px mod=min(1,(ae+0.7•d)/(1.4•d)) Px =Pbw•mod•25ε•t/?((b1+n•k)d)

BASE PLATE AT : A4 - LEVEL 3

Base-Plate Connection to BS 5950 LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE) Basic Data Applied Forces at Interface Resultant Forces M, Fv, F

Moment +0.0 kNm, Shear -1.4 kN, Axial +39.4 kN




Forces taken from Member End (Axial Compression)

Basic Dimensions Column: 203x203UC46 [43] Bolts 24 mm ? in 26 mm holes Plates S 275, Welds E 35 Data grout, Fcu, Fcv, py, slope Design to

D=203.2, B=203.6, T=11.0, t=7.2, r=10.2, py=275 Grade 8.8 Bolts 15 N/mm², 40 N/mm², 0.40 N/mm², 265 N/mm², 0 deg to vertical BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95 136.8 kN.m, 241.4 kN, 1615.1 kN Fc = 1615.1 kN

Column Capacities Mc, Fvc, Fc

OK

Summary of Results (Unity Ratios) Concrete Pressure Base-Plate thickness in Compression Horizontal Shear Flange & Web Welds

0.03 0.26 0.02 0.00

0.00

Allowable Pressure=0.60•Fcu Pressure Configuration Ac=x2•wf+x4•wf Conc Cap C=0.60•Fcu•Ac Pressure=P•1000/Ac

0.60•15 Compression Only 200.00•400.00 + 200.00•400.00 0.60•15•160000.0 39.4•1000/160000

OK OK OK OK

Step 1: Base-Plate Pressure 9.0 N/mm² 1600.0 cm² 1440.0 kN 0.25 N/mm²

OK OK

Step 2a: Plate Compression Bending e=L1 Mapp=p•e²/2 tp=?(6•Mapp/py) Note: Axial Load Axial

98.4 0.2•98.4²/2 ?(6•1192/265) Using Elastic Modulus Zp (4.13.2.2)

98.4 mm 1192 Nmm/mm 5.2 mm

OK

Step 4: Shear Base Friction Friction Fr=0.72•Fc

0.72•+39.4 kN

28.4 kN

Min(132.4, 10.4, 220.8, 480.0) = 10.4•2 Min(132.4, 10.4, 220.8, 480.0) = 10.4•2, (no tension)

20.7 kN 20.7 kN

28.4 + 20.7 + 20.7

69.8 kN

Bolt Bearing Pss=Min(Bs, Cb, Pb, Bb)•nbs Pts=Min(Bsten, Cb, Pb, Bb)•nbt

Total Shear Capacity Total Cap=Fr+Pss+Pts

OK

Step 5: Flange & Web Welds Load dispersal Areas A, Af, Aw

Flanges resist Moment and Axial, Web resists Axial and Shear. Direct Bearing therefore design for tensile forces only. 58.7, 2 x 22.4, 13.0 cm²

Flange Welds Fapp=F•Af/A

39.4•22.4/58.7 No Resultant Tensile Force

0.0 kN

Web Welds Web weld load=Fv/(D-2(fw+T)) Fcap w=2•0.7•leg•Py

1.4/(203.2 - 2(8 +11.0)) 2•0.7•6•220

0.01 kN/mm 1.85 kN/mm

OK

Truss 40 m Span

Recommend Documents