Beam Aisc Lrfd

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

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1.0

LRFD DESIGN CAPACITY OF A BEAM PER AISC LRFD 13th ED 2005 Codes & References: 1.1 AISC ASD 13th EDITION 2005 (LRFD) rev 20 July 2006 1.2 SEI/ASCE 7-05

2.0

Required Design Strength LRFD: 2.1 Required Axial Tensile Strength 2.2 Required Axial Compressive Strength 2.3 Required Web Shear Strength 2.4 Required Flange Shear Strength 2.5 Required Flexural Strength(Strong Axis) 2.6 Required Flexural Strength(Weak Axis) Beam Properties: 3.1 Laterally Unsupported Span

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

Material Properties: 4.1 Modulus of Elesticity (Steel) 4.2 Yield Strength 4.3 Ultimate Strength Section Properties: Ax = d= h= ho = tw = bf = tf = b/2tf = d/tw = h/tw =

5322.570 204.724 161.430 192.913 7.239 166.116 11.811 7.032 28.281 22.300

mm2 mm mm mm mm mm mm Compact!!! Compact!!! Compact!!!

PrT = PrC = Vry = Vrz = Mrz = Mry =

0.000 0.000 78.813 0.000 73.753 0.000

kN kN kN kN kN-m kN-m

Lb =

3664.000 mm

E= Fy = Fu =

200000.000 N/mm2 345.000 N/mm2 450.000 N/mm2

Iz = Sz = Zz = rx = Iy = Sy = Zy = ry = J= Cw = Cb = c=

W8x28 40790679.71 398205.66 445728.14 87.63 9032221.94 108646.23 165509.35 41.15 223516.28 8.38E+10 1.000 1.000

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Not Applicable!!! Compression!!!

AISC 13th Ed. Manual

mm4 mm3 mm3 mm mm4 mm3 mm3 mm mm4 mm6 Cb = 1 conservative

Section F1.2 E4 & formula F2-8a Table 3-1 or Modified!!! formula F2-8a

Axial Strength Check: Compression!!!

Pr = Pc = UC =

0.000 kN 925.293 kN 0.000 < 1.0 Safe!!!

Vry = Vc = UC =

78.813 kN 306.773 kN 0.257 < 1.0 Safe!!!

Vrz = Vc = UC =

0.000 kN 365.520 kN 0.000 < 1.0 Safe!!!

Mrz = Mc = UC =

73.753 kN-m 117.032 kN-m 0.630 < 1.0 Safe!!!

No Aplification!!! Section F1 to F4

Mry = Mc = UC =

0.000 kN 51.391 kN-m 0.000 < 1.0 Safe!!!

No Aplification!!! Section F1 to F4

Web Shear Check:

Flange Shear Check:

Major Axis Flexure Check:

Minor Axis Flexure Check:

Combined Strength Unity Check: UC =

Therefore the Beam =

0.630 < 1.0 Safe!!!

AISC Formula H1-1bC!!!

W8x28 Passed Strength Requirements!!! (Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

SHEET :

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12.0

Local Buckling Limit 12.1 Flange Buckling Limit b/2tf ratio

7

REV. :

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Table B4.1

λpf =

Compact

λpf = λrf = λrf = b/2tf =

Non-compact Therefore:

12.2 Web Buckling Limit d/tw ratio

OF

2

0.38√E/Fy

case 1

9.1516 1.0√E/Fy 24.0772 7.032 ≤ λp Flange Compact!!! Table B4.1

Compact Non-compact Therefore:

λpw =

3.76√E/Fy

λpw = λrw = λrw = d/tw =

90.5302 5.7√E/Fy 137.2399 28.281 ≤ λp Web Compact!!!

case 9

12.3 Section Clasification Flange = Compact!!! Web = Compact!!! 13.0

Design Web Shear Strength: 13.1 Nominal Shear Strength Rolled Doubly Symmetric I with Unstiffened Web Element! 13.2 Available Shear Strength h/tw ≤ 2.24√E/Fy

Vn = Vn =

0.60FyAwCv 306.7734 kN

Vc = Vc = Cv =

1.0Vn 306.7734 kN 1.0000

Singly Symmetric I and Chanel with Unstiffened Web Element per shear buckling reduction criteria! 13.3 Available Shear Strength Vc = 0.90Vn Vc = 276.0960 kN

formula G2-1

Section G2-1a Section G2-2 Section G1/G2-1b

13.4 Shear Buckling Calculation 22.3000 < 260 OK!!! h/tw = kv = 5.0000 1.1√kvE/Fy = 59.2368 OK!!! Cv = 1.0000 13.4.2 1.1√kvE/Fy < h/tw ≤ 1.37√kvE/Fy Not Applicable!!! 1.37√kvE/Fy = 73.7768 Cv = 1.1√kvE/Fy/(h/tw) Cv = N/A!!! 13.4.3 h/tw > 1.37√kvE/Fy Cv = 1.51Ekv/(h/tw)2Fy Not Applicable!!! Cv = N/A!!! Shear Buckling Reduction Factor use Cv = 1.0000 formula G2-3!!!

Web Plate Buckling Coefficient 13.4.1 h/tw ≤ 1.1√kvE/Fy

14.0

Design Flange Shear Strength: Stiffened Flange Element w/ shear buckling reduction criteria! 14.1 Available Shear Strength Vc = Vc = 14.2 Nominal Shear Strength Vn = Vn =

0.90Vn 365.5199 kN 0.60FyAflgCv 406.1332 kN

formula G2-3

formula G2-4

formula G2-5

Section G1 formula G2-1

14.3 Shear Buckling Calculation 14.0645 < 260 OK!!! b/tf = kv = 1.2000 1.1√kvE/Fy = 29.0200 OK!!! Cv = 1.0000 14.3.2 1.1√kvE/Fy < b/tf ≤ 1.37√kvE/Fy Not Applicable!!! 1.37√kvE/Fy = 36.1431 Cv = 1.1√kvE/Fy/(b/tf) Cv = N/A!!! 2 14.3.3 b/tf > 1.37√kvE/Fy Cv = 1.51Ekv/(b/tf) Fy Not Applicable!!! Cv = N/A!!! Shear Buckling Reduction Factor use Cv = 1.0000 formula G7/G2-3!!! Flange Plate Buckling Coefficient 14.3.1 b/tf ≤ 1.1√kvE/Fy

Section G7 formula G7/G2-3

formula G7/G2-4

formula G7/G2-5

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

SHEET :

CALCULATED BY:

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15.0

Design Flexural Strength (Major Axis): COMPACT SECTION!!! 15.1 Available Flexural Strength Mc = Mc = Conservative!!! Mc = 15.2 Nominal Flexural Strength Mn = Conservative!!! Mn =

0.90Mn 117.0322 96.7820 130.0357 107.5356

15.2.1 Nominal Flexural Strength by Yielding Mp = M n = if Lb ≤ Lp Mn =

3

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Section F1 &

kN-m kN-m kN-m kN-m

FyZz 153.7762 kN-m

Section F2

formula F2-1

15.2.2 Nominal Flexural Strength by Lateral Torsional Buckling if Lp < Lb ≤ Lr Mn = Cb[Mp-(Mp-0.7FySz)(Lb-Lp/Lr-Lp)] ≤ Mp formula F2-2 Mn = 130.0357 kN-m Conservative!!! Mn = 107.5356 kN-m if Lb > Lr Mn = FcrSz ≤ Mp formula F2-3 Mn = N/A!!! kN-m Conservative!!! Mn = N/A!!! kN-m 15.2.3 Critical Buckling Stress if Lb > Lr

Fcr = Cb2E/(Lb/rts)2√(1+0.078Jc/Szho(Lb/rts)2) 2 formula F2-4 Fcr = N/A!!! N/mm 2 N/mm Fcr = N/A!!!

Conservative!!!

15.2.4 Lateral Torsional Buckling Unbraced Length Limits Limit State of Yielding Lp = Lp =

1.76ry√E/Fy 1744.1161 mm

formula F2-5

Limit State of Inelastic Torsional Buckling

Conservative!!! Effective radius of Gyration Conservative!!!

16.0

Lr = 1.95rts(E/0.7Fy)√Jc/Szho(√1+√1+6.76(0.7Fy/E*Szho/Jc)2) formula F2-6 Lr = 6402.9811 mm Lr = πrts√E/0.7Fy Lr = 4136.0306 mm rts = √(√IyCw)/Sz) formula F2-7 rts = 46.7395 mm rts = bf/√12(1+htw/6bftf) rts = 45.7371 mm

Design Flexural Strength (Major Axis): COMPACT WEB + NON-COMPACT OR SLENDER FLANGES!!! Section F1 & 16.1 Available Flexural Strength Mc = 0.90Mn Section F3 Mc = N/A!!! kN-m 16.2 Nominal Flexural Strength

Mn =

130.0357 kN-m

16.2.1 Nominal Flexural Strength by Lateral Torsional Buckling Mn =

130.0357 kN-m

formula F2-2 to formula F2-7

16.2.2 Compression Flange Local Buckling Non-compact flange!!! Slender flange!!!

Use Mn = N/A!!! kN-m Mn = [Mp-(Mp-0.7FySz)(λ-λpf/λrf-λpf)] Mn = N/A!!! kN-m Mn = 0.9EkcSz/λ2 Mn = N/A!!! kN-m

a) Coefficient for Slender Unstiffened Element kc = 0.35 < 4/√h/tw ≤ 0.76 kc = 0.7600

N/A!!! formula F3-1 formula F3-2

Table B4.1

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

SHEET :

CALCULATED BY:

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17.0

Design Flexural Strength (Major Axis): NON-COMPACT WEB!!! 17.1 Available Flexural Strength Mc = Mc = 17.2 Nominal Flexural Strength

Mn =

0.90Mn N/A!!! kN-m 127.5820 kN-m

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Section F1 & Section F4 formula F4-1 to formula F4-15b

17.2.1 Compression Flange Yielding Mn = RpcMyc =RpcFySzc Mn = 153.7762 kN-m

formula F4-1

17.2.2 Lateral Torsional Buckling 127.5820 kN-m Use Mn = formula F4-2!!! Mn = Cb[RpcMyc-(RpcMyc-FLSzc)(Lb-Lp/Lr-Lp)] ≤ RpcMyc formula F4-2 Mn = 127.5820 kN-m Mn = FcrSzc ≤ RpcMyc formula F4-3 Mn = N/A!!! kN-m

if Lp < Lb ≤ Lr if Lb > Lr

a) Critical Buckling Stress if Lb > Lr

Fcr = Cb2E/(Lb/rt)2√(1+0.078J/Szcho(Lb/rt)2) 2 formula F4-5 Fcr = N/A!!! N/mm

b) Calculated Stress if Sxt/Sxc ≥ 0.7

FL =

0.7Fy 2 FL = 241.5000 N/mm FL = FySzt/Szc ≥ 0.5Fy 2 FL = N/A!!! N/mm

if Sxt/Sxc < 0.7

c) Lateral Torsional Buckling Unbraced Length Limits 1.1rt√E/Fy Yielding Lp = Lp = 1265.1146 mm

formula F4-6a formula F4-6b

formula F4-7

Inelastic Torsional Buckling

Effective radius o

Lr = 1.95rt(E/FL)√J/Szcho(√1+√1+6.76(FL/E*Szcho/J)2) formula F4-8 Lr = 6541.0500 mm rt = bfc/√12(ho/d+awh2/6hod) formula F4-10 rt = 47.7674 mm

d) Web Plastification Factor if hc/tw ≤ λpw Rpc = if hc/tw > λpw

Mp/Myc

formula F4-9a Rpc = 1.1193 Rpc = [Mp/Myc-(Mp/Myc-1)(λ-λpw/λrw-λpw)] ≤ Mp/Myc 2 formula F4-9b Rpc = N/A!!! N/mm

17.2.3 Compression Flange Local Buckling Non-compact flange!!! Slender flange!!!

N/A!!! kN-m Use Mn = Not Applicable!!! Mn = [RpcMyc-(RpcMyc-FLSzc)(λ-λpf/λrf-λpf)] formula F4-12 Mn = N/A!!! kN-m Mn = 0.9EkcSzc/λ2 formula F4-13 Mn = N/A!!! kN-m

17.2.4 Tension Flange Yielding This Section Not Applicable if Sxt ≥ Sxc!!! if Sxt < Sxc Mn = RptMyt =RptFySzt Mn = Web Plastification Factor Rpt = if hc/tw ≤ λpw if hc/tw > λpw

N/A!!! kN-m

formula F4-14

Mp/Myt

formula F4-15a Rpt = 1.1193 Rpt = [Mp/Myt-(Mp/Myt-1)(λ-λpw/λrw-λpw)] ≤ Mp/Myt 2 formula F4-15b Rpt = N/A!!! N/mm

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

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18.0

Design Flexural Strength (Minor Axis): 18.1 Available Flexural Strength

18.2 Nominal Flexural Strength

Mc = Mc =

0.90Mn 51.3907 kN-m

Mn =

57.1007 kN-m

18.2.1 Nominal Flexural Strength by Yielding Compact!!! Mp = M n = Mn =

5

FyZy ≤ 1.6FySy 57.1007 kN-m

18.2.2 Nominal Flexural Strength by Lateral Torsional Buckling Non-compact!!! Mn = [Mp-(Mp-0.7FySy)(λ-λpf/λrf-λpf)] Mn = N/A!!! kN-m Slender!!! Mn = FcrSy Mn = N/A!!! kN-m 18.2.3 Critical Buckling Stress Slender!!!

19.0

Double and Singly Symmetric Member (Flexure & Compression): 19.1 Compressive Resistance and Compressive Requirement: Pr = Pc = Pr/Pc = 19.2 Flexural Buckling Stress 19.2.1 Pr/Pc ≥ 0.2

19.2.2 Pr/Pc < 0.2

Use UC =

Double and Singly Symmetric Member (Flexure & Tension): 20.1 Compressive Resistance and Compressive Requirement: Pr = Pc = Pr/Pc = 20.2 Flexural Buckling Stress 20.2.1 Pr/Pc ≥ 0.2

20.2.2 Pr/Pc < 0.2

20.3 Tensile Unity Check

21.0

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Section F1

Compact!!!

formula F6-1

formula F6-2 formula F6-3

formula F6-4

Section H1

formula H1-1a

formula H1-1b

0.6302 < 1.0 Safe!!! 0.6302 AISC Formula H1-1bC!!!

0.0000 kN 1652.6580 kN 0.0000 kN

UC = Pr/Pc+8/9(Mrz/Mcz+Mry/Mcy) ≤ 1.0 UC =

7

N/A!!! Not Applicable!!!

UC = Pr/2Pc+(Mrz/Mcz+Mry/Mcy) ≤ 1.0 UC =

10.3 Compressive Unity Check

0.0000 kN 925.2927 kN 0.0000 kN

UC = Pr/Pc+8/9(Mrz/Mcz+Mry/Mcy) ≤ 1.0 UC =

20.0

0.69E/(bf/2tf)2 2 N/A!!! N/mm

Fcr = Fcr =

OF

Section H2

formula H1-1a

N/A!!! Not Applicable!!!

UC = Pr/2Pc+(Mrz/Mcz+Mry/Mcy) ≤ 1.0 UC =

N/A!!! Not Applicable!!!

Use UC =

N/A!!! Not Applicable!!!

formula H1-1b

End of Design Calculation Specification H1

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

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22.0

6

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Design Flexural & Axial per Specification H2: 22.1 Axial Strength

fa = fa =

Pr/Ax 2 0.0000 N/mm

Fa = Fa =

Pc/Ax 2 173.8432 N/mm

fa/Fa = 22.2 Major Bending Strength at selected Point A

fbz = fbz =

Mrz/Sz 2 185.2133 N/mm

Fbz =

Mc/Sz 2 293.8988 N/mm

Fbz = fbz/Fbz = 22.3 Minor Bending Strength at selected Point A

0.0000

0.6302

fby = fby =

Mry/Sy 2 0.0000 N/mm

Fby = Fby =

Mc/Sy 2 473.0090 N/mm

fby/Fby =

0.0000

22.3 Major Bending Strength at selected Point A Absolute Value = fa/Fa + fbz/Fbz + fby/Fby ≤ 1.0 UC = 0.6302 < 1.0 OK!!! 23.0

AISC formula H2-1

End of Design Calculation Specification H2

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD

CALCULATION SHEET CLIENT :

SSB CN. 591035

DATE:

18-Jul-08

PROJECT :

Design/Install IP Facilities at St Joseph

JOB NO. :

4719354

SUBJECT :

SJJT-A Wireline Floor Beam B1 Design

DOCUMENT NO. :4719354-CS-EC-001-1

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CALCULATED BY:

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24.0

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Amplified First-Order Elastic Analysis Section C2.1b: 24.1 Member Stability Condition: If Cm = 0, Amplification not applied!!! 24.1.1 Member not subject to Sidesway P∆ = 0, P- ampliers employed: 24.1.2 Coefficient for P∆ = 0; 24.1.3 Amplifier parameter;

Cm = α=

0.000

Section C2.1

1.000 LRFD

Section C2.1

24.2 Major Bending Required Strength 24.2.1 Elastic Critical Buckling Load; Braced Frame!!! 24.2.2 Amplifier:

24.2.3 Amplified Moment:

Pe1 = Pe1 =

2

2

 EIz/(KzLz) 5997.6311 kN

B1 = Cm/(1-αPr/Pe1) ≥ 1.0 B1 = 1.0000 Muz = Muz =

B1*Mrz 73.7530 kN-m

Eqn C2-5

Eqn C2-2

Eqn C2-2

24.3 Minor Bending Required Strength 24.3.1 Elastic Critical Buckling Load; Braced Frame!!! 24.3.2 Amplifier:

24.3.3 Amplified Moment:

25.0

Pe1 = Pe1 =

2EIy/(KyLy)2 1328.0469 kN

B1 = Cm/(1-αPr/Pe1) ≥ 1.0 B1 = 1.0000 Muy = Muy =

B1*Mry 0.0000 kN-m

Eqn C2-5

Eqn C2-2

Eqn C2-2

End of Design Calculation Specification C2.1

(Excel Program by: Socrates L. dela Peña Rev 01 30 April 2007)

File No. : BEAM_AISC-LRFD