Engineering Calculation – FE021 Calculation Title:

Calculation for Load Capacity of Tubelock Beams

Calculation No.: CN-FE021-001 Rev. No.: 000

Plant/Project: Watts Bar Unit 2 Completion Project Prepared By: Kevin Wilson Date: 1/16/13

Checked By: N/A Date: N/A

Unit: All Building: All Elev.: All

Location: All

References: Item Ref. No. Description:

1 AISC Manual of Steel Construction, 8th Edition

2

3

4

5

6

7

8

9

10

Description of Calculation: Calculation for Load Capacity of Tubelock Beams with uniform load and load concentrated at the center.

Engineering Calculation – FE021 Calculation Title:

Calculation for Load Capacity of Tubelock Beams

Calculation No.: CN-FE021-001 Rev. No.: 000

Contents:

Section Description: Page No.

1.0 Calculation for Tubelock Properties

1.1 - Calculation of Properties of One Tubelock 1

1.2 - Calculation of Properties of Two Inline Tubelock 2

1.3 - Calculation of Properties of Three Inline Tubelock 3

1.4 - Calculation of Properties of Four Inline Tubelock 4

1.5 - Calculation of Properties of Three Triangle Tubelock 5

1.6 - Calculation of Properties of Four Square Tubelock 6

2.0 Calculation for loading on a beam supported at both ends

2.1 - Calculation Uniform Load Capacity of Beam 7

2.2 - Calculation Concentrated Load Capacity of Beam 8

Tables

Table 1a – Tubelock Data 9

Table 1b – Allowable Safety Factors (per 8th Edition AISC) 9

Table 1c – Allowable Stress 9

Table 2 – Section Property Data 9

Table 3 – Uniform Load Capacity of Tubelock Beams 11

Table 4 – Concentrated Load Capacity of Tubelock Beams 13

Attachments:

Attachment A – Atlantic Pacific Tubelock Data Sheet A1

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.0 - Calculate Section Properties of Tubelock:

Base Units: ksi 1000lb

in2⋅:= kip 1000 lb⋅:= psi 1

lb

in2⋅:=

Properties and Dimensions of the Tube Lock:

E 29000000psi:= Fy 50ksi:= Fu 70ksi:=

Outside Diameter of Tube Lock: OD 1.9in:=

Wall Thickness of Tube Lock: tTube 0.125in:=

Clamp Thickness: tC_2 2.0in:=

Clamp Thickness: tC_75 0.75in:=

Inside Diameter: ID OD tTube− tTube−:= ID 1.65 in=

__________________________________________________________________________________________________

Section 1.1 - Calculate Section Properties of One Tubelock:

Area of Section: A1 π OD tTube−( )⋅⎡⎣ ⎤⎦ tTube⋅:= A1 0.697 in2=

Shear Area: Av1 A1 0.6⋅:= Av1 0.418 in2=

Moment of Inertia: I1 0.049087 OD4 ID4−( )⋅:= I1 0.276 in4=

Section Modulus: S1 0.098175OD4 ID4−( )

OD⋅:= S1 0.29 in3=

Radius of Gyration: r1OD2 ID2+

4:= r1 0.629 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap1Fy Av1⋅( )4

:= VCap1 5.228 kip⋅=

Moment Capacity: MCap1Fy S1⋅( )4

:= MCap1 3.63 kip in⋅⋅=

Page 1 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.2 - Calculate Section Properties of Two Inline Tubelock:

Area of Section: A2 A1 2⋅:= A2 1.394 in2=

Shear Area: Av2 A2 0.6⋅:= Av2 0.836 in2=

Centroid:

X-Axis: C2xOD 2⋅( ) tC_2+⎡⎣ ⎤⎦

2:= C2x 2.9 in=

Y-Axis: C2yOD2

:= C2y 0.95 in=

Moment of Inertia:

X-Axis: I2x I1 A1OD2

tC_22

+⎛⎜⎝

⎞⎟⎠

2

⋅⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦2⋅:= I2x 5.853 in4=

Y-Axis: I2y I1 2⋅:= I2y 0.552 in4=

Section Modulus:

X-Axis: S2xI2xC2x

:= S2x 2.018 in3=

Y-Axis: S2yI2yC2y

:= S2y 0.581 in3=

Radius of Gyration:

X-Axis: r2xI2xA2

:= r2x 2.049 in=

Y-Axis:r2y

I2yA2

:= r2y 0.629 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap2Fy Av2⋅( )4

:= VCap2 10.456 kip⋅=

Moment Capacity:

X-Axis: MCap2xFy S2x⋅( )4

:= MCap2x 25.227 kip in⋅⋅=

Y-Axis: MCap2yFy S2y⋅( )4

:= MCap2y 7.26 kip in⋅⋅=

Page 2 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.3 - Calculate Section Properties of Three Inline Tubelock:

Area of Section: A3 A1 3⋅:= A3 2.091 in2=

Shear Area: Av3 A3 0.6⋅:= Av3 1.255 in2=

Centroid:

X-Axis: C3xOD 3⋅( ) tC_2 2⋅( )+⎡⎣ ⎤⎦

2:= C3x 4.85 in=

Y-Axis: C3yOD2

:= C3y 0.95 in=

Moment of Inertia:

X-Axis: I3x I1 A1 tC_2 OD+( )2⋅⎡⎣

⎤⎦+⎡

⎣⎤⎦ 2⋅

⎡⎣

⎤⎦ I1+:= I3x 22.032 in4=

Y-Axis: I3y I1 3⋅:= I3y 0.828 in4=

Section Modulus:

S3xI3xC3x

:= S3x 4.543 in3=X-Axis:

Y-Axis: S3yI3yC3y

:= S3y 0.871 in3=

Radius of Gyration:

r3xI3xA3

:= r3x 3.246 in=X-Axis:

Y-Axis: r3yI3yA3

:= r3y 0.629 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap3Fy Av3⋅( )4

:= VCap3 15.683 kip⋅=

Moment Capacity:

X-Axis: MCap3xFy S3x⋅( )4

:= MCap3x 56.782 kip in⋅⋅=

Y-Axis: MCap3yFy S3y⋅( )4

:= MCap3y 10.89 kip in⋅⋅=

Page 3 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.4 - Calculate Section Properties of Four Inline Tubelock:

Area of Section: A4 A1 4⋅:= A4 2.788 in2=

Shear Area: Av4 A4 0.6⋅:= Av4 1.673 in2=

Centroid:

X-Axis: C4xOD 4⋅( ) tC_2 3⋅( )+⎡⎣ ⎤⎦

2:= C4x 6.8 in=

Y-Axis: C4yOD2

:= C4y 0.95 in=

Moment of Inertia:

X-Axis: I4x I1 A1OD tC_2+

2⎛⎜⎝

⎞⎟⎠

2

⋅⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

I1 A1OD 3⋅( ) tC_2 3⋅( )+

2⎡⎢⎣

⎤⎥⎦

2

⋅⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦2⋅:= I4x 54.113 in4=

Y-Axis: I4y I1 4⋅:= I4y 1.103 in4=

Section Modulus:

X-Axis: S4xI4xC4x

:= S4x 7.958 in3=

Y-Axis:S4y

I4yC4y

:= S4y 1.162 in3=

Radius of Gyration:

r4xI4xA4

:= r4x 4.405 in=X-Axis:

Y-Axis: r4yI4yA4

:= r4y 0.629 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap4Fy Av4⋅( )4

:= VCap4 20.911 kip⋅=

Moment Capacity:

X-Axis: MCap4xFy S4x⋅( )4

:= MCap4x 99.473 kip in⋅⋅=

Y-Axis: MCap4yFy S4y⋅( )4

:= MCap4y 14.52 kip in⋅⋅=

Page 4 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.5 - Calculate Section Properties of Three Triangle Tubelock Section:

Area of Section: A3t A1 3⋅:= A3t 2.091 in2=

Height of Section: h3t sin 60deg( ) OD tC_75+( )⎡⎣ ⎤⎦ OD+:= h3t 4.195 in=

Width of Section: w3t OD tC_75+ OD+:= w3t 4.55 in=

Shear Area: Av3t A3t 0.6⋅:= Av3t 1.255 in2=

Centroid:

X-Axis: C3tx_b

h3tOD2

⎛⎜⎝

⎞⎟⎠

−⎡⎢⎣

⎤⎥⎦A1⋅⎡⎢

⎣⎤⎥⎦

A2OD2

⎛⎜⎝

⎞⎟⎠

⋅⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

A3t:= C3tx_b 1.715 in=

C3tx_t h3t C3tx_b−:= C3tx_t 2.48 in=

Y-Axis: C3tyw3t2

:= C3ty 2.275 in=

Moment of Inertia:

X-Axis: I3tx I1 A1 C3tx_tOD2

−⎛⎜⎝

⎞⎟⎠

2⋅

⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

2 I1 A1 C3tx_bOD2

⎛⎜⎝

⎞⎟⎠

−⎡⎢⎣

⎤⎥⎦

2⋅

⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

⋅⎡⎢⎣

⎤⎥⎦

+:= I3tx 3.275 in4=

Y-Axis: I3ty I1 2 I1 A1 C3tyOD2

⎛⎜⎝

⎞⎟⎠

−⎡⎢⎣

⎤⎥⎦

2⋅

⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦

⋅⎡⎢⎣

⎤⎥⎦

+:= I3ty 3.275 in4=

Section Modulus:

S3txI3tx

max C3tx_t C3tx_b, ( ):= S3tx 1.321 in3=X-Axis:

Y-Axis: S3tyI3tyC3ty

:= S3ty 1.44 in3=

Radius of Gyration:

r3txI3txA3t

:= r3tx 1.251 in=X-Axis:

Y-Axis: r3tyI3tyA3t

:= r3ty 1.251 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap3tFy Av3t⋅( )4

:= VCap3t 15.683 kip⋅=

Moment Capacity:

X-Axis: MCap3txFy S3tx⋅( )4

:= MCap3tx 16.508 kip in⋅⋅=

Y-Axis: MCap3tyFy S3ty⋅( )4

:= MCap3ty 17.995 kip in⋅⋅=

Page 5 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 1.6 - Calculate Section Properties of Four Square Tubelock:

Area of Section: A4s A1 4⋅:= A4s 2.788 in2=

Shear Area: Av4s A4s 0.6⋅:= Av4s 1.673 in2=

Centroid:

C4sxOD 2⋅( ) tC_75+⎡⎣ ⎤⎦

2:= C4sx 2.275 in=X-Axis:

Y-Axis: C4syOD 2⋅( ) tC_75+⎡⎣ ⎤⎦

2:= C4sy 2.275 in=

Moment of Inertia:

X-Axis: I4sx I1 A1 C4sxOD2

−⎛⎜⎝

⎞⎟⎠

2⋅

⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦4⋅:= I4sx 5.998 in4=

Y-Axis: I4sy I1 A1 C4syOD2

−⎛⎜⎝

⎞⎟⎠

2⋅

⎡⎢⎣

⎤⎥⎦

+⎡⎢⎣

⎤⎥⎦4⋅:= I4sy 5.998 in4=

Section Modulus:

S4sxI4sxC4sx

:= S4sx 2.637 in3=X-Axis:

Y-Axis:S4sy

I4syC4sy

:= S4sy 2.637 in3=

Radius of Gyration:

r4sxI4sxA4s

:= r4sx 1.467 in=X-Axis:

Y-Axis: r4syI4syA4s

:= r4sy 1.467 in=

__________________________________________________________________________________________________

Capacity of Section (4:1 Safety Factor):

Shear Capacity: VCap4sFy Av4s⋅( )4

:= VCap4s 20.911 kip⋅=

Moment Capacity:

X-Axis: MCap4sxFy S4sx⋅( )4

:= MCap4sx 32.959 kip in⋅⋅=

Y-Axis: MCap4syFy S4sy⋅( )4

:= MCap4sy 32.959 kip in⋅⋅=

Page 6 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 2.0 - Calculation for Load Capacity of Tubelock Beam:

Base Units: ksi 1000lb

in2⋅:= kip 1000 lb⋅:= psi 1

lb

in2⋅:=

Properties and Dimensions of the Tube Lock:

E 29000000psi:= Fy 50ksi:= Fu 70ksi:=

Maximum Allowable Deflection: ΔMax 0.25in:=

Moment Capacity: MCap 25.228kip in⋅:= Moment of Inertia (X-Axis): Ix 5.853in4:=

Span of Tubelock Beam: L 8ft:=Shear Capacity: VCap 10.455kip:=

__________________________________________________________________________________________________

Section 2.1 - Check for Uniform Load Capacity:

The calculation below is used to calculate uniform load capacity for the Table 3.

Uniform Load Capacity based on shear:

wvVCap 2⋅( )L

2613.75lbft

⋅=:=

Uniform Load Capacity based on bending:

wbMCap 8⋅

L2262.792

lbft

⋅=:=

Uniform Load Capacity based on deflection:

wΔ

ΔMax 384⋅ E⋅ Ix⋅( )5 L4⋅

460.441lbft

⋅=:=

__________________________________________________________________________________________________

Uniform Load Capacity: wCap min wv wb, wΔ

, ( ) 262.792lbft

⋅=:=

Page 7 of 14

Calculation Title: Calculation for Load Capacity of Tube Lock Beam

Engineering EvaluationWatts Bar Nuclear Plant

Unit #2 Completion Project

Calculation No.: CN-FE021-001

Section 2.2 - Check for Concentrated Load Capacity:

The calculation below is used to calculate concentrated load capacity for the Table 4.

Concentrated Load Capacity based on shear:

Pv VCap 2⋅( ) 20910 lb⋅=:=

Concentrated Load Capacity based on bending:

PbMCap 4⋅

L1051.167 lb⋅=:=

Concentrated Load Capacity based on deflection:

PΔ

ΔMax 48⋅ E⋅ Ix⋅( )L3

2302.205 lb⋅=:=

__________________________________________________________________________________________________

Concentrated Load Capacity: PCap min Pv Pb, PΔ

, ( ) 1051.167 lb⋅=:=

Page 8 of 14

Section Properties Data for Tubelock Header and Beam Configurations

D =  1.900Tw =  0.125W =  2.5Fy =  50Fu =  70E =  29000

====== 0.375

fb =  12.5fv =  12.5ftg =  12.5ftn =  17.5fp =  12.5

ksi

ksi

Table 2 ‐ Section Property Data:

Allowable Tensile Stress (Net Area):  ksi

ininlbs./lin. ft.ksiksi

Weight: 

ksi

Table 1b ‐ Allowable Safety Factors (per 8th Edition AISC)

Table 1c ‐ Allowable Stresses

0.25

0.250.25

0.25

Allowable Tensile Stress (Gross Area): 

Allowable Bearing: 

Allowable Bearing Factor: 

Allowable Shear Stress: 

Allowable Bending Factor: Allowable ShearFactor: 

Allowable Tension Factor (Gross Area): 

Allowable Deflection: 

Allowable Bending Stress: 

Allowable Tension Factor (Net Area): 

ksi

Table 1a ‐ Tubelock DataOutside Diameter: 

Wall Thickness: 

Yield Strength: Ultimate Strength: 

Modulus of Elasticity: 

0.25

in

ksi

X‐Axis Y‐Axis

Area:  A =  0.697 0.697 in2

Effective Shear Area:  Av =  0.418 0.418 in2

Centroid:  C =  0.950 0.950 in

Moment of Inertia:  I =  0.276 0.276 in4

Section Modulus:  S =  0.290 0.290 in3

Radius of Gyration:  r =  0.629 0.629 in

Maximum Shear (S.F. = 4:1):  Vcap =  5.228 5.228 kips

Moment Capacity (S.F. = 4:1):  Mcap =  3.625 3.625 in‐kip

Area:  A =  1.394 1.394 in2

Effective Shear Area:  Av =  0.836 0.836 in2

Centroid C =  2.900 0.950 in

Moment of Inertia:  I =  5.853 0.552 in4

Section Modulus:  S =  2.018 0.581 in3

Radius of Gyration:  r =  2.049 0.629 in

Maximum Shear (S.F. = 4:1):  Vcap =  10.455 10.455 kips

Moment Capacity (S.F. = 4:1):  Mcap =  25.228 7.261 in‐kip

2 Tu

belock

1 Tu

belock

Page 9 of 14

Section Properties Data for Tubelock Header and Beam Configurations

X‐Axis Y‐Axis

Table 2 ‐ Section Property Data:

Area:  A =  2.091 2.091 in2

Effective Shear Area:  Av =  1.255 1.255 in2

Centroid:  C =  4.850 0.950 in

Moment of Inertia:  I =  22.032 0.828 in4

Section Modulus:  S =  4.543 0.871 in3

Radius of Gyration:  r =  3.246 0.629 in

Maximum Shear (S.F. = 4:1):  Vcap =  15.683 15.683 kips

Moment Capacity (S.F. = 4:1):  Mcap_1 =  56.784 10.889 in‐kip

Area:  A =  2.788 2.788 in2

Effective Shear Area:  Av =  1.673 1.673 in2

Centroid:  C =  6.800 0.950 in

Moment of Inertia:  I =  54.113 1.103 in4

Section Modulus:  S =  7.958 1.161 in3

Radius of Gyration:  r =  4.406 0.629 in

Maximum Shear (S.F. = 4:1):  Vcap =  20.910 20.910 kips

Moment Capacity (S.F. = 4:1):  Mcap_1 =  99.472 14.513 in‐kip

Area:  A =  2.091 2.091 in2

3 Tube

lock (Inline)

4 Tube

lock (Inline)

Effective Shear Area:  Av =  1.255 1.255 in2

Centroid:  C =  2.480 2.275 in

Moment of Inertia:  I =  3.275 3.275 in4

Section Modulus:  S =  1.321 1.440 in3

Radius of Gyration:  r =  1.251 1.251 in

Maximum Shear (S.F. = 4:1):  Vcap =  15.683 15.683 kips

Moment Capacity (S.F. = 4:1):  Mcap_1 =  16.507 17.995 in‐kip

Area:  A =  2.788 2.788 in2

Effective Shear Area:  Av =  1.673 1.673 in2

Centroid:  C =  2.275 2.275 in

Moment of Inertia:  I =  5.998 5.998 in4

Section Modulus:  S =  2.636 2.636 in3

Radius of Gyration:  r =  1.467 1.467 in

Maximum Shear (S.F. = 4:1):  Vcap =  20.910 20.910 kips

Moment Capacity (S.F. = 4:1):  Mcap_1 =  32.956 32.956 in‐kip

3 Tube

lock (T

riangle)

4 Tu

belock (Squ

are)

Page 10 of 14

Span(feet)

MomentCapacity(Kip‐in.)

Shear Capacity (Kip)

Uniform ShearLoad Capacity

(lbs./ft.)

Uniform Bending

Load Capacity(lbs./ft)

UniformLoad Capacity

(lbs./ft.)

2 3.625 5.228 5228.000 604.167 604.167

3 3.625 5.228 3485.333 268.519 268.519

4 3.625 5.228 2614.000 151.042 151.042

5 3.625 5.228 2091.200 96.667 96.667

6 3.625 5.228 1742.667 67.130 67.130

7 3.625 5.228 1493.714 49.320 37.040

8 3.625 5.228 1307.000 37.760 21.712

4 25.228 10.455 5227.500 1051.185 1051.185

5 25.228 10.455 4182.000 672.759 672.759

6 25.228 10.455 3485.000 467.193 467.193

7 25.228 10.455 2987.143 343.244 343.244

1455.221

785.492

Uniform Deflection

Load Capacity(lbs./ft.)

5558.333

1097.942

347.396

142.293

Table 3 ‐ Uniform Load Capacity of Tubelock Beams(Simply Supported Fixed at Each End) 4:1 SF

21.712

1 Tu

beLock Con

fig.

68.621

37.040

3017.547

7367.057

Inlin

e Co

nfig.

8 25.228 10.455 2613.750 262.796 262.796

9 25.228 10.455 2323.333 207.642 207.642

10 25.228 10.455 2091.000 168.190 168.190

12 25.228 10.455 1742.500 116.798 90.951

5 56.784 15.683 6273.200 1514.240 1514.240

6 56.784 15.683 5227.667 1051.556 1051.556

7 56.784 15.683 4480.857 772.571 772.571

8 56.784 15.863 3965.750 591.500 591.500

9 56.784 15.683 3485.111 467.358 467.358

10 56.784 15.683 3136.600 378.560 378.560

12 56.784 15.683 2613.833 262.889 262.889

14 56.784 15.683 2240.429 193.143 184.798

6 99.472 20.910 6970.000 1842.074 1842.074

7 99.472 20.910 5974.286 1353.361 1353.361

8 99.472 20.910 5227.500 1036.167 1036.167

9 99.472 20.910 4646.667 818.700 818.700

10 99.472 20.910 4182.000 663.147 663.147

12 99.472 20.910 3485.000 460.519 460.519

14 99.472 20.910 2987.143 338.340 338.340

16 99.472 20.910 2613.750 259.042 259.042

840.876

453.884

266.059

460.441

287.451

90.951

13454.021

4256.936

1743.641

1733.203

709.920

342.361

184.798

7262.145

1082.030

2657.584

3 Tu

beLock In

line Co

nfig.

5477.778

2 Tu

beLock I

2956.768

11358.720

188.597

4 Tu

beLock In

line Co

nfig.

Page 11 of 14

Span(feet)

MomentCapacity(Kip‐in.)

Shear Capacity (Kip)

Uniform ShearLoad Capacity

(lbs./ft.)

Uniform Bending

Load Capacity(lbs./ft)

UniformLoad Capacity

(lbs./ft.)

Uniform Deflection

Load Capacity(lbs./ft.)

Table 3 ‐ Uniform Load Capacity of Tubelock Beams(Simply Supported Fixed at Each End) 4:1 SF

4 16.507 15.683 7841.500 687.792 687.792

5 16.507 15.683 6273.200 440.187 440.187

6 16.507 15.683 5227.667 305.685 305.685

7 16.507 15.683 4480.857 224.585 224.585

8 16.507 15.683 3920.750 171.948 171.948

9 16.507 15.683 3485.111 135.860 135.860

10 16.507 15.683 3136.600 110.047 105.528

12 16.507 15.683 2613.833 76.421 50.891

14 16.507 15.683 2240.429 56.146 27.470

5 32.956 20.910 8364.000 878.827 878.827

6 32.956 20.910 6970.000 610.296 610.296

257.636

160.841

105.528

50.891

27.470

814.258

439.516

3 Tu

beLock Trian

gle Co

nfig.

onfig

. 3092.302

1491.272

4122.179

1688.444

7 32.956 20.910 5974.286 448.381 448.381

8 32.956 20.910 5227.500 343.292 343.292

9 32.956 20.910 4646.667 271.243 271.243

10 32.956 20.910 4182.000 219.707 193.269

12 32.956 20.910 3485.000 152.574 93.205

14 32.956 20.910 2987.143 112.095 50.3094 Tu

beLock Squ

are Co 804.952

471.848

294.572

193.269

93.205

50.309

Page 12 of 14

Span(feet)

MomentCapacity(Kip‐in.)

Shear Capacity (Kip)

Concentrated Shear

Load Capacity(lbs.)

Concentrated Bending

Load Capacity(lbs.)

ConcentratedLoad Capacity

(lbs.)

2 3.625 5.228 10456.000 604.167 604.167

3 3.625 5.228 10456.000 402.778 402.778

4 3.625 5.228 10456.000 302.083 302.083

5 3.625 5.228 10456.000 241.667 241.667

6 3.625 5.228 10456.000 201.389 201.389

7 3.625 5.228 10456.000 172.619 162.051

8 3.625 5.228 10456.000 151.042 108.561

4 25.228 10.455 20910.000 2102.371 2102.371

5 25.228 10.455 20910.000 1681.897 1681.897

6 25.228 10.455 20910.000 1401.580 1401.580

7 25.228 10.455 20910.000 1201.355 1201.355

Table 4 ‐ Concentrated Load Capacity of Tubelock Beams(Simply Supported Fixed at Each End) 4:1 SF

Concentrated Deflection

Load Capacity(lbs.)

1 Tu

beLock Con

fig.

6947.917

2058.642

868.490

444.667

257.330

162.051

108.561

Inlin

e Co

nfig. 18417.643

9429.833

5457.079

3436.528

8 25.228 10.455 20910.000 1051.185 1051.185

9 25.228 10.455 20910.000 934.387 934.387

10 25.228 10.455 20910.000 840.948 840.948

12 25.228 10.455 20910.000 700.790 682.135

5 56.784 15.683 31366.000 3785.600 3785.600

6 56.784 15.683 31366.000 3154.667 3154.667

7 56.784 15.683 31366.000 2704.000 2704.000

8 56.784 15.863 31726.000 2366.000 2366.000

9 56.784 15.683 31366.000 2103.111 2103.111

10 56.784 15.683 31366.000 1892.800 1892.800

12 56.784 15.683 31366.000 1577.333 1577.333

14 56.784 15.683 31366.000 1352.000 1352.000

6 99.472 20.910 41820.000 5526.222 5526.222

7 99.472 20.910 41820.000 4736.762 4736.762

8 99.472 20.910 41820.000 4144.667 4144.667

9 99.472 20.910 41820.000 3684.148 3684.148

10 99.472 20.910 41820.000 3315.733 3315.733

12 99.472 20.910 41820.000 2763.111 2763.111

14 99.472 20.910 41820.000 2368.381 2368.381

16 99.472 20.910 41820.000 2072.333 2072.333

2 Tu

beLock I

2302.205

1616.912

1178.729

682.135

3 Tu

beLock In

line Co

nfig. 35496.000

20541.667

12935.860

8666.016

6086.420

4437.000

2567.708

1616.983

4 Tu

beLock In

line Co

nfig. 50452.578

31771.886

21284.682

14948.912

10897.757

6306.572

3971.486

2660.585

Page 13 of 14

Span(feet)

MomentCapacity(Kip‐in.)

Shear Capacity (Kip)

Concentrated Shear

Load Capacity(lbs.)

Concentrated Bending

Load Capacity(lbs.)

ConcentratedLoad Capacity

(lbs.)

Table 4 ‐ Concentrated Load Capacity of Tubelock Beams(Simply Supported Fixed at Each End) 4:1 SF

Concentrated Deflection

Load Capacity(lbs.)

4 16.507 15.683 31366.000 1375.583 1375.583

5 16.507 15.683 31366.000 1100.467 1100.467

6 16.507 15.683 31366.000 917.056 917.056

7 16.507 15.683 31366.000 786.048 786.048

8 16.507 15.683 31366.000 687.792 687.792

9 16.507 15.683 31366.000 611.370 611.370

10 16.507 15.683 31366.000 550.233 550.233

12 16.507 15.683 31366.000 458.528 381.683

14 16.507 15.683 31366.000 393.024 240.360

5 32.956 20.910 41820.000 2197.067 2197.067

6 32.956 20.910 41820.000 1830.889 1830.889

5276.389

3053.466

1922.882

1288.181

904.731

659.549

5592.271

381.683

240.360

onfig

. 9663.444

3 Tu

beLock Trian

gle Co

nfig.

10305.447

7 32.956 20.910 41820.000 1569.333 1569.333

8 32.956 20.910 41820.000 1373.167 1373.167

9 32.956 20.910 41820.000 1220.593 1220.593

10 32.956 20.910 41820.000 1098.533 1098.533

12 32.956 20.910 41820.000 915.444 699.034

14 32.956 20.910 41820.000 784.667 440.208

3521.663

2359.239

1656.969

1207.931

699.034

440.2084 Tu

beLock Squ

are Co

Page 14 of 14

TUBE AND CLAMP

*custom sizes available upon request

Steel Tube with Fittings

DESCRIPTION WEIGHT

4’ Tube with End Fitting 9.8 lbs

6’ Tube with End Fitting 13 lbs

8’ Tube with End Fitting 17 lbs

10’ Tube with End Fitting 21 lbs

13’ Tube with End Fitting 25 lbs

Engineering Specifications

Availableinhot-dipgalvanizedorblack49 mm (1.9”) outside diameter by 3.18 mm (0.125”) wall

Outside Diameter 49 mm 1.90 in

Wall Thickness 3.18 mm .125 in

Yield Strength 345 mpa 50,000 psi

Ultimate Strength 483 mpa 70,000 psi

Area 451 mm2 .699 in2

Moment of Inertia 115296 mm4 .277 in4

Section Modulus 4768 mm3 .291 in3

Radius of Gyration 16 mm .630 in

Bolt Clamps-Dual Purpose

RightAngle3.5 lbs

BeamClamp3.15 lbs

Swivel3.5 lbs

•DropforgedclampsavailableinI-BoltorT-Bolt

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TUBE AND CLAMP

WWW.AT-PAC.COM1.800.263.0444 1�*custom sizes available upon request

Wedge Clamps

RIGHT ANGLE CLAMPTube Size: 1.69” O.D.

1.90” O.D.

2.375” O.D.

SWIVEL CLAMPTube Size: 1.69” O.D.

1.90” O.D.

2.375” O.D.

In addition 1.90” / 1.625”Center pin shear load 6,000 lbs

TEST RESULTS FOR 1.90” X 1.90” CLAMP

Right Angle: 2,500 lbs @ 4:1 S.F.

Swivel: 1.500 lbs @ 4:1 S.F.

•Wedgetravel:approximately3/4lengthofwedge

•Galvanized finish•No loose parts to lose or drop•Quickintsallanddismantle•Theonlytoolneededisahammer•Littleornomaintenancerequired

NOTE:•Userightanglecouplersonprimaryload

bearing members, such as vertical orhorizontalmembers

•Useswivelcouplersonsecondarynonload bearing members, such as diagonalbracingmembers

Engineering Specifications

DESCRIPTION SIZE WEIGHT:metric WEIGHT:imperial

RAClamp(tubetotube) 2” x 2” 1.45 kg 3.3 lbsSWClamp(tubetotube) 2” x 2” 1.45 kg 3.3 lbsRAClamp(tubetoframe) 2” x 1.625” 1.45 kg 3.3 lbsSWClamp(tubetoframe) 2” x 1.625” 1.45 kg 3.3 lbsRAClamp(frametoframe) 1.625” x 1.625” 1.45 kg 3.3 lbsSWClamp(frametoframe) 1.625” x 1.625” 1.45 kg 3.3 lbs

HalfSWWedgeClamp allsizes allsizes allsizes

JoinerClamp 2” x 2” 1.45 kg 3.3 lbs

RightAngleClamp SwivelClamp End-to-End Joiner

TUBE AND CLAMP

*custom sizes available upon request

Aluminum Scaffold Tube

DESCRIPTION SIZE WEIGHT

metric imperial metric imperialAluminumTube .61 m 2’ .82 kg 1.8 lbs

AluminumTube 1.22 m 4’ 1.64 kg 3.6 lbs

AluminumTube 1.52 m 5’ 2.05 kg 4.5 lbs

AluminumTube 1.83 m 6’ 2.46 kg 5.4 lbs

AluminumTube 2.13 m 7’ 2.86 kg 6.3 lbs

AluminumTube 2.44 m 8’ 3.27 kg 7.2 lbs

AluminumTube 3.05 m 10’ 4.09 kg 9lbs

AluminumTube 3.66 m 12’ 4.91 kg 10.8 lbs

AluminumTube 4.27 m 14’ 5.73 kg 12.6 lbs

AluminumTube 4.57 m 15’ 6.14 kg 13.5 lbs

AluminumTube 4.88 m 16’ 6.55 kg 14.4 lbs

AluminumTube 5.49 m 18’ 7.36 kg 16.2 lbs

AluminumTube 6.10 m 20’ 8.18 kg 18lbs

Available in 49mm (1.9”) outside diameter or by 37mm (schedule 40) wall

SCHEDULE 40 SPEFICATIONS

Outside Diameter 49 mm 1.90 inWall Thickness 3.7 mm .145 inYield Strength 255 mpa 37,000 psiUltimate Strength 300 mpa 44,000 psiArea 515 mm2 .799 in2

MomentofInertia 12931mm4 .310 in4

Section Modulus 5342 mm3 .326 in3

Radius of Gyration 15.82 mm .623 in

Engineering Specifications

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