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Unable to read file "" RAM Connection Standalone CE Units system:SI Current Date:4/24/2017 4:20 PM

Steel connections Detailed report __________________________________________________________________________________________________________________________

__________________________________________________________________________________

Connection name Connection ID

: MEP Knee BCF - Horizontal : 1

__________________________________________________________________________________ Family: Beam - Column flange (BCF) Type: Knee moment end plate GENERAL INFORMATION Connector

MEMBERS Configuration Exists opposite connection Beam General Beam section Beam material Beam initial height Beam final height Beam length Vertical angle (deg) Include flange stiffener Column General Support section Support material Support initial depth Support final depth Support length END PLATE Connector Plate extension Width tp: Plate thickness Plate material Fy Fu Hole type on plate Flush extension length Plate alignment Weld External flange weld type

:

No

: : : : : : :

TW 185x6x8 Q235 800 mm 300 mm 6m 7 No

: : : : :

TW 185x6x8 Q235 800 mm 300 mm 8m

: : : : : : : : :

Extended external edge 200 mm 20 mm Q235 0.235 kN/mm2 0.37 kN/mm2 Standard (STD) 20 mm Horizontal alignment

:

Fillet

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Weld to external flange D1: Weld size to external flange (1/16in) Internal flange weld type Weld to internal flange D3: Weld size to internal flange (1/16in) Web weld D2: Weld size to web (1/16in) Bolts tp: Connection plate thickness Bolts g: Gage - transverse center-to-center spacing Hole type Lev: Vertical edge distance Leh: Horizontal edge distance Bolt group (external extension) pfo t: Distance from bolt rows to flange Bolt group (external flange) Bolts rows number pfi t: Distance from bolt rows to flange s t: Vertical spacing between inner bolt rows Bolt group (internal flange) Bolts rows number pfi b: Distance from bolt rows to flange s b: Vertical spacing between inner bolt rows

: : : : : : :

E43 Q235 6 Fillet E43 Q235 6 E43 Q235 6

: : : : : :

20 mm M24 G88 100 mm Standard (STD) 50 mm 50 mm

:

50 mm

: : :

2 50 mm 100 mm

: : :

2 50 mm 100 mm

: : : : : : : : : :

PL 1.2x8x77.2 Yes 772 mm 80 mm 20 mm 12 mm Q235 Fillet E43 Q235 6

STIFFENERS Transverse stiffeners

Section Full depth Length bs: Transverse stiffeners width cc: Corner clips ts: Transverse stiffener thickness Material Weld type Welding electrode to support D: Weld size to support (1/16 in) Design code: AISC 360-05 ASD DEMANDS

Beam Right beam Left beam Column Panel Ru Pu Mu PufTop PufBot PufTop PufBot Pu Vu Load type [KN] [KN] [KN*m] [KN] [KN] [KN] [KN] [KN] [KN] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------DL -13.00 -24.00 101.00 -139.54 115.54 0.00 0.00 -16.00 117.54 Design LL -18.00 -34.00 145.00 -200.10 166.10 0.00 0.00 -23.00 169.10 Design D1 -13.00 -24.00 101.00 -139.54 115.54 0.00 0.00 -16.00 117.54 Design D2 -31.00 -58.00 246.00 -339.64 281.64 0.00 0.00 -39.00 286.64 Design D3 -26.50 -49.50 209.75 -289.61 240.11 0.00 0.00 -33.25 244.36 Design ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Description

GEOMETRIC CONSIDERATIONS Dimensions Extended end plate Vertical edge distance Horizontal edge distance Vertical bolt spacing (external flange) Vertical bolt spacing (internal flange) Horizontal center-to-center spacing (gage)

Unit

Value

Min. value

Max. value

[mm] [mm] [mm] [mm] [mm]

50.00 50.00 100.00 100.00 100.00

41.65 41.65 64.00 64.00 64.00

152.40 152.40 --185.00

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Sta.

References

Sec. J3.5 Sec. J3.5 Sec. J3.3 Sec. J3.3 Sec. J3.3,

Outer bolt distance (external flange) Inner bolt distance (external flange) Inner bolt distance (internal flange) Bolt diameter Support Weld size (external flange) Weld size (internal flange) Web Beam Horizontal edge distance Support Web thickness Transverse stiffeners Length Width Thickness Weld size

[mm] [mm] [mm] [mm]

DG4 Sec. 2.4, DG4 Sec. 2.1, 2.4, DG16 Sec. 2.5 DG4 Sec. 2.1 DG4 Sec. 2.1 DG4 Sec. 2.1 DG4 Sec. 1.1

50.00 50.00 50.00 24.00

36.70 36.70 36.70 --

---38.10

6 6 6

3 3 2

----

table J2.4 table J2.4 table J2.4

[mm]

50.00

41.65

152.40

Sec. J3.5

[mm]

6.00

6.74

--

p. 9-5

772.00 80.00 12.00 6

380.00 63.67 10.00 5

-----

Sec. J10.8 Sec. J10.8 Sec. J10.8 DG 13 Eq. 4.3-6

Capacity

Demand

403.88 623.40 506.66 448.92 1182.87 337.72 323.34

0.00 0.00 0.00 31.00 31.00 169.81 169.81

[1/16in] [1/16in] [1/16in]

[mm] [mm] [mm] [1/16in]

PLATE / COLUMN BEHAVIOR End plate behaviour (external flange) Thin plate behavior controlled by plate yielding End plate behaviour (internal flange) Thin plate behavior controlled by plate yielding Connection plate behavior (external flange) Thin plate behavior controlled by plate yielding Connection plate behavior (internal flange) Thin plate behavior controlled by plate yielding DESIGN CHECK Verification Moment end plate (external flange) Flexural yielding No prying bolt moment strength Bolt rupture with prying moment strength Bolts shear Bolt bearing under shear load Shear yielding Shear rupture

Unit

[KN*m] [KN*m] [KN*m] [KN] [KN] [KN] [KN]

Ctrl EQ

DL DL DL D2 D2 D2 D2

Ratio

0.00 0.00 0.00 0.07 0.03 0.50 0.53

References

DG16 Sec 2.5 DG16 Sec 2.5 DG16 Sec 2.5 Tables (7-1..14) Eq. J3-6 DG4 Eq. 3.12 DG4 Eq 3.14, AISC 358-05 Eq.

6.9-12, DG4 Eq. 3.13 Moment end plate (internal flange) Flexural yielding No prying bolt moment strength Bolt rupture with prying moment strength Bolts shear Bolt bearing under shear load Shear yielding Support Web weld shear strength Web weld strength to reach yield stress Shear yielding Flange weld capacity (external flange) Flange weld capacity (internal flange) Beam Flexural yielding (external flange)

[KN*m] [KN*m] [KN*m] [KN] [KN] [KN]

248.82 386.05 344.02 299.28 756.63 337.72

223.03 223.03 223.03 0.00 0.00 140.81

D2 D2 D2 DL DL D2

0.90 0.58 0.65 0.00 0.00 0.42

DG16 Sec 2.5 DG16 Sec 2.5 DG16 Sec 2.5 Tables (7-1..14) Eq. J3-6 DG4 Eq. 3.12

[KN] [KN/m]

590.53 2234.48

0.00 844.31

DL DL

0.00 0.38

[KN] [KN] [KN]

451.20 426.14 426.14

0.00 339.62 281.62

DL D2 D2

0.00 0.80 0.66

Eq. J2-4 Eq. J2-4, Eq. J4-1 Eq. J4-3 Eq. J2-4 Eq. J2-4

[KN*m]

427.26

0.00

DL

0.00

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DG4 Eq. 3.20, Sec. 2.2.3, DG4 Eq. 3.21

Bolt rupture with prying moment strength Support bolt bearing (external flange) Flexural yielding (internal flange)

[KN*m] [KN] [KN*m]

506.66 1278.72 312.83

0.00 31.00 223.03

DL D2 D2

0.00 0.02 0.71

Bolt rupture with prying moment strength Support bolt bearing (internal flange) Panel web shear Support - right side Local web yielding

[KN*m] [KN] [KN]

506.66 852.48 301.75

223.03 0.00 288.31

D2 DL D2

0.44 0.00 0.96

[KN]

378.46

341.31

D2

0.90

DG4 eq. 3.24, DG13 Eq. 4.3-1, Sec. J10

Transverse stiffeners - bottom Yielding strength due to axial load Compression Flange weld capacity Web weld capacity

[KN] [KN] [KN] [KN]

202.63 73.27 226.41 2132.02

104.14 0.00 104.14 104.14

D2 DL D2 D2

0.51 0.00 0.46 0.05

Eq. D2-1 Sec. J4.4 Eq. J2-4 Eq. J2-4

Global critical strength ratio

0.96

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DG16 Sec 2.5 Eq. J3-6 DG4 Eq. 3.20, Sec. 2.2.3, DG4 Eq. 3.21 DG16 Sec 2.5 Eq. J3-6 Sec. G1