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Steel Connections: Detailed Report

The document provides details of a steel connection design between a beam and column. Specifically, it describes an all-bolted double angle connection called "DA BCF All bolted" with the ID "M25" connecting a W10x77 beam to a W12x87 column at grid locations B&3. It lists the member materials, dimensions of the angle connector and members, bolt information, and demands on the connection. Dimensions are checked against minimum and maximum values allowed by design codes.

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SivaAgathamudi
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101 views6 pages

Steel Connections: Detailed Report

The document provides details of a steel connection design between a beam and column. Specifically, it describes an all-bolted double angle connection called "DA BCF All bolted" with the ID "M25" connecting a W10x77 beam to a W12x87 column at grid locations B&3. It lists the member materials, dimensions of the angle connector and members, bolt information, and demands on the connection. Dimensions are checked against minimum and maximum values allowed by design codes.

Uploaded by

SivaAgathamudi
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
You are on page 1/ 6

Current Date: 12/15/2020 10:45 AM

Units system: English


File name: M25 (Grid B&3).rcnx

Steel connections
Detailed report
__________________________________________________________________________________________________________________________

__________________________________________________________________________________

Connection name : DA BCF All bolted


Connection ID : M25
__________________________________________________________________________________

Family: Beam - Column flange (BCF)


Type: Angle(s)
Description: M25 (Grid B&3)
GENERAL INFORMATION
Connector

MEMBERS
Beam
General
Beam section : W 10X77
Beam material : A992 Gr50
Horizontal angle (deg) : 0
Vertical angle (deg) : 0
Horizontal eccentricity : 0 in
sb: Beam setback : 0.5 in
Coped
dct: Top cope depth : 0 in
ct: Top cope length : 0 in
dcb: Bottom cope depth : 0 in
cb: Bottom cope length : 0 in
Column
General
Support section : W 12X87
Support material : A992 Gr50
Is column end : No
ANGLE
Connector
Angle section : LU 4X3-1_2X5_16
Material : A36
Angle short leg on beam : Yes
Consider double angle : Yes
Clearance : 0 in
L: Angle length : 5.5 in
Beam side
Angle position on beam : Center
dtop: Distance to beam top : 3 in
Connection type : Bolted
Bolts : 3/4" A325 SC (class A)
nc: Bolt columns : 1
nr: Rows of Bolts : 2
s: Pitch - longitudinal center-to-center spacing : 3 in
Lev: Vertical edge distance : 1.25 in
Leh: Horizontal edge distance : 1.25 in
Hole type on beam : Standard (STD)
Hole type on angle : Standard (STD)
Support side
Connection type : Bolted
Bolts : 3/4" A325 SC (class A)
nc: Bolt columns : 1
nr: Rows of Bolts : 2
s: Pitch - longitudinal center-to-center spacing : 3 in
Lev: Vertical edge distance : 1.25 in
Leh: Horizontal edge distance : 1.25 in
Hole type on support : Standard (STD)
Hole type on angle : Standard (STD)

Design code: AISC 360-05 ASD

DEMANDS
Description Ru Pu Load type
[Kip] [Kip]
--------------------------------------------------------------------
DL1 20.00 0.00 Design
--------------------------------------------------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Angle
Length [in] 5.50 3.93 7.86 p. 10-8
Angle (Beam side)
Vertical edge distance [in] 1.25 1.00 -- Tables J3.4,
J3.5
Horizontal edge distance [in] 1.25 1.00 -- Tables J3.4,
J3.5
Vertical center-to-center spacing (pitch) [in] 3.00 2.00 7.50 Sec. J3.3,
Sec. J3.5
Thickness [in] 0.31 -- 0.63 p. 10-9
Angle (Support side)
Vertical edge distance [in] 1.25 1.00 -- Tables J3.4,
J3.5
Horizontal edge distance [in] 1.25 1.00 -- Tables J3.4,
J3.5
Vertical center-to-center spacing (pitch) [in] 3.00 2.00 7.50 Sec. J3.3,
Sec. J3.5
Beam
Horizontal edge distance [in] 1.75 1.00 -- Tables J3.4,
J3.5
Support
Horizontal edge distance [in] 3.04 1.00 -- Tables J3.4,
J3.5
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Angle (Beam side)
Bolts shear [Kip] 29.53 20.00 DL1 0.68 Tables (7-1..14)
Bolt bearing under shear load [Kip] 50.98 20.00 DL1 0.39 Eq. J3-6
Shear yielding [Kip] 49.50 20.00 DL1 0.40 Eq. J4-3
Shear rupture [Kip] 40.78 20.00 DL1 0.49 Eq. J4-4
Block shear [Kip] 43.41 20.00 DL1 0.46 Eq. J4-5
Angle (Support side)
Bolts shear [Kip] 29.53 20.00 DL1 0.68 Tables (7-1..14)
Bolt bearing under shear load [Kip] 50.98 20.00 DL1 0.39 p. 7-18,
Sec. J3.10
Shear yielding [Kip] 49.50 20.00 DL1 0.40 Eq. J4-3
Shear rupture [Kip] 40.78 20.00 DL1 0.49 Eq. J4-4
Block shear [Kip] 43.41 20.00 DL1 0.46 Eq. J4-5
Resulting tension capacity due prying action [Kip] 7.19 0.00 DL1 0.00 p. 9-13,
p. 9-10
Beam
Bolt bearing under shear load [Kip] 62.01 20.00 DL1 0.32 Eq. J3-6
Shear yielding [Kip] 112.36 20.00 DL1 0.18 Eq. J4-3
Support
Bolt bearing under shear load [Kip] 189.54 20.00 DL1 0.11 Eq. J3-6
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Global critical strength ratio 0.68
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

__________________________________________________________________________________

Connection name : FP BCF Bolted


Connection ID : M25
__________________________________________________________________________________

Family: Beam - Column flange (BCF)


Type: Flange-plated
Description: M25 (Grid B&3)
GENERAL INFORMATION
Connector

MEMBERS
Configuration
Exists opposite connection : No
Beam
General
Beam section : W 10X77
Beam material : A992 Gr50
Horizontal angle (deg) : 0
Vertical angle (deg) : 0
sb: Beam setback : 0.5 in
Horizontal eccentricity : 0 in
Column
General
Support section : W 12X87
Support material : A992 Gr50
Is column end : No

FLANGE PLATE
Connector
Top plate section : PL 1x10x34
L: Top plate length : 34 in
b: Top plate width : 10 in
tp: Top plate thickness : 1 in
Bottom plate section : PL 1x10x34
Lb: Bottom plate length : 34 in
bb: Bottom plate width : 10 in
tpb: Bottom plate thickness : 1 in
Plate material : A36
Beam side
Connection type : Bolted
Bolts : 7/8" A325 SC (class A)
nc: Bolt columns : 2
nr: Rows of Bolts : 11
g: Gage - transverse center-to-center spacing : 7 in
s: Pitch - longitudinal center-to-center spacing : 3 in
Lev: Longitudinal distance to top plate edge : 1.5 in
Leh: Transverse distance to top plate edge : 1.5 in
ef: Longitudinal distance to beam edge (top plate) : 2 in
Levb: Longitudinal distance to bottom plate edge : 1.5 in
Lehb: Transverse distance to bottom plate edge : 1.5 in
efb: Longitudinal distance to beam edge (bottom ... : 2 in
Hole type on beam : Standard (STD)
Hole type on top plate : Standard (STD)
Hole type on bottom plate : Standard (STD)
Support side
Top plate weld type : Full penetration
Bottom plate weld type : Full penetration

STIFFENERS
Transverse stiffeners

Section : PL 3/4x5x10.88
Position : Top
Full depth : Yes
bs: Transverse stiffeners width : 5 in
cc: Corner clip length : 1 in
cc: Corner clip width : 1 in
ts: Transverse stiffener thickness : 0.75 in
Material : A36
Weld type : Fillet
Welding electrode to support : E70XX
D: Weld size to support (1/16 in) : 6
Column web panel zone stiffeners
Section : PL 3/8x9.68x15.13
Stiffener type : Doubler plate
Position : Both sides
Flush : No
Width : 9.68 in
Length : 15.125 in
ts: Stiffener thickness : 0.375 in
Material : A36
Weld type to column flange : Fillet
Welding electrode to support : E70XX
D: Weld size to support (1/16 in) : 4

Design code: AISC 360-05 ASD

DEMANDS
Beam Right beam Left beam Column Panel
Description Ru Pu Mu PufTop PufBot PufTop PufBot Pu Vu Load type
[Kip] [Kip] [Kip*ft] [Kip] [Kip] [Kip] [Kip] [Kip] [Kip]
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DL1 0.00 0.00 -185.00 228.16 -228.16 0.00 0.00 -340.00 228.16 Design
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Plate (beam side)
Vertical center-to-center spacing (pitch) [in] 3.00 2.33 12.00 Sec. J3.3,
Sec. J3.5
Horizontal center-to-center spacing (gage) [in] 7.00 2.33 12.00 Sec. J3.3,
Sec. J3.5
Top flange plate data
Vertical edge distance [in] 1.50 1.12 -- Tables J3.4,
J3.5
Horizontal edge distance [in] 1.50 1.12 -- Tables J3.4,
J3.5
Bottom flange plate data
Vertical edge distance [in] 1.50 1.12 -- Tables J3.4,
J3.5
Horizontal edge distance [in] 1.50 1.12 -- Tables J3.4,
J3.5
Plate (support side)
Top plate weld size - column flange [1/16in] 5 5 -- table J2.4
Bottom plate weld size - column flange [1/16in] 5 5 -- table J2.4
Beam
Vertical edge distance [in] 2.00 1.12 -- Tables J3.4,
J3.5
Horizontal edge distance [in] 1.60 1.12 -- Tables J3.4,
J3.5
Support
Web thickness [in] 0.52 0.38 -- p. 9-5
Transverse stiffeners
Length [in] 10.88 5.44 -- Sec. J10.8
Width [in] 5.00 3.08 -- Sec. J10.8
Thickness [in] 0.75 0.50 -- Sec. J10.8
Weld size [1/16in] 6 6 -- DG 13 Eq. 4.3-6
Doublers
Recommended thickness for beveling and welding [in] 0.38 0.35 -- Sec. G2.1,
DG 13 Eq. 4.4-4
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Top plate (beam side)
Compression [Kip] 215.57 0.00 DL1 0.00 Sec. J4.4
Tension yielding [Kip] 215.57 191.38 DL1 0.89 Eq. J4-1
Bolts shear [Kip] 226.23 209.43 DL1 0.93 Tables (7-1..14)
Bolt bearing (Top plate) [Kip] 1289.77 209.43 DL1 0.16 Eq. J3-6
Block shear [Kip] 738.40 191.38 DL1 0.26 Eq. J4-5
Tension rupture [Kip] 232.00 191.38 DL1 0.82 Eq. J4-2
Bottom plate (beam side)
Tension yielding [Kip] 215.57 0.00 DL1 0.00 Eq. J4-1
Compression [Kip] 215.57 191.38 DL1 0.89 Sec. J4.4
Bolts shear [Kip] 226.23 209.43 DL1 0.93 Tables (7-1..14)
Tension rupture [Kip] 232.00 0.00 DL1 0.00 Eq. J4-2
Block shear [Kip] 738.40 0.00 DL1 0.00 Eq. J4-5
Bolt bearing (Bottom plate) [Kip] 1289.77 209.43 DL1 0.16 Eq. J3-6
Beam
Top flange bending [Kip*ft] 243.51 185.00 DL1 0.76 Sec. F13.1
Top flange bolt bearing under shear load [Kip] 1291.46 228.16 DL1 0.18 Eq. J3-6
Top flange block shear [Kip] 791.70 228.16 DL1 0.29 Eq. J4-5
Bottom flange bending [Kip*ft] 243.51 185.00 DL1 0.76 Sec. F13.1
Bottom flange bolt bearing under shear load [Kip] 1291.46 228.16 DL1 0.18 Eq. J3-6
Bottom flange block shear [Kip] 791.70 228.16 DL1 0.29 Eq. J4-5
Support
Panel web shear [Kip] 231.96 191.38 DL1 0.83 Sec. J10-6,
Eq. J10-10
Support - right side
Top local flange bending [Kip] 252.11 191.38 DL1 0.76 Eq. J10-1
Local web yielding [Kip] 412.43 191.38 DL1 0.46 Eq. J10-2
Transverse stiffeners - top
Yielding strength due to axial load [Kip] 129.34 68.61 DL1 0.53 Eq. D2-1
Compression [Kip] 122.28 0.00 DL1 0.00 Sec. J4.4
Flange weld capacity [Kip] 121.11 68.61 DL1 0.57 Eq. J2-4
Web weld capacity [Kip] 211.71 68.61 DL1 0.32 Eq. J2-4
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Global critical strength ratio 0.93
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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