DESIGN OF ALL-BOLTED EXTENDED DOUBLE ANGLE - AISC

430 Pages·2005·4.71 MB·English

by  Thomas Sputo

DESIGN OF ALL-BOLTED EXTENDED DOUBLE ANGLE, SINGLE ANGLE, AND
TEE SHEAR CONNECTIONS

By

PERRY GREEN, Ph.D.
THOMAS SPUTO, Ph.D., P.E.
ADAM HIGGINS

DEPARTMENT OF CIVIL & COASTAL ENGINEERING
UNIVERSITY OF FLORIDA
GAINESVILLE, FLORIDA

A REPORT PRESENTED TO THE
AMERICAN INSTITUTE OF STEEL CONSTRUCTION

JANUARY 2005
ii
TABLE OF CONTENTS

page

LIST OF TABLES.............................................................................................................vi
LIST OF FIGURES..........................................................................................................vii
ABSTRACT.......................................................................................................................ix
INTRODUCTION...............................................................................................................1
1.1 Background.............................................................................................................1
1.2 Objective and Scope of Work.................................................................................2
LITERATURE REVIEW....................................................................................................3
2.1 Connection Types...................................................................................................3
2.2 Bolted Connections.................................................................................................4
2.3 Moment-Rotation Behavior of Shear Connections.................................................6
2.4 Coping of Beams....................................................................................................9
2.5 Tee Connection Behavior.....................................................................................10
2.6 Conclusion............................................................................................................11
OPTIMUM BAY STUDY.................................................................................................12
3.1 Bay Studies Program............................................................................................12
3.2 Bay Study Parameters...........................................................................................12
3.2.1 Bay Geometry.............................................................................................12
3.2.2 Steel Deck and Slab Properties...................................................................12
3.2.3 Loading.......................................................................................................13
3.2.4 Vibration Criteria and Deflections.............................................................13
3.2.5 Shear Studs and Composite Action............................................................14
3.2.6 Member Selection and Camber..................................................................14
3.3 Optimum Bay Study Results................................................................................15
LIMIT STATES.................................................................................................................20
4.1 Extended Double Angle Connection....................................................................20
4.2 Extended Single Angle Connection......................................................................21
4.3 Extended Tee Connection.....................................................................................22
4.4 Limit State Calculations.......................................................................................23
4.4.1 Shear Yielding............................................................................................23
4.4.2 Shear Rupture.............................................................................................23
4.4.3 Flexural Yielding........................................................................................24
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4.4.4 Flexural Rupture.........................................................................................26
4.4.5 Block Shear Rupture...................................................................................27
4.4.6 Bolt Bearing................................................................................................28
4.4.7 Bolt Slip......................................................................................................30
4.4.8 Bolt Shear...................................................................................................31
EXTENDED DESIGN TABLE CONSTRUCTION.........................................................32
5.1 Extended Single and Double Angle Table Construction......................................32
5.2 Extended Tee Table Construction........................................................................33
5.2.1 Extended Tee Tables..................................................................................34
5.2.2 Extended Tee Equation...............................................................................35
DESIGN EXAMPLES.......................................................................................................40
6.1 Extended Double Angle Design Example............................................................40
6.2 Extended Single Angle Design Example..............................................................43
6.3 Extended Tee Design Example.............................................................................47
FINITE ELEMENT ANALYSIS......................................................................................51
7.1 Introduction...........................................................................................................51
7.2 Finite Element Model Development.....................................................................52
7.2.1 FE Discretization for Angle........................................................................52
7.2.2 FE Discretization for Girder.......................................................................53
7.2.3 FE Discretization for Bolts.........................................................................54
7.3 FE Model Contact Conditions..............................................................................55
7.4 FE Model Initial Conditions.................................................................................60
7.5 FE Model Applied Loading..................................................................................60
7.6 FE Model Boundary Conditions...........................................................................61
7.7 FE Model Material Behavior................................................................................62
7.8 FE Analysis Results..............................................................................................63
SUMMARY AND CONCLUSIONS................................................................................80
LIST OF REFERENCES...................................................................................................82
3/4-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS........................................................................................................85
7/8-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................110
1-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................135
3/4-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................160
7/8-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................185
iv
1-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................210
3/4-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................235
7/8-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................260
1-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................285
3/4-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................310
7/8-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................335
1-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................360
3/4-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS.............385
7/8-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS.............397
1-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS................409

v
LIST OF TABLES
Table page

3.1 Range of Girders and Beams for Typical Bay Framing Dimensions.......................17
7.1 Finite Element Model Contact Group Descriptions.................................................56
7.2 Finite Element Model Contact Surface, Pair, and Group Interactions.....................57
7.3 FE Model Steel Material Properties.........................................................................63
7.4 FE Model Material Groups......................................................................................63
7.5 Corner Node Numbering..........................................................................................64

vi
LIST OF FIGURES
Figure page

2.1 Rotational Rigidity of Steel Connections...................................................................3
2.2 Deformation of Web Angle Connection....................................................................6
2.3 Mechanism of the Part of the Angle Connected to the Column Flange at the
Ultimate Condition.....................................................................................................7
2.4 Beam Cope...............................................................................................................10
3.1 Bay Studies Results for 20-Foot by 20-Foot Bay with a 10-Foot Beam Spacing....15
3.2 Bay Studies Beam Calculation Sheet for 20-Foot by 20-Foot Bay with a 10-Foot
Beam Spacing...........................................................................................................16
4.1 Pin and Point of Fixity.............................................................................................20
4.2 Moment Eccentricity................................................................................................25
4.3 Block Shear Rupture Failure Planes.........................................................................27
5.1 Eccentricity Coefficients for Tees............................................................................36
5.2 Retained Eccentricity Curves...................................................................................37
5.3 Coefficient C Curve................................................................................................38
1
5.4 Coefficient C Curve................................................................................................39
2
6.1 Plan View of Extended Double Angle Connection Location...................................40
6.2 Extended Double Angle Detail.................................................................................42
6.3 Standard Double Angle Detail.................................................................................43
6.4 Plan View of Extended Single Angle Connection Location....................................44
6.5 Extended Single Angle Detail..................................................................................46
6.6 Standard Single Angle Detail...................................................................................47
vii
6.7 Plan View of Extended Tee Connection Location...................................................48
6.8 Extended Tee Detail.................................................................................................50
6.9 Standard Tee Connection.........................................................................................50
7.1 FE Model Element Meshing....................................................................................68
7.2 FE Model Applied Loading......................................................................................69
7.3 FE Model Boundary Conditions..............................................................................70
7.4 Bi-linear Stress-Strain Curve for A36 Steel Material..............................................71
7.5 Bi-linear Stress-Strain Curve for A572 Gr. 50 Steel Material.................................71
7.6 Bi-linear Stress-Strain Curve for A325 Bolt Material..............................................72
7.7 Bi-linear Stress-Strain Curve for A490 Bolt Material..............................................72
7.8 Applied Load vs. Horizontal Z- and Vertical Y- Tip Displacement of FE Model
with 5 in. Protruded Angle Leg and Material Group I.............................................73
7.9 Comparison of Applied Load vs. End Rotation Curves for FE Models with 3.5
and 5 in. Protruded Legs and Material Group I........................................................73
7.10 Comparison of Applied Load vs. End Rotation Curves for FE Models with
A325 and A490 Bolts and 5 in. Protruded Leg........................................................74
7.11 Comparison of Applied Load vs. End Rotation Curves for FE Models with A36
and A572 Gr. 50 Angles and 5 in. Protruded Leg....................................................74
7.12 Effective Stress Plots of the Single Angle, Bolts and Girder Web for the
FE Model with 3.5 in. Protruded Leg and Material Group I, Time Step = 1.000....75
7.13 Effective Stress Plots of the Single Angle, Bolts and Girder Web for the FE
Model with 3.5 in. Protruded Leg and Material Group I, Time Step = 193.2
(Maximum Applied Load).......................................................................................76
7.14 Effective Stress Plots of the Single Angle, Bolts and Girder Web for the
FE Model with 3.5 in. Protruded Leg and Material Group II, Time
Step = 193.8 9 (Maximum Applied Load)...............................................................77
7.15 Effective Stress Plots of the Single Angle, Bolts and Girder Web for the
FE Model with 3.5 in. Protruded Leg and Material Group III, Time
Step = 239.62 (Maximum Applied Load)................................................................78
viii
ABSTRACT
DESIGN OF ALL-BOLTED EXTENDED DOUBLE ANGLE, SINGLE ANGLE, AND
TEE SHEAR CONNECTIONS
This report presents a methodology for the design of all-bolted extended double angle,
single angle, and tee shear connections. The report covers only the design of extended
connections that involve beams and girders, but the principles set forth can be applied to
connections to columns as well. Current steel connection design methodologies do not
have standards for the design of extended connections which do not require that the beam
be coped to allow clearance for the girder flange. Coping is an expensive and time
consuming process which fabricators like to avoid if at all possible. Extended
connections are a practical way to avoid coping. Using basic mechanics and code
specific equations, a practical design for all-bolted extended shear connections can be
derived. The derived methodology is used to formulate design tables that simplify the
process. This report includes examples of how to use the design tables to design all-
bolted extended connections. The tables include design resistances for a wide range of
angle and tee materials and bolts diameters, as well as different connection types.
ix
CHAPTER 1
INTRODUCTION
1.1 Background
Many fabricators and erectors prefer the use of high strength bolts over welding
which requires more time to make the connection and higher skilled labor. Therefore,
many steel fabricators favor using all-bolted connections in order to eliminate the need
for shop and/or field welding.
Steel connections are categorized as either fully restrained (FR) or partially
restrained (PR). FR connections assume the connections have sufficient stiffness to
maintain the angles between intersecting members (American Institute of Steel
Construction (AISC) 1999). PR connections assume the connections have insufficient
stiffness to maintain the angles between intersecting members (AISC 1999). When
connection restraint is ignored, commonly designated as simple framing, the connections
have the following requirements:
1. The connections and the connected members shall be adequate to resist the factored
gravity loads as “simple beams.”
2. The connections and connected members shall be adequate to resist the factored
lateral loads.
3. The connections shall have sufficient inelastic rotation capacity to avoid overload
of fasteners or welds under combined factored gravity and lateral loads.
The scope of this research project covers only shear connections and their behavior.
In the case of typical beam-to-girder shear connections, the beam must be coped
(top coped, bottom coped, or top and bottom coped) in order to provide clearance for the
1