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

432 Pages·2004·3.71 MB·English

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

By

ADAM HIGGINS

A THESIS PRESENTED TO THE GRADUATE SCHOOL
OF THE UNIVERSITY OF FLORIDA IN PARTIAL FULFILLMENT
OF THE REQUIREMENTS FOR THE DEGREE OF
MASTER OF ENGINEERING

UNIVERSITY OF FLORIDA

2005
Copyright 2005

by

Adam Higgins
This document is dedicated, in loving memory, to Charlotte Harden
ACKNOWLEDGMENTS
First I would like to thank Tung Khuc for his work on Chapter 7 of this document.
It could not have been done without him. I would like to thank Dr. Perry Green for his
help with modeling concepts. I would like to thank Dr. Thomas Sputo for his insight into
the world of steel construction and his assistance with the design examples. I would also
like to thank Chris Braden whose help with formatting was greatly appreciated. I would
finally like to my parents for their love and support during my time in graduate school.
iv
TABLE OF CONTENTS

page

ACKNOWLEDGMENTS.................................................................................................iv
LIST OF TABLES...........................................................................................................viii
LIST OF FIGURES...........................................................................................................ix
ABSTRACT.......................................................................................................................xi
CHAPTER

1 INTRODUCTION........................................................................................................1
1.1 Background.............................................................................................................1
1.2 Objective and Scope of Work.................................................................................2

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

3 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

4 LIMIT STATES..........................................................................................................20
v
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
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

5 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

6 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

7 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

8 SUMMARY AND CONCLUSIONS.........................................................................80
APPENDIX
A 3/4-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS........................................................................................................82
vi
B 7/8-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................107
C 1-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................132
D 3/4-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................157
E 7/8-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................182
F 1-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTIONS......................................................................................................207
G 3/4-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................232
H 7/8-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................257
I 1-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................282
J 3/4-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................307
K 7/8-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................332
L 1-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTIONS......................................................................................................357
M 3/4-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS......382
N 7/8-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS......394
O 1-INCH DIAMETER ALL-BOLTED A992 STEEL TEE CONNECTIONS.........406
LIST OF REFERENCES.................................................................................................418
BIOGRAPHICAL SKETCH...........................................................................................421

vii
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

viii
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
ix
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
x