<%BANNER%>

Design of All-Bolted Extended Double Angle, Single Angle, and Tee Shear Connections

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DESIGN OF ALL-BOLTED EXTENDE D DOUBLE ANGLE, SINGLE ANGLE, AND TEE SHEAR CONNECTIONS By ADAM HIGGINS A THESIS PRESENTED TO THE GRADUATE SCHOOL OF THE UNIVERSITY OF FLOR IDA IN PARTIAL FULFILLMENT OF THE REQUIREMENTS FOR THE DEGREE OF MASTER OF ENGINEERING UNIVERSITY OF FLORIDA 2005

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Copyright 2005 by Adam Higgins

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This document is dedicated, in l oving memory, to Charlotte Harden

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iv 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 assistan ce 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 a nd support during my time in graduate school.

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v 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

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vi 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-BO LTED A36 STEEL DOUBLE ANGLE CONNECTIONS........................................................................................................82

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

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viii LIST OF TABLES Table page 3.1 Range of Girders and Beams for Typical Bay Framing Dimensions.......................17 7.1 Finite Element Model C ontact 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

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ix 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-F oot Bay with a 10-Foot Beam Spacing....15 3.2 Bay Studies Beam Calculat ion Sheet for 20-Foot by 20Foot 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 C1 Curve................................................................................................38 5.4 Coefficient C2 Curve................................................................................................39 6.1 Plan View of Extended Doubl e 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

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x 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 Zand Ver tical YTip 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 A ngle, Bolts and Girder Web for the FE Model with 3.5 in. Protruded Leg a nd Material Group I, Time Step = 1.000....75 7.13 Effective Stress Plots of the Single Angl e, 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 A ngle, 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 A ngle, Bolts and Girder Web for the FE Model with 3.5 in. Protruded Le g and Material Group III, Time Step = 239.62 (Maximum Applied Load)................................................................78

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xi Abstract of Thesis Presen ted to the Graduate School of the University of Florida in Partial Fulfillment of the Requirements for the Degree of Master of Engineering DESIGN OF ALL-BOLTED EXTENDE D DOUBLE ANGLE, SINGLE ANGLE, AND TEE SHEAR CONNECTIONS By Adam Higgins May 2005 Chair: Perry Green Major Department: Civil and Coastal Engineering This thesis presents a methodology for the design of all-bolted extended double angle, single angle, and tee shear connectio ns. The thesis cove rs only the design of extended connections that involv e 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 th e 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 fabr icators like to avoid if at all possible. Extended connections are a pr actical way to avoid coping. Using basic mechanics and code specific equations, a pr actical design for all-bolted ex tended shear connections can be derived. The derived methodology is used to formulate design tables that simplify the process. This thesis includes examples of how to use the design tables to design allbolted extended connections. The tables incl ude design resistances for a wide range of angle and tee materials and bolts diameters, as well as different connection types.

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1 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 connect ion and higher skilled labor. Therefore, many steel fabricators favor us ing all-bolted connections in order to eliminate the need for shop and/or field welding. Steel connections are categorized as eith er 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 ignore d, commonly designated as simple framing, the connections have the following requirements: 1. The connections and the connected members sh all be adequate to resist the factored gravity loads as “simple beams.” 2. The connections and connected members sha ll be adequate to resist the factored lateral loads. 3. The connections shall have sufficient inelas tic 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 cope d) in order to provide clearance for the

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2 girder flange/s. Coping requi res the flange of the beam be removed to allow for the necessary clearance. Coping not only requires c onsideration of other limit states, such as lateral-torsional buckling or lo cal buckling at the reduced se ction, but coping incurs extra cost as well. All-bolted extended shear conne ctions are a possible solution to eliminate coping. 1.2 Objective and Scope of Work The purpose of this research project is to determine whether all-bolted extended shear connections, specifically single angle, double angle, and tee connections, are feasible. Currently there are no specific provisions in the AISC Manual of Steel Construction (2001) for extended connections of any t ype. The purpose is to analytically simulate the response of all-bolted connectio ns under a range of loading conditions so that the general behavior of the connec tion can be established. An analytical methodology will be developed using the current 3rd Edition AISC-LRFD Specification and first principles of engineering mechanic s (AISC 1999). The results of this procedure will be used to determine applicable lim it states and to develop a rational design procedure for all-bolted extended single a ngle, double angle, and tee connections. The scope of this project includes a review of past research do ne in the area of bolted connections and the development of new analytical models based on existing models developed by previous researchers as well as original mode ls developed at the University of Florida. The models will be used to develop design criteria for the new connections, and design strength tables will be developed using the new design criteria.

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3 CHAPTER 2 LITERATURE REVIEW A great deal of research has been perform ed regarding the design and behavior of steel connections the past 50 years, the results of which have been us ed to create Chapter J of the AISC Manual of Steel Construction that deals with joints. 2.1 Connection Types There are several “standard” types of st ructural steel connections. They are generally classified into three behavior cat egories: rigid, semi-rigid, and simple. The difference among the three can be shown th rough a plot of end moment versus end rotation. Figure 2.1 Rotational Rigidity of Steel Connections (Astaneh 1989) The Mcurve OABC in Figure 2.1 represents th e general behavior of connections. Segment OA of the Mcurve is the segment where connections behave as fullyrestrained connection. Connec tions in this range have an initial rotatio nal restraint

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4 greater than or equal to L EI 18 where E is the material’s elastic modulus, I is the moment of inertia of the cross-section of the beam and, L is the le ngth of the beam. Connections with an initial rotational rest raint less than or equal to L EI 2 represented by Segment ABC are considered simply and do not develop any significant moment. The two initial rotational stiffness curves repr esent the boundaries for a partialrestrained connection. As the figure shows, no connection is truly fixe d or truly pinned, but these assumptions greatly simplify the design process. This research project deals only with simple connections which assume that there will be no end moment developed in the beam and that the beam supports will allow unrestrained rotations. 2.2 Bolted Connections There are two common joining methods in current steel construction: welds and bolts. This research project only deals with bolted connections; therefore, the background information pertains mostly to bolted connections. Bolted connections became popular during the 1950’s because previo us research had shown that bolts could be used to replace rivets in connections (K ulak et al. 1987). Until that time only rivets were used in connections. Bolted connections can be tightened to specific levels. The first is a snug tight connection. The bolt is tightened using an or dinary spud wrench to bring the piles, which in this case are the angles or tees and th e web of the beam, into firm contact (RCSC 2000). Alternately, a bolt can be pretensioned, in which case it is a pr etensioned joint. A bolt must be tightened to its minimum pretension force listed in Table J3.1 of the AISC Specification (AISC 1999). Ther e is no difference in the st rength of the two types of

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5 joints, but pretensioning is usually necessary when the connection is subjected to cyclic or tension loads (Kulak et al 1987). Slip critical connect ions are required to meet the provisions of Chapter J3.8 of the AISC Sp ecification (AISC 1999). This connection is designed in order to prevent any slip between the faying surfaces. Early research showed that high-strength bolts can be used in a conn ection in the same manner as rivets (Kulak et al. 1987). This discovery led to the common use of high-st rength bolts in connections. Today bolted connections are very popular because they are relatively inexpensive compared to field welding, and they are easy to install. Bolted shear connections are used in m odern steel construction, and extensive research has been conducted on these types of connections (Chen and Lui 1988). There are various types of common sh ear connections: double angle, single angle, tee, single plate, etc. The connections that are related to this project include double a ngle, single angle and tees. Double angle connections are made with two angles, one on each side of the beam to be supported (AISC 1999). These angles may be bolted or welded to the supported beam as well as to the supporting member. Single angle connections are made using an angle on one side of the web of th e beam to be supported. This angle is preferably shop bolted or welded to the supporting member and field bolted to the supported beam (AISC 1999). Tee connections are made using a structural tee. The tee is preferably shop bolted or welded to th e supporting member and field bolted to the supported beam (AISC 1999). Research has shown that almost all rotation is provided in the detail material, usually either angles or plat es (Kennedy 1969). A typical deformed shape can be seen in

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6 Figure 2.2. As Figure 2.2 shows, most of the rotation in the connection occurs in the legs of the angle that are in the plane of the suppor ting member. This is relevant because the behavior of extended connections should be si milar. The gage distance for the “in-plane” legs for extended and normal shear connections is the same. Figure 2.2 Deformation of Web Angl e Connection (Kulak et al. 1987) 2.3 Moment-Rotation Behavior of Shear Connections One possible moment-rotation relationship for bolted double and single angle shear connections was quantified by Kishi and Chen (1990) using a power model relationship between moment in the connection and end ro tation. The general deformation of the connection was based on the following assumptions: 1. The center of rotation of the connection wa s near the mid-depth of the beam during the first few increments of loading. 2. The deformation and subsequent tearing of the connection angles resulted primarily from bending moment, and the effect of shear deformation on the connection behavior was relatively small. The yield mechanisms depicted in Figure 2.3 were also used in determining the moment-rotation relationship:

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7 Figure 2.3 Mechanism of the Part of the Angl e Connected to the Column Flange at the Ultimate Condition (Kishi and Chen 1990) The final form of the moment-rotation rela tionship is given by Equation 2.1 (Kishi and Chen 1990).

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n 1 n 0 r r ki1 R M (Eq. 2.1) Where: M = moment in connection (kip-in) Rki = initial connection stiffness (kip-in) r = a rotation of connection (radians) 0 = a reference plastic rotation (radians) n = shape factor The initial connection stiffness is give n by Equation 2.2 (Kishi and Chen 1990). sinh cosh ) cosh( 3 Gt R3 ki (Eq. 2.2) Where: G = shear modulus of the steel (ksi) t = thickness of angle leg (in) = 4.2967 = p 1l g Where: g1 = gage distance (in) lp = length of angle (in) The reference plastic rotation is give n by Equation 2.3 (Kishi and Chen 1990).

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ki u 0R M (Eq. 2.3) Where: Mu = ultimate moment capacity of connection The model was verified by comparison to va rious experimental results (Kishi and Chen 1990). The model agrees with Astane h’s recommendations for simple connections, where a simple connection is one that develo ps a moment at the beam end less than or equal to 20% of the fixed end moment (Astan eh 1989). Most experiments, such as the ones Kishi and Chen used to verify their pow er model, have been performed for beam-tocolumn connections only, and have not been directly performed for beam-to girder connections. 2.4 Coping of Beams Beam-to-girder shear connections are quite common in steel structures, but they can be quite complicated to design. Most b eam-to-girder shear conne ctions require that the beam be coped as shown in Figure 2.4 in or der to allow clearance for the girder flange and to maintain the floor elevation. A beam cope requires time and incurs cost to make, and it also reduces the strength of the section that must be accounted for by th e designer. This coped section possesses a reduced bending and torsional stiffness, so that buckling, both local and lateral, need be considered (Cheng 1993). High stress concentra tions at the coped corner can also induce localized yielding that might cause the beam to fail in inelastic local buckling (Yam et al. 2003).

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10 Figure 2.4 Beam Cope The AISC-LRFD Specification (Appendix F1) requires that coped beams be checked for flexural yielding and local web buckling at the coped section (AISC 1999). This is computationally time consuming b ecause it requires that the coped section properties be calculated. For wide flange sections, this calculation process has been simplified in the AISC Manual (2001) through design aids which have been created that provide these reduced co ped section properties. Today, it is also standard practice to grind the coped area smooth after the flame cutting process in order to a void the likelihood of fatigue crac ks developing if the beam is placed under cyclic loading. 2.5 Tee Connection Behavior Much research conducted on shear connec tions focuses on angles, but there has been research conducted on the behavior of tees (Astaneh and Nader 1990). Inelastic analyses of the beams indicate that the end rotation of a simply supported beam approaches 0.03 radians when the mid-span bending moment reaches 99% of the plastic

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11 moment (Astaneh 1989). Tee connections allo w this behavior as long as the tee meets the following criterion: 3. The bolt diameter to the tab (stem) thickness ratio must be greate r than or equal to two 2 t d. This criterion guarantees that the tab (stem) experiences ductile bearing failure before the bolts fracture in shear (Thornton 1996). 2.6 Conclusion The previous research mentioned here has been used to determine a design methodology for all-bolted extended double angl e, single angle, and tee connections. The Kishi and Chen model shows that the plastic hinge is developed in the in-plane or girder connected angle legs. This assumpti on is used in the development of the design tables. The load passes through the centerline of the girder. The plastic hinge is assumed to develop at the centerline of the girder which requires that the outstanding leg bolts be designed for an eccentric load. Prying action can be ignored because the plastic hinge is developed at the girder web. The extended connection does not require the b eam to be coped, so the limit states due to coping do not need to be checked. This reduces the amount of work needed to develop the design tables.

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12 CHAPTER 3 OPTIMUM BAY STUDY 3.1 Bay Studies Program The Excel spreadsheet Bay Studies 4.1 (AISC 2003) is used to determine a practical range of beam and girder sizes, as well as connection lo adings (factored end reactions). The spreadsheet provides a range of beam and girder si zes for user defined parameters such as girder and beam lengt h, loading, composite action, etc. The spreadsheet also provides a materials cost per beam, so that a price estimate can be constructed. 3.2 Bay Study Parameters 3.2.1 Bay Geometry A range of bays from 20 foot x 20 foot to 40 foot x 40 foot is considered practical, and is used in this study. The bay dimensions are varied in 5-foot increments with no more than 10 feet between the girder lengt h and beam length in any particular bay and vice versa. In order to have a comprehens ive number of section sizes, the number of filler beams varies from one per bay to four per bay. The total number of bay geometries considered is 40. 3.2.2 Steel Deck and Slab Properties The steel deck properties are constant for the whole study, so that the dead load weight added by the steel deck and concrete will not be a factor in the study. The 2-inch deep steel deck is given an average rib width of 6 inches, and a rib spacing of 12 inches. These values are consistent with typical steel deck used in low to mid-rise steel frame

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13 building construction. The concrete for th e slab is 3000 psi concrete with a specific weight of 145 pounds per cubic foot (pcf). Th e concrete slab extends 3 inches above the steel deck, for a total slab depth of 5 inches. The construction is considered to be unshored, which is a common practice. 3.2.3 Loading The loading for the bays is broken down into four components: dead load, live load, superimposed dead load, and construction live load. The dead load is the combined weight of the steel deck and concrete slab, which is calcul ated by the spreadsheet to be 51.8 pounds per square foot (psf). The live lo ad is 125 psf which covers a broad range of loading conditions. The superimposed dead lo ad is 20 psf which is the default value for the spreadsheet. The construction live load is also 20 psf whic h is the default value. The spreadsheet allows for live load reduction, bu t live load reduction is not considered in the study. 3.2.4 Vibration Criteria and Deflections The program allows for vibration to be c onsidered in the design process or for a vibrations check to be made. The program al lows the user to change the percentage of superimposed dead and live load that partic ipates in damping. Also, the damping ratio for the floor system may be set by the user as well. No vibration ch eck or design is used for the study. The deflections allowed for the beam and gi rders may also be set by the user. The limits may be input as either absolute deflectio ns or in limiting defl ection ratios, such as L/240. The spreadsheet checks the defl ection from live load, dead load, and superimposed dead load. The spreadsheet al so checks deflections from combined loading

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14 effects. The allowable deflection ratios are kept at the default values of L/240 for the dead load, and L/360 for the supe rimposed dead and live loads. 3.2.5 Shear Studs and Composite Action The spreadsheet allows the user to define the range of composite action allowable (if any) for the member. The spreadsheet a llows a minimum and maximum percentage of composite action in the member. The minimu m for the study is 25% composite action, and the maximum is 75% composite action. The studs are 3/4-inch in diameter and 4 inches in height and cost $2.50 per stud. This is considered typical fo r a 5-inch deep slab. The spacing of the shear studs are within the design criteria given in Chapter I of the AISC Specification, which is the default va lue (AISC 1999). The spreadsheet also lets the users define the spacing limits if they so de sire. In this study, the default values are used. 3.2.6 Member Selection and Camber The spreadsheet allows the user to define the range of wide flange shapes that may be selected. The default values are W12 to W33 shapes for beams, and W18 to W33 shapes for girders. The study uses the default values for both the beams and the girders. The spreadsheet also allows the user to set the amount of camber (if any) that may be used in the beams and girders. The user can set the mini mum and maximum amount of camber to be used, and the camber increment. The default value for the minimum camber is 0.75 inches, and the maximum va lue is 2 inches. The default camber increment is 0.25 inches. The spreadsheet re quires that the amount of dead load to be cambered be set. The default is 75% of the dead load. The default cost of cambering is $20.00 per beam for 2 inches of camber. Th e study uses all the default values for cambering.

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15 3.3 Optimum Bay Study Results The results from the spreadsheet are given in a table format. An example is given in Figure 3.1: Figure 3.1 Bay Studies 4.1 (2003) Results fo r 20-Foot by 20-Foot Bay with a 10-Foot Beam Spacing The spreadsheet also provides the calculation worksheet for the beams and girders as shown in Figure 3.2. The reactions, beam sizes, and girder sizes are recorded and the data is reduced for the 40 cases. Table 3.1 shows the reduced da ta from the optimum bay study. The range

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16 of girders is W18x35 to W33x130 with most be ing W24’s or smaller. The range of beams is W12x14 to W27x84 with most being W21’s or smaller. Additionally, the factored end reac tion is provided. Figure 3.2 Bay Studies 4.1 ( 2003) Beam Calculation Sheet for 20-Foot by 20-Foot Bay with a 10-Foot Beam Spacing

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17 Table 3.1 Range of Girders and Beams for Typical Bay Framing Dimensions Range of Girders and Beams for Typical Bay Framing Dimensions Bay Size 20-feet x 20-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 20 W18x35 20 W12x19 10 29 20 W18x35 20 W12x14 6.67 19 20 W18x35 20 W12x14 5 14 Bay Size 20-feet x 30-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 20 W18x40 30 W18x35 10 44 20 W18x35 30 W14x22 6.67 29 Bay Size 25-feet x 20-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 25 W21x44 20 W14x22 12.5 35 25 W21x44 20 W12x16 8.33 24 25 W18x40 20 W12x14 6.33 18 25 W18x35 20 W12x14 5 14 Bay Size 25-feet x 25-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 25 W21x44 25 W16x31 12.5 45 25 W21x44 25 W16x26 8.33 30 25 W21x44 25 W12x17 6.33 23 25 W21x44 25 W12x12 5 18 Bay Size 25-feet x 35-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 25 W24x62 35 W24x55 12.5 64 25 W24x55 35 W18x35 8.33 42 Bay Size 30-feet x 20-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 30 W24x55 20 W16x26 15 43 30 W21x44 20 W12x19 10 29

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18 Table 3.1-Continued Range of Girders and Beams for Typi cal Bay Framing Dimensions (cont.) Bay Size 30-feet x 25-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 30 W24x55 25 W18x35 15 54 30 W24x55 25 W16x26 10 36 30 W24x55 25 W14x22 7.5 27 30 W24x55 25 W12x14 6 22 Bay Size 30-feet x 30-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 30 W24x76 30 W21x44 15 65 30 W24x76 30 W18x35 10 44 30 W24x67 30 W16x31 7.5 33 Bay Size 30-feet x 35-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 30 W27x84 35 W24x55 15 76 30 W27x84 35 W21x44 10 51 30 W24x76 35 W16x31 7.5 38 Bay Size 30-feet x 40-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 30 W30x90 40 W24x82 15 87 30 W30x90 40 W21x50 10 58 30 W27x84 40 W18x40 7.5 44 Bay Size 35-feet x 35-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 35 W30x99 35 W24x55 17.5 84 35 W30x99 35 W21x50 11.67 59 35 W30x90 35 W18x35 8.8 45 Bay Size 35-feet x 40-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 35 W33x118 40 W24x68 17.5 102

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19 Table 3.1-Continued Range of Girders and Beams for Typi cal Bay Framing Dimensions (cont.) Bay Size 35-feet x 40-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 35 W33x118 40 W24x55 11.67 68 35 W30x99 40 W21x44 8.8 51 Bay Size 40-feet x 40-feet Girder Beam Length (ft) Section Length (ft) Section Beam Spacing (ft) Factored End Shear (kips) 40 W33x130 40 W27x84 20 116 40 W33x130 40 W24x55 13.33 78 40 W33x130 40 W21x50 10 58 40 W33x118 40 W21x44 8 47 The range of factored end reactions range from 14 kips for a 20-foot x 20-foot bay with a 5-foot beam spacing to 116 kips for a 40-foot x 40-foot bay with a 20-foot beam spacing. The average factored end shear is 47 kips. The wide flange sections in Table 3.1 are chosen because they are the least cost but not necessarily least weight. The cost of the bay includes the cost of the steel, the cost of the shear stud installation, and the cost of cambe ring. All of the defaults for cost are used and are described earlie r in this chapter. The information from Table 3.1 can be used to reduce the number of all-bolted extended angle and tee tables given in the a ppendices of this document, by removing the tables that can not be used for the wide flange sections given in Table 3.1.

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20 CHAPTER 4 LIMIT STATES 4.1 Extended Double Angle Connection Double angles or two-sided connections have certain advantages over one sided connections. Double angle connections can resist larger end r eactions because the supported member bolts are in double shear and the eccentricity perpendicular to the beam axis need not be considered for work able gages. The pin in an extended and standard double angle connecti on is located at the girder web as shown in Figure 4.1. Figure 4.1 Pin and Point of Fixity

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21 Double angle connections usually require that the supported member be coped in order to make the connection. A connection to a coped beam has three limit states at the cope that do not occur in a connection to an uncoped beam; lateral-torsional buckling, local web buckling, and fatigue cracking (Cheng 1993). These limit states are not considered in the analysis of extended double angle connections because there is no coping involved. The following limit states ar e considered in the design of an extended double angle connection: 1. Shear Yielding 2. Shear Rupture 3. Flexural Yielding 4. Flexural Rupture 5. Block Shear Rupture 6. Bolt Bearing 7. Bolt Slip 8. Bolt Shear The bolt limit states include effects from the eccentricity of the loading. These limit states are discussed in more detail in Section 4.4 of this chapter. 4.2 Extended Single Angle Connection A single angle connection uses one angle to make the connection. Single angle connections have the following advantages: 4. Shop attachment of the connection elem ents to the support, simplifying shop fabrication and erection 5. Reduced material and shop labor requirements 6. Ample erection clearance is provided 7. Excellent safety during erection since doubl e connections often can be eliminated (AISC 1999) Single angles also have several disadvantages: 8. The supporting member bolts must be designed as eccentrically loaded

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22 9. Single angles have less capacity becaus e the outstanding leg bolts are in single shear and only one angle is used in the connection. As with the double angle connection the supporte d beam must typically be coped in order to construct the connection. An extended single angle connection does not require coping of the supported beam; therefore, limit st ates for coping the beam are no longer applicable. An extended single angle connection includes all of the limit states that were stated previously for extended double angle conn ections. The point of fixity for a single angle connection is the same as a double angle connection. Single an gle connections also require that the bolts perpendicular to the b eam are designed for shear and moment due to the eccentricity on thes e bolts. Therefore, both the s upporting and supported bolt lines must be designed with eccentricity considered. 4.3 Extended Tee Connection Extended tee connections are very similar to extended single angle connections in that the supported member bolts are in si ngle shear. Therefore, these two types of connections have less capacity than an extended double angle connection. As in the previous types of connections, the line of force in a tee connection acts through the centerline of the supporting member which is the pin of the connection as shown in Figure 4.1. Therefore, prying action is not considered in the design of any of the extended connections. Also, tee connections have two lines of bolts on the supporting member that are symmetrical, so eccentricity on these bolts is not a consideration. Tees are available with a wide range of stem le ngths making them the most versatile extended connection type.

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234.4 Limit State Calculations 4.4.1 Shear Yielding Shear yielding is a ductile limit state that is a function of the gr oss shear area of the element (Green et al. 2001). For single angl es and tees, the shear area is equal to the following equation: a a vt h A (Eq. 4.1) ha = the length of the angle or tee ta = the thickness of the outstanding angle leg or stem thickness Double angles have twice the shear area of a si ngle angle by virtue of having two legs in shear. The shear area is used to calculate th e shear yielding capacity of the connection. This equation is shown below: y v nF A 6 0 R (Eq. 4.2) Fy = yield stress of the detail material = 0.90 The equation given above is Equation J5-3 from the AISC-LRFD Specification (AISC 1999). The term is a resistance f actor that is dependent on the limit state. For yielding limit states, is 0.90. The yield stress, Fy, is either 36 ksi or 50 ksi for A36 or A992 steels, respectively (AISC 2001). Angles us ed in the study are designed using both A36 and A992 steel while tees are designed with only A992 steel. This limit state is calculated for a range of angles and tees from 5.50 inches to 35.50 inches in length. 4.4.2 Shear Rupture Shear rupture is also a limit state for the connection. The failure plane is located along the line of the bolts in th e supported angle leg/s or tee stem; therefore, a reduced or

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24 net area is used for calculating the shear ruptur e strength of the connection. The net shear area is calculated using the following equation: a h a nvt ) 16 1 d ( n h A (Eq. 4.3) n = the number of bolts dh = the bolt hole diameter For the calculation of Anv the AISC-LRFD Specification requires that 16 1 of an inch be added to the nominal bolt hole diameter when calculating net areas (AISC 1999). The net shear area is the sum of both angles for double angle connections. The shear rupture capacity is given by the equation below: u nv nF A 6 0 R (Eq. 4.4) Fu = the ultimate stress of the detail material = 0.75 This equation is also Equation J4-1 in th e AISC-LRFD Specification. For rupture limit states, is 0.75. The ultimate stress, Fu, is either 58 ksi or 65 ksi for A36 and A992 steels, respectively (AISC 2001). The range of angle and tee lengths is the same as for shear yielding. 4.4.3 Flexural Yielding Flexural yielding of the outstanding angle le g or tee stem is checked in determining the design capacity of the extended connectio ns. In standard c onnections, flexural yielding need not be considered because the e ccentricity of the load is within specified gage distances (AISC 2001). For most flexur al limit states, the plastic section modulus, Z, is used to determine the flexural de sign strength. The AISC-LRFD Manual (2001)

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25 allows the designer to use the elastic secti on modulus, S, as a conservative approximation when calculating the flexural limit states in connections. The elastic section modulus for the angles and tees is calc ulated using Equation 4.5: 6 h t S2 a a (Eq. 4.5) The flexural design strength is given by Equation 4.6: y nSF M (Eq. 4.6) = 0.90 In order to compare the flexural limit stat es to the others the moment is converted to a load that acts at an eccentricity. The eccentricity e, varies depending upon the supported leg or stem length. The eccentricity is assumed to be the distance from the centerline of the supported bolts to the face of the supported web as shown in Figure 4.2. Figure 4.2 Moment Eccentricity The figure shows the dimension that is used to determine the eccentricity. Therefore, the flexural capacity of the connection is dependent upon the eccentricity

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26 unlike for shear limit states. As the eccentricity increases; the flexural strength decreases. The connection capacity, Rn, is therefore: e M Rn n (Eq. 4.7) e = eccentricity 4.4.4 Flexural Rupture Flexural rupture is an ultimate strength limit state. The net elastic section modulus is conservatively used to determine the sect ion capacity. In Section 15 of the AISCLRFD Manual, an equation is provided for the net section modulus for bracket plates (AISC 2001). The AISC Manual permits this e quation to be used to determine the net elastic section modulus for shear connections. This is a co nservative approach because the equation is for the net elastic section modulus, Snet, not the net plastic modulus. The equation for Snet is given as Equation 4.8: a h 2 2 2 a a neth 16 1 d 1 n n s h 6 t S (Eq. 4.8) s = bolt spacing The equation is found at the bottom of Ta ble 15-2 in the AISC-LRFD Manual. The equation to determine the fl exural rupture is below: u net nF S M (Eq.4.9) = 0.75 The flexural rupture strength of a connecti on is given in terms of a moment, so the moment, Mn, must be divided by the load eccentric ity shown in Figure 4.2 to calculate

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27 the end reaction. As with flexural yielding, fl exural rupture follows the same trend that is that as the eccentricity increases, the cap acity decreases. Ther efore the connection capacity is equal to Equation 4.7. 4.4.5 Block Shear Rupture Block shear rupture is a limi t state in which the failure path includes both an area subject to shear and an area subject to tension (Green et al. 2001). In standard connections there are two possibl e elements that can experien ce block shear rupture; the connection element (angle or tee) and the ne t coped section. Extended connections do not require the supported member to be coped, so block shear rupture will not occur. The only element that needs to be checked for bloc k shear rupture is the angle or the tee. Block shear rupture also has the possibility of occurring across more than one failure plane, but there is only one possible failure plane for an extended connection. Figure 4.2 shows both the shear and tension failure planes. Figure 4.3 Block Shear R upture Failure Planes

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28 There are two equations that are used to determine the block sh ear rupture strength of a connection. The equation that controls is dependant on values of tension rupture and shear rupture, and which of the two is greater. All the connections in this research project are controlled by shear rupture, so Equati on J4-3b in the AISC-LRFD Specification is used to determine the block shear rupture st rength (1999). The equa tion is shown below: nt u nv u gt y nv u nA F A F 6 0 A F A F 6 0 R (Eq. 4.10) Anv = net area subject to shear Agt = gross area subject to tension Ant = net area subject to tension = 0.75 Block shear rupture can be cons ervatively approximated as the shear rupture strength of the connection. The gross area in tension, Agt, is very small, and the difference between the block shear, Anv, and the net area for shear rupture is the value of Lc, which is the clear distance from the outlying bolt and the connection angle or tee edge. 4.4.6 Bolt Bearing Bolt bearing is concerned with the deformati on of material at the loaded edge of the bolt holes (Green et al. 2001). Bearing capac ity of the connection is influenced by the proximity of the bolt to the loaded edge, as well as, the spacing between the bolts. The bolt edge distance is assumed to be 1-1/4 inches. This edge distance is the same as the one given in the double angle tabl es of Part 10 in the AISC Manual. This edge distance is the minimum for connectio ns using 3/4-inch diameter through 1-inch diameter bolts. This makes the connection as small as possible which widens its range of applicability. Extended c onnections do not have the same carrying capacity as

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29 equivalent-number-of-bolt standard connections. Therefore, an extra bolt is required in an extended connection to make up for this lo ss in strength, which requires more space. Lengthening the edge distance would add more capacity to an exte nded connection, but not enough to overcome the requirement for an additional bolt. Bolt bearing for the beam and girder are not explicitly chec ked in the extended connection tables. These two limit states must be checked separately in order to verify the design strength of the connection. For both the girder and the beam the bolt hole deformation will be the limiting factor because there is no chance of the bolt tearing out. Part 10 of the AISC Manual has numbers for thes e limit states given in a kips per inch of web thickness format. All bolt limit states are treated as eccentr ically loaded. Eccentricity produces both a rotation and a translation of one connection element with respect to the other. The combined effect of this rotation and translat ion is equivalent to a rotation about a point defined as the instantaneous cen ter of rotation (IC). In order to determine the bolt bearing capacity the instantane ous center (IC) method is utilized. This method includes the nonlinearity of the bolt deformation. Th e AISC-LRFD Manual has tables with IC method coefficients in Chapter 7 (2001). These tables are designed for a bolt group containing 2 to 12 bolts and eccentricities up to 36 inches. These coefficients are multiplied by the bearing capacity of a single bolt. The bolt bearing equation given in the AI SC-LRFD Specification as Equation J3-2a is given below: u a h u a c nF t d 4 2 F t L 2 1 R (Eq. 4.11) = 0.75

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30 Lc = clear distance, in the direction of th e force, between the edge of the hole and the edge of the adjacent hole or edge of the material. The Equation 4.11 considers bolt hole deforma tion at service loads, a conservative assumption. The equation above does not incl ude effects from load eccentricity. The value from the equation above for one bolt is determined and multiplied by the appropriate C coefficient for the IC me thod. The equation is Equation 4.12: n nCr R (Eq. 4.12) = 0.75 C = IC coefficient rn = the bearing design strength for one bolt 4.4.7 Bolt Slip Bolt slip is considered in slip critical connections. In the design tables in the appendices of this document, slip critical c onnections for three di fferent hole types are considered. Equations for bolt slip do not include effects of bolt eccentricity. The slip critical value for one bolt is determined a nd multiplied by the C coefficient from the IC method. The equation for bo lt slip is given below: b s b nN N T 13 1 R (Eq. 4.13) = resistance factor ra nging from 1.0 to 0.85 = mean slip coefficient (Class A = 0.33, Class B = 0.5) Tb = minimum fastener tension given in AISC LRFD Specification Table J3.1 Ns = number of slip planes Nb = number of bolts

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31 The -factor for standard holes is 1.0, while the -factor for oversized and short-slotted holes is 0.85. The minimum fastener tensi on is a function of bolt diameter. The slip capacity of the connection is the slip capacity of one bolt multiplied by the C coefficient. 4.4.8 Bolt Shear Bolt shear is applicable to each bolted ply of a connection that is subjected to shear (Green et al. 2001). The shear strength of a bolt is directly proportional to the number of interfaces (shear planes) between the plies within the grip of the bolt that a single shear force is transmitted through. The outstanding legs of double angle connections have two shear planes, while the outstanding leg or st em for single angle and tee connections have one shear plane. The equation for bolt shear is shown below: b s b v nN N A F R (Eq. 4.14) = 0.75 Fv = bolt ultimate shear stress Ab = nominal cross-sectional area of bolt Ns = number of shear planes Nb = number of bolts As with the other bolt limit states, the bolt sh ear equation does not include the effects of load eccentricity. The shear strength of one bolt is calculated and multiplied by the C coefficient. This is equivalent to Equation 4.12 except the -factor is not applied because it is applied in Equation 4.14.

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32 CHAPTER 5 EXTENDED DESIGN TA BLE CONSTRUCTION 5.1 Extended Single and Double Angle Table Construction The process that has been used to deve lop the design tables for single and double angles is divided into three phases: 10. Determine the applicable limit states for these connections; 11. Calculate the connection strength based on the limit states previously determined; and, 12. Reduce the data and compile into a seri es of connection design aid tables. The first and second phases have b een discussed in Chapter 3. Tables have been developed for six, seven, eight, and nine-inch leg angles; 3/4, 7/8 and, 1-inch diameter ASTM A325/F1852 and ASTM A490 bolts, and ASTM A36 and ASTM A992 angle material. Currently, 9-inch angles are not available from steel mills, but are included because of the possible future demand for longer angle legs if the use of extended connections is shown to be cost effective. All s upporting and supported members are assumed to be A992 wide flange structural shapes. A ll edge distances are assumed to be 1-inch. The controlling lim it state is highlighted in the extended angle connection tables. All the design tables ar e located in the Appendix section of this document. The single and double angle tables are categorized by angl e material (either A36 or A992) and bolt diameter (3 /4-inch, 7/8-inch, 1-inch). All connections that appear in the tables have control ling limit states that involve the bolts or the material around the bolts in the case of bolt bearing. The connection

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33 angles never reach their yield or fracture limit states before a bolt limit state is reached. For many of the longer outstanding leg conn ections, the minimum connection strength (10 kips) specified in Section J1.7 of th e AISC-LRFD Specification (AISC 1999) is not reached before the connection fails. Also, not all wide flange structural shapes allow for extended angle connections when used as gird ers. Many heavier wide flange sections have flanges whose flange width, bf, will not allow for any practical extended connection to be used. In the tables, all design st rength values are provided even though any connection with a strength less than 10 kips cannot be used. The third phase of constr ucting the tables consists of compiling all of the strengths from each limit state and determining the controlling limit st ate. All of these calculations were computed via an Excel Spre adsheet. The tables are categorized by the following criteria: Length of outstanding angle leg Number of bolts in a single row Bolt type (A325/F1852, A490) Connection type (Threads ex cluded (X), included (N), or slip critical (SC)) Angle thickness Bolt diameter Type of bolt hole (STD, OVS, SSLT) The tables display the overall de sign strength of the connections, Rn and the appropriate limit state. Bolt bearing on the b eam and girder webs is not considered in the extended angle design strength tables, and must be checked separately by the designer. 5.2 Extended Tee Table Construction The extended tee tables are developed us ing the same methodology as the single and double angle tables with some exceptions. Tees and angles are si milar in that they both have the same limit states, and that th e controlling limit states always involve the

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34 bolts or the material around the bolts in the case of bolt beari ng. The load is assumed to have a line of action through the girder web which would ecc entrically load the outlying or stem bolts. The supporting member bolts are in a state of direct shear. The tee stem must also be checked for flexural yielding and flexural rupture. Extended tees pose the challenge of dete rmining what eccentricity to use because there are such a wide variety of tee sections. Two approach es are used to calculate the design capacity of an ex tended tee connection: 1. Specify a rational number of eccentricities that cover most cases of extended tee connections, i.e. eccentricities that will extend beyond a majority of girder flanges; 2. Formulate an equation that is a func tion of eccentricity and the number of bolts. The equation gives the appropriate eccentricity coefficient that is used to determine the strength of the connection. 5.2.1 Extended Tee Tables The extended tee design tables are give n in Appendices M through O of this document. The tee tables have a similar format to the angle tables, with some differences. Due to the wide range of tees av ailable, any eccentricity is possible. Using the data from the parametric bay study, a pr actical range of eccentric ities was determined. The range of eccentricities for the tables ranges from 5 inches to 12 inches. This range covers numerous beam-to-girder connections found in commercial steel building design. The designer may also linearly interpol ate between the values of eccentricity. The wide variety of tees also allows fo r a wide range of stem thicknesses. The stem thickness is one of the limiting factors in the design of extended tee connections. The controlling limit state changes depending on the stem thickness. After a certain limiting thickness is reached, the limit state ch anges from a bearing limit state to either a bolt shear or slip critical lim it state. The limiting thickness is equal to the shear or slip

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35 capacity divided by the bearing capacity for a one inch thick tee stem. Therefore, the values given in the tables are in units of eith er kips per inch of tee stem thickness or in kips, depending on the controlli ng limit state. The highlighted rows are in units of kips and have either bolt shear or bolt slip as the controlling limit state depending on the connection type. The unhighlighted rows are in units of kips per inch of tee stem thickness for the bolt bearing limit state. The AISC Specification requires that tees ar e configured so that flexing of the tee accommodates the simple-beam end rotation (AISC 1999). The AISC Manual gives an equation in Part 9 for ma ximum tee stem thickness. in 16 1 2 d tb max s (Eq. 5.1) db = bolt diameter (in.) The tables for extended tees do not check th is requirement for ductility. There is the possibility that because of the extended stem length that this requirement is not applicable. 5.2.2 Extended Tee Equation In order to have a more general solution than the one presented by the extended tee tables, Equation 5.1 has been formulated to determine the design capacity of an extended tee connection. The limit states for an exte nded tee connection alwa ys involve the bolts connecting the tee to the supported member. Therefore, a similar approach to the Ccoefficients given in Chapter 7 in the AISC Manual (2001) has been developed. The formulation involved plotting the IC coefficients for each bolt group (from 2 bolts to 12 bolts). The plots for each group were than curve-fit to determine a general relationship.

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36 0 2 4 6 8 10 12 04812162024283236Eccentricity (in)Eccentricity Coefficient 2-Bolts 3-Bolts 4-Bolts 5-Bolts 6-Bolts 7-Bolts 8-Bolts 9-Bolts 10-Bolts 11-Bolts 12-Bolts Figure 5.1 Eccentricity Coefficients for Tees The curves are logarithmic in nature, but a governing equation could not be determined using all twelve curves. Usi ng the parametric bay study to determine the highest practical shear reaction, the number of curves was reduced from 11 to 7. The excluded curves include those using 9 bolts or above, therefore; the retained curves include only those using be tween 2 and 8 bolts. The re tained curves were bounded between an eccentricity of 5 a nd 16 inches because this was deemed the practical range for extended connections. The reduced set of curves was fit with l ogarithmic curves and from that a general equation was derived: 2 x 1C e ln C IC (Eq. 5.2) Where: IC = instant center coefficient

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37 C1 = first coefficient of number of bolts C2 = second coefficient of number of bolts ex = bolt eccentricity The coefficients were determined by curve fitting the reduced results shown in Figure 5.1. Those results are given in Figure 5.2 shows the new plot with the fitted curves. y = -2.6102Ln(x) + 9.2081 y = -2.1251Ln(x) + 7.3217 y = -1.6339Ln(x) + 5.4909 y = -1.1179Ln(x) + 3.7177 y = -0.659Ln(x) + 2.1403 y = -0.3228Ln(x) + 1.0498 y = -3.0385Ln(x) + 11.036 0 1 2 3 4 5 6 7 468101214161820Eccentricity (in.)Coefficient Series1 Series2 Series3 Series4 Series5 Series6 Series7 Log. (Series6) Log. (Series5) Log. (Series4) Log. (Series3) Log. (Series2) Log. (Series1) Log. (Series7) n=8 n=7 n=6 n=5 n=4 n=3 n = 2 Figure 5.2 Retained Eccentricity Curves The coefficients for the fitted curves from Figure 5.2 are plotted with respect to number of bolts. Figures 5.3 and 5.4 show th e coefficient curves with the fit equations for coefficients C1 and C2. Equations 5.2 and 5.3 give the final expression for coeffiecents C1 and C2, respectively. The coefficients are a function of the number of bolts in the tee stem. Both equations are second order equatio ns and are used to calculate the IC coefficient necessary for a particular connection.

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38 5521 0 n 4018 0 n 0065 0 C2 1 (Eq. 5.3) Where: n = number of bolts in the tee stem y = -0.0065x2 0.4018x + 0.5521 -3.5 -3 -2.5 -2 -1.5 -1 -0.5 0 0123456789Number of Bolts in Tee StemC1 Coefficient Series1 Poly. (Series1) Figure 5.3 Coefficient C1 Curve 4715 1 n 0669 1 n 0637 0 C2 2 (Eq. 5.4) Using Equations 5.1 through 5.3, an instantaneous center coefficient can be calculated. The IC coefficient is multiplied by the least design strength of one bolt; determined by the limit states of either bolt shear strength, bearing strength at the bolt holes, or slip resistance (if th e connection is to be slip cri tical). The design strength is given as Equation 5.5:

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39 y = 0.0637x2 + 1.0669x 1.4715 0 2 4 6 8 10 12 0123456789Number of Bolts in Tee StemC2 Coefficient Intersect Poly. (Intersect) Figure 5.4 Coefficient C2 Curve n 2 x 1 nr C e ln C R (Eq. 5.5) = resistance factor (var ies depending on limit state) Rn = nominal strength of connection rn = nominal strength of one bolt The equation method of determining the design strength for extended tee connection is slightly limited. The equations only apply for the numbe r of bolts in the tee stem ranging from 2 to 8, and the eccentric ity of the load must be between 5 and 16 inches.

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40 CHAPTER 6 DESIGN EXAMPLES 6.1 Extended Double Angle Design Example The following example is intended to show the use of the design tables in the appendices to design an all-bol ted extended double angle connection. The connection to be designed is taken from the results of the parametric bay study. The problem statement is given in the following paragraph. Design the all-bolted double-angle shear connection shown in Figure 6.1. The connection should be designed as an extende d connection. Use A36 material for the connection angles and 3/4 inch diameter A325 bolts. The connection is carrying a factored load of 19 kips which was determined using the parametric bay study spreadsheet provided by AISC (AISC 2003). La stly, draw a detail of the designed connection. Figure 6.1 Plan View of Extende d Double Angle Connection Location

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41 Step 1Design Bolts and Angles Calculate the required length of the outstanding angle leg. Equation 6.1 can be used to determine the necessary outstanding angle length. 5 3 2 b ef a (Eq. 6.1) bf = girder flange width (inches) in 75 6 5 3 2 50 6 ea For this example, ea is equal to 6.75 inches which re quires a 7-inch outstanding angle leg in order to clear the girder and beam flanges. Step 2Select Extended Connection Use the all-bolted extended double angle de sign tables and choose an appropriate connection. Using the tables in Appendix A, a connection can be chosen. A 3-bolt connection using 5/16-inch thick A36 angles will work. kips 19 kips 9 27 Rn (Eq. 6.2) The values given in the tables are for the desi gn strength, therefore; they are compared to the factored loads directly. The controlling limit state is bolt bear ing on the outstanding angle legs which can be seen by the color coding in Appendix A. Step 3-Check supported beam web From Table 10-1 in the AISC Manual, for th ree rows of bolts, beam material of Fy = 50 ksi and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC 2001). This is a bolt bearing limit st ate check on the supported beam web. in 235 0 in / kips 263 Rn (Eq. 6.3) kips 19 kips 8 61

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42 The supported beam web has sufficient strength and because the beam is uncoped that is the only limit state for the beam that needs to be checked. Step 4-Check supporting girder web From Table 10-1 in the AISC Manual, for thr ee rows of bolts and girder material of Fu = 65 ksi (AISC 2001). This is a bolt bearing limit stat e check on the supporting girder web. in 350 0 in / kips 526 Rn (Eq. 6.4) kips 19 kips 184 The detailed connection is summarized in Figure 6.2 Figure 6.2 Extended Double Angle Detail Step 5-Design Standard Connection

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43 The design of the standard double angl e connection is checked by MathCAD worksheets (Green et al. 2001). The connection requires three 3/4-inch diameter bolts, in order for the angle to be greater th an half the T-depth of the beam. kips 19 kips 8 42 Rn (Eq. 6.5) The controlling limit state is bolt bearing on the outstanding leg. The detail for the connection can be seen in Figure 6.3. Figure 6.3 Standard Double Angle Detail 6.2 Extended Single Angle Design Example The following example is intended to show the use of the design tables in the appendices to design an all-bol ted extended single angle conn ection. The connection to be designed is taken from the results of the parametric bay study. The problem statement is given in the following paragraph. Design the all-bolted single -angle shear connection s hown in Figure 6.4. The connection should be designed as an extende d connection. Use A36 material for the

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44 connection angles and 3/4 inch diameter A325 bolts. The connection is carrying a factored load of 50 kips, which was de termined using the parametric bay study spreadsheet provided by AISC (AISC 2003). Lastly, draw a detail of the designed connection. Figure 6.4 Plan View of Extende d Single Angle Connection Location Step 1-Design Bolts and Angle First calculate the required lengt h of the angle. Equation 6.1 can be used to determine the necessary outstanding angle length. in 02 7 5 3 2 04 7 ea (Eq. 6.6) For this example, ea is equal to 7.02 inches whic h requires a 7-inch outstanding angle leg in order to clear the girder and beam flanges. Step 2-Select Extended Connection

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45 Use the all-bolted extended single angle design tables and choose an appropriate connection. Using the tables in Appendix G, a connection can be chosen. A 6-bolt connection using a 3/8-inch thick A36 angle will work. kips 50 kips 2 58 Rn (Eq. 6.7) Step 3-Check supported beam web From Table 10-1 in the AISC Manual, for six rows of bolts, beam material of Fy = 50 ksi and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC 2001). in 395 0 in / kips 526 Rn (Eq. 6.8) kips 50 kips 208 The supported beam web has sufficient strength and because the beam is uncoped that is the only limit state for the beam that needs to be checked. Step 4-Check supporting girder web From Table 10-1 in the AISC Manual, for six rows of bolts and girder material of Fy = 50 ksi and Fu = 65 ksi using half the value because this is a single angle connection (AISC 2001) in 430 0 in / kips 1050 2 1 Rn (Eq. 6.9) kips 50 kips 226 The detailed connection is summarized in Figure 6.5

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46 Figure 6.5 Extended Single Angle Detail Step 5-Design Standard Connection The design of the standard single an gle connection is checked by MathCAD worksheets (Green et al. 2001). The connecti on requires only four 3/4-inch diameter bolts, but the beam must be coped top and bo ttom in order to fit within the girder Tdimension. kips 50 kips 6 63 Rn (Eq. 6.10) The controlling limit state is bolt shear on the outstanding leg. The detail for the connection can be seen in Figure 6.6.

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47 Figure 6.6 Standard Single Angle Detail 6.3 Extended Tee Design Example The following example is intended to show the use of the design tables in the appendices to design an allbolted extended tee connection. The connection to be designed is taken from the results of the para metric bay study. The problem statement is given in the following paragraph. Design the all-bolted tee sh ear connection shown in Fi gure 6.7. The connection should be designed as an extended connection. Use A992 material for the tee and 3/4 inch diameter A325 bolts. The connection is carrying a factored load of 19 kips which was determined using the parametric ba y study spreadsheet pr ovided by AISC (AISC 2003). Lastly, draw a detail of the designed connection

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48 Figure 6.7 Plan View of Ex tended Tee Connection Location Step 1-Design Bolts and Tee Calculate the required depth of the tee. Equation 6.1 can be used to determine the necessary outstanding tee depth. in 50 6 5 3 2 00 6 ea (Eq. 6.11) For this example, ea is equal to 6.5 inches which requires a 7-inch deep tee in order to clear the girder and beam flanges. Step 2-Select Extended Connection Use the all-bolted extended tee design tabl es and choose an appropriate connection. Using the tables in Appendix M, a connecti on can be chosen. Choose a WT6x25, for this connection. Now the stem thickness needs to be checked in order to determine which row on the design table to use. The stem thickness for a WT6x25 is 0.37 inches,

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49 therefore; use the highlighted row because the stem thickness is greater than the limiting thickness of 0.36 inches. Assu me the eccentricity to be 7 inches to be conservative. kips 19 kips 0 24 Rn (Eq. 6.12) Step 3-Check supported beam web From Table 10-1 in the AISC Manual, for f our rows of bolts, beam material of Fy = 50 ksi and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC 2001). in 230 0 in / kips 409 Rn (Eq. 6.13) kips 19 kips 0 94 The supported beam web has sufficient strength and because the beam is uncoped that is the only limit state for the beam that needs to be checked. Step 4-Check supporting girder web From Table 10-1 in the AISC Manual, for four rows of bolts and girder material of Fy = 50 and Fu = 65 ksi (AISC 2001) in 300 0 in / kips 819 Rn (Eq. 6.14) kips 19 kips 246 The connection is summarized in Figure 6.8 Step 5-Design Standard Connection The design of the standard tee connection is chec ked by MathCAD worksheets (Green et al. 2001). The conn ection requires only three 3/4-in ch diameter bolts, but the beam must be coped kips 19 kips 1 39 Rn (Eq. 6.15)

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50 The controlling limit state is bolt bearing on the tee stem. The detail for the connection can be seen in Figure 6.9. Figure 6.8 Extended Tee Detail Figure 6.9 Standard Tee Connection

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51 CHAPTER 7 FINITE ELEMENT ANALYSIS 7.1 Introduction This chapter presents the results of a finite element study that was conducted on a single angle bolted connection where the protruded leg of the angle extended beyond the flange of the supporting girder The behavior of the exte nded connection was compared to that of a standard equal leg angle connect ion that would be used in a coped beam to girder connection. The finite element m odel consisted of three main parts: the connection angle, bolts and a portion of the supporting girder web. Each of these parts was modeled with three-dimensional (3D) solid elements. Additionally, the contact surface between connected elements, e.g. angle and girder web were modeled. The finite element model incorporat ed the effects of material and geometric nonlinearity as well as including the effect of initial bolt pr etension on the overall connection behavior. The finite element analysis was carried out using the latest commercially available ADINA finite element software package, Version 8.1 (ADINA 2003). This finite element package has the capability to m odel complex phenomena such as contact problems, initial stresses, non-linear material and geometric behavi or as well as dynamic analysis. The user inputs the geometry as a 3D model drawn in a Computer Aided Design (CAD) environment. Then, after spec ifying the desired type of element(s) and mesh density, the program automatically ge nerates an optimal finite element mesh. Once the analytical model is generated th e analysis results can be presented in numerous graphs and plots show ing critical behaviors that are identified such as the

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52 applied load-vertical tip displacement beha vior and the effectiv e stresses occurring throughout the model. The basic finite elem ent model was created where the position of the bolt line in the in-plane angle leg corresponded to th at of a standard coped beam to girder connection. The finite element m odel was then modified by adding additional elements to the in-plane angle leg to account for the bolt line being located further away from the girder web. This model represen ted the protruded angl e leg of an extended connection where the supported beam would not need to be coped prior to being connected to the supporting girder. The materi al strengths used in the models for the structural shapes consisted of both A36 and A572 Gr. 50 steel. Therefore, the material steel strength was considered a model parameter. The finite element analysis results for the various models are compared as well as to the current design procedures that are in the AISC Manual of Steel Construction (AISC 2001). 7.2 Finite Element Model Development 7.2.1 FE Discretization for Angle Three-dimensional (3D) solid elements were utilized to model the angle section. These elements are 8-node elements as described in the ADINA Theory and Modeling Guide (ADINA 2003). Each node in the soli d element has three master degrees of freedom: X-translation, Y-tran slation, and Z-translation. The basic finite element mesh for the angle contained 5830 solid elements and 6320 nodes. The angle mesh detail is shown in Figure 7.1. The angle section used in the basic model represented a L3 x 3 x 5/16 and was 9 inches long. This length was chosen since it is representative of a standard three-bolt shear conne ction with 1 in. edge spac ing and 3 in. center-to-center spacing of the bolts. The 3 inch protrude d leg in the basic model was extended to 5 inches in the modified finite element model.

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53 The basic and modified models were de veloped for a three-bolt connection. A standard bolt hole diameter was used in each of the models and consisted of holes that had a 0.8125 inch diameter fo r inch diameter bolts. Following a convergence study of the contac t problem between the bolts and the bolt holes, it was determined that four elemen ts would be necessary through the thickness of the angle leg (Wheeler et al. 2000). Si nce there were no bolt holes modeled in the protruded leg, only two elements were used through the thickne ss in order to decrease the number of elements used in the finite elem ent mesh of the angle (Mao et al. 2001). A convergence study was also carried out to determine the required element size to be used to model the angle section. Three mesh sizes a coarse, fine, and extra fine mesh were created with average element si zes of 0.4, 0.3, and 0.2 inches, respectively, along the top and bottom edges of the angle. It was de termined, from the convergence study, that it would be necessary to use the extra fine mesh in modeling the angle section. Therefore, with this mesh size thirty elements were generated around the circumference of each of the bolt holes. 7.2.2 FE Discretization for Girder Modeling of the supporting girder was simp lified to that of modeling its web in order to decrease the number elements used in the overall finite element model. Threedimensional (3D) solid elements were utilized to model the web of the girder, the same type of elements used to mode l the angle section. The basic finite element mesh for the girder web contained 5296 solid elemen ts and 5834 nodes. The girder web was constructed as a plate with a width of 5 in ches, height of 11 inch es and a thickness of 5/16 inches. The mesh detail is shown in Figure 7.1.

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54 Three bolt holes were modeled in the web of girder to corre spond with the three bolt holes in the angle. The diameter of these bolt holes was also 0.8125 inches. Following the same convergence study of the contact problem between the bolts and the bolt holes, it was determined that four elemen ts would be required through the thickness of the girder web. Similar to the angle mesh convergence st udy, three different element sizes were considered for the girder web mesh. The av erage element sizes that were evaluated had dimensions of 0.4, 0.3 and 0.25 inches. Base d on the results of th e study, the 0.25 inch element size was chosen for the girder web me sh. Also, in order to match the mesh of the angle section that was connected to the web of the girder, thirty elements were generated around the circumferen ce of each of the bolt holes. 7.2.3 FE Discretization for Bolts High strength structur al ASTM A325 and A490 bolts we re included as part of the finite element model. The two types of bolts were each modeled in a similar fashion, the only difference being their materi al behavior. Depending on th e type of bolt used in the model, a minimum pretension c ould be applied to the bolt in accordance with the AISCLRFD Specification (AISC 1999). Three-dimensional (3D) solid elements were utilized to model each of the three bolts. These elem ents were 8-node elements as described in the ADINA Theory and Modeling Guide (ADI NA 2003) with three master displacement degrees of freedom per node. The basic finite element mesh for the three bolts included 10251 elements and 11685 nodes. The bolt me sh detail is shown in Figure 7.1. The diameter of each bolt that was modele d was inch while the diameter of each bolt head was 1 inch. In addition to the bolt and the bolt head being modeled, the nut was also included as part of the finite el ement model. Along the body of the bolt, eight

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55 elements were modeled in order to match th e four elements thr ough the thickness of the angle leg and the other four elements through the thickness of the girder web. Four elements were generated through the thickness of the bolt head and the nut. In order to match the angle and girder web mesh, thirty elements were cons tructed around the body of the bolt, the bolt head and the nut. 7.3 FE Model Contact Conditions A contact condition can be specified in ADINA to model the contact behavior between solid elements and other structural elem ents such as the truss, beam, shell, plate and pile elements. Since only 3D solid elemen ts were utilized in the model, the contact group that was used in the model was the 3D cont act group. In this ty pe of contact group, one of the two contact surfaces that formed is called the contactor su rface and the other is called the target surface. Duri ng the loading of the finite element model the two contact surfaces are expected to come into contact and become a contact pair. All parts of the bolted-bolted shear conn ection are connected to each other through the contact condition. When the applied load fr om the beam is imparted to the angle, the angle begins to displace which then causes it to come into contact with the bolts. The displacement of the outstanding leg of the angle in turn then causes the bolts to come into contact with the girder. When the bolts are also pretensione d, the bolt heads are brought into contact with the in -plane leg of the angle, the nuts are brought into contact with the girder web and the facing elements of the in-plane angle leg and the girder web are brought into contact prio r to the load being a pplied to the model. The contact surfaces as described above were defined as surfaces that were initially in contact or were anticipated to come into contact by the pretensi oning of the bolts or during the application of the lo ad. In order to avoid an ove rconstrained analysis problem

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56 that is caused when a contactor node belongs to more than one contact surface in a contact group, a total of 36 surfaces, divided to 8 contact groups, and 20 contact pairs were constructed as part of the overall fini te element model. These contact groups and contact conditions are described in Tables 7.1 and 7.2 as follows: Table 7.1-Finite Element Model Contact Group Descriptions Contact Group No. Contact Description 1 Contact surface between the in-pla ne angle leg and the girder web(a) 2 Contact surface between the bolt he ads and the in-plane angle leg 3 Contact surface between th e nuts and the girder web 4 Contact surface between the shank of the bolts and the holes in the inplane leg of the angle(a) 5 Contact surface between the shank of the bolts and the holes in the web of the girder(c) 6 Contact surface between the in-pla ne angle leg and the girder web 7 Contact surface between the shank of the bolts and the holes in the inplane leg of angle(b) 8 Contact surface between the shank of the bolts and the holes in the web of the girder(b) Notes: (a)The contact surface between the in-plane leg and the girder web was divided into group numbers 1 and 6 (b)Contact surface between the sh ank of the bolts and the hol es in the in-plane leg of the angle was divided into group numbers 4 and 7 (c)Contact surface between the sh ank of the bolts and the holes in the web of the girder was divided into group numbers 5 and 8

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57 Table 7.2Finite Element Model Contact Surface, Pair, and Group Interactions Contact Surface Number Contact pair Contact Groups Number Position of Faces Number Target Surface Contactor Surface Group 1 1 Face #12 on Body #4 1 2 1 2 Face #12 on Body #6 Group 2 1 Face #11 on Body #4 1 2 1 2 Face #6 on Body #8 2 3 1 3 Face #6 on Body #7 3 4 1 4 Face #6 on Body #9 Group 3 1 Face #11 on Body #6 1 1 2 2 Face #5 on Body #8 2 1 3 3 Face #5 on Body #7 3 1 4 4 Face #5 on Body #9 Group 4 1 Face #1 on Body #4 1 4 1 2 Face #2 on Body #4 2 5 2 3 Face #6 on Body #4 3 6 3 4 Face #7 on Body #8 5 Face #7 on Body #7 6 Face #7 on Body #9 Group 5 1 Face #9 on Body #6 1 1 4 2 Face #7 on Body #6 2 2 5 3 Face #10 on Body #6 3 3 6 4 Face #4 on Body #8 5 Face #4 on Body #7 6 Face #4 on Body #9 Group 6 1 Face #12 on Body #6 1 1 2 2 Face #6 on Body #2 Group 7 1 Face #10 on Body #4 1 4 1 2 Face #7 on Body #4 2 5 2 3 Face #9 on Body #4 3 6 3 4 Face #4 on Body #8 5 Face #4 on Body #7 6 Face #4 on Body #9 Group 8 1 Face #6 on Body #6 1 1 4 2 Face #2 on Body #6 2 2 5 3 Face #1 on Body #6 3 3 6 4 Face #7 on Body #8 5 Face #7 on Body #7 6 Face #7 on Body #9

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58 Tables 7.1 and 7.2 describe the detailed interactions that occurred in the finite element analysis. Table 7.1 gi ves the general description of the eight contact groups that were included in the model. Table 7.2 gives the detailed interactions between the three main components that were included in the model and are called Bodies. The girder web included two Bodies that were numbered 3 and 6. The angle include d five Bodies that were numbered 1, 2, 4, 5 and 10. The bolts included three Bodies that corresponded to the three bolts that numbered 7, 8 and 9. If no contact pair number s given in the table that means that these two surfaces did not come into contact during the analysis. ADINA has a library of simple Bodies contained within ADI NA-M that can be specified for contact problems. If the Body is of a complex nature it needs to be modeled by the user. In the bolted-bolted beam-to-gird er finite element model that was created only Body numbers 1 and 3 were taken fr om the ADINA-M library. The other Body numbers were more complex and had to be developed from the simple Body definitions provided in the software. For these re maining complex Bodies, ADINA assigned Face numbers to each Body (e.g. the simple block Body has six Faces that are assigned Face numbers 1 through 6). ADINA automatically assigned Face numbers to each complex Body that was modeled such as the bolt shanks or the in-plane leg of the angle having three bolt holes. Only th rough direct observation of th e graphical ADINA output could the automatically assigned Face numbers be identified. An important distinction betw een a contactor surface and a target surface is that in the converged finite element so lution, the material overlap at the contactor nodes is zero while the target nodes can overlap the c ontactor body (Bathe and Chaudhary 2000). Therefore, the surfaces in the angle holes we re formed as a contactor surface while the

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59 surfaces on the bolts that are in contact with the angle holes were formed as the target surface. On the other hand, th e surfaces on the bolts that are in contact with the girder web were assigned as the contactor surfaces wh ile the surfaces in the girder web holes were denoted as the target surface. The model of the connection with pretensi oned bolts meant that there was friction between the in-plane leg of angle and the gi rder web. This friction along the contact surface was handled in the model by assigni ng a compression force that acts on each contactor node and that node is allowed to kinematically s lide along the target segments generating a tangential force that is equal to the Coulomb fricti on force (ADINA 2003). In ADINA, the user only has to input a C oulomb friction coefficient in the model definition of the contact group where it is to be considered and then the program automatically determines the tangential force from the compression force based on the following equation: n tT T (Eq. 7.1) Where: Tt = Tangential force Tn = Normal force = Coulomb friction coefficient In the finite element model that was crea ted only the friction between the in-plane leg of angle and the girder web was consider ed. The Coulomb friction coefficient that was assumed for this frictional contact was = 0.2. The frictiona l contact between the bolt heads to the in-plane angle leg as well as the nuts to the girder web was not considered. This modeling assumption was made since these contact surfaces had a

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60 much smaller surface area than that of the in -plane angle leg being in contact with the girder web. This assumption also helped to decrease the analysis run time and the number of iterations that necessary for each time step to converge. 7.4 FE Model Initial Conditions The three-bolt connection was pretensioned to assure that the le g of the angle was brought into firm contact with th e web of the girder before the vertical load was applied. In order to accomplish this in the finite elemen t model, an initial stress was applied to the bolts to create the pretension. Follo wing the ADINA-Theory and Modeling Guide (ADINA 2003), the initial stre ss could be done by three di fferent methods: nodal initial strain, element initial strain or directly applying a pressure lo ad. The direct pressure load application method was selected because it was easy to apply and the magnitude of the specified pressure load could be changed. Furthermore, the method accurately reflected the behavior of the bolts when they are pr etensioned, i.e. only the body of the bolt had a pretension load, not the bolt heads or nuts. In order to generate the bolt pretension, a pressure load was simultaneously applied at each bolt head and nut. The pressure load th at was applied to the inch diameter bolts in the finite element model was 10 ksi. This initial condition was established in the first step of the analysis. After that, in the second step, the pretension load was omitted and the external vertical load was incrementally applied. 7.5 FE Model Applied Loading A static analysis solution scheme wa s performed using ADINA on the finite element model. This type of solution does not include time depende nt effects, so the specified time step increment in the progr am was used to define the increment or intensity of each load step incr ement. In order to ensure convergence was achieved in the

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61 solution, the number of time steps needed to be small and it was typical for the analysis runs to use more than 350 time steps in each case. The finite element model loading was car ried out in two steps: Step 1 was described in Section 7.4 where a pretension load was generated in the bolts, and Step 2 is described in this section where the external ve rtical load was applied to the model. The vertical shear load was a pplied incrementally from zer o until a maximum value was reached. This maximum load indicated that the bolted-bolted connection had reached its ultimate load-carrying capacity. The vertical shear load was transmitted fr om the beam into the connection angle through the three bolts attaching it to the protruded leg. Th ese three bolts were modeled as three load groups and each group consisted of six single loads as shown in Figure 7.2. The locations of where the vertical loads we re applied were determined from the usual geometry of where the bolt holes would have been if they had been modeled. These locations in the protruded leg were at a horiz ontal distance of 2 inches from the heel of the 3 inch angle leg and 3 inches fr om the heel of the 5 inch angle leg. 7.6 FE Model Boundary Conditions There were two types of boundary conditions ut ilized in the model. The first type of boundary condition was placed on the vertical edges of the girder we b. Recall that its model definition consisted of 8-node, 3D solid elements with three master degrees of freedom at each node (X-, Yand Z-transla tion). To simulate a fixed type boundary condition, all the nodal translational degrees of freedom were fixed along these edges which were away from the portion of the web where the angle was attached. This boundary condition was generated along the two edge s of the girder web that are parallel to the Z-axis as shown in Figure 7.3.

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62 The second boundary condition was placed on th e protruded angle leg. In a real bolted-bolted connection this pr otruded leg would be connected to the web of a beam, but since this web was not modeled, a boundary co ndition was imposed to simulate this part of the connection. The inhere nt stiffness in the connection between the web of the beam and the protruded angle leg woul d restrain this part of the connection from twisting or moving in the X-direction. Th erefore, the X-direction move ment of the angle was fixed through the use of a boundary condition imposed on every node that made up the exterior face of the protruded angle leg. This bounda ry condition can be seen in Figure 7.3. 7.7 FE Model Material Behavior The inelastic material behavior of the angl e, girder web and bolts were considered in the finite element model development. Two steel material types, A36 (ASTM 2003?) and A572 Gr. 50 (ASTM 2003?) were assigned to the angle while only one type of steel material, A572 Gr. 50 was assigned to the gi rder web. Again, there were two steel material types assigned to the bolts – either A325 (ASTM 2003?) or A490 (ASTM 2003?). No material coupon tests or bolt test s were conducted for th is project so it was decided that a reasonable way to incorporate the inelastic behavior of the steel materials was to treat each type as having a bi-lin ear stress-strain curve (Salmon and Johnson 1996). Regardless of the type of steel materi al, the Modulus of Elas ticity, E, was defined as having a value of 29,000 ksi. The stressstrain relationships provided in the ADINA FE models for the A36 steel, A572 Gr. 50 st eel, A325 bolt steel a nd A490 bolt steel are given in Figures 7.4 through7.7. All of the ma terial bi-linear curves are comprised of two straight line segments. The first portion represents the el astic behavior and goes from zero to a point defined by th e yield strain and the corresponding yield stress of the material, ( y y). The second portion represents the inelastic behavior of the material.

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63 This part of the stress-strain curve starts at ( y y) and is terminated at a point defined by the ultimate strain and the corresponding ultimate tensile st rength of the material, ( u u). It was felt that this leve l of strain would not be exceeded in any of the analyses so the stress-strain curves did not need to be extended any further than that provided. Table 7.3 FE Model Steel Material Properties ASTM Designation Yield Stress, y (ksi) Ultimate Tensile Strength, u (ksi) A36 36 58 A572 Gr. 50 50 65 A325 80 100 A490 100 120 Finally, the steel materials for the angle a nd girder web along w ith the different bolt types were arranged into groups and analyzed as shown in the Table 7.4. Table 7.4 FE Model Material Groups Angle Girder Web Bolt Group I A36 A572 A490 Group II A36 A572 A325 Group III A572 A572 A490 7.8 FE Analysis Results The results from each FE model were post-processed through ADINA-Plot, a branch of the ADINA finite element softwa re package, Version 8.1 (ADINA 2003). In order to compare the analysis results from different model configurations a consistent approach to the data would need to be taken. It was decided that th e best way to do this would be to either: 1) Plot the incremental applied load versus the tip deflection of the protruded angle leg from differe nt FE models; or 2) Plot the incremental applied load versus the end rotation of the protruded angl e leg from different FE models. The end rotation of the leg was calculated from the displacement results taken at two nodes on the

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64 toe of the protruded leg. The first node was located at the top corner and the second node was located at the bottom corner of the prot ruded leg. The node numbers from the two different geometric models that were used to determine the end rota tion of the angle leg are shown in the Table 7.5. Table 7.5 Corner Node Numbering Model Description Top Corner Node Bottom Corner Node 3 in. Protruded Leg Model 24703 22556 5 in. Protruded Leg Model 27719 22591 The end rotation, of the protruded leg from each analysis result was calculated using the following the equation: top bottom bottom topZ Z in 9 Y Y (Eq. 7.2) Where: Ytop = Displacement of the top corner node in the Y-axis Ybottom = Displacement of the bottom corner node in the Y-axis Ztop = Displacement of the top corner node in the Z-axis Zbottom = Displacement of the bottom corner node in the Z-axis 9 in. = Length of the angle It was necessary to take into account both th e Y-axis displacement as well as the Z-axis displacement in the calculation of end rota tion since the protrude d angle leg did not deform solely in its own plane. Figure 7.8 shows the load vs. displacement results of the Material Group I finite element model with a 5 inch protruded leg where the maximum displacements reached 0.36 and 0.23 inches in the Yand Z-axis, respectively when the maximum applied load reached 34.8 kips. This occurred at time step = 193.

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65 The applied load vs. end rotation was co mpared for two Material Group I models that only differed in the length of the prot ruded angle leg (see Fi gure 7.9). The model with the 3 inch protruded leg converged at time step = 277, corresponding to a maximum applied load of 49.9 kips and an e nd rotation of 0.054 rad. The model with the 5 inch protruded leg converged at time st ep = 193, corresponding to a maximum applied load of 34.8 kips and an end rotation of 0.053 rad. The next applied load vs. end rotation comparison that was made evaluated the results from the Material Group I (A490 bolts ) and II (A325 bolts) mode ls. The length of the protruded angle leg in each model was 5 inches. The model with the A325 bolts reached a convergence limit when time step = 194, corresponding to a maximum applied load of 35.0 kips and an end rotation of 0. 058 rad. In comparison, the model with the A490 bolts converged at time step = 193, co rresponding to a maximum applied load of 34.8 kips and an end rotation of 0.053 rad. The results of this comparison are shown in Figure 7.10. The last applied load vs. end rotation comparison that was made evaluated the results from the Material Group I (A36 angl e) and III (A572 Gr. 50 angle) models. The length of the protruded angle leg in each model was 5 inches. The model with the A36 steel angle reached a conve rgence limit when time step = 193, corresponding to a maximum applied load of 34.8 kips and an e nd rotation of 0.053 rad. In comparison, the model with the A572 Gr. 50 stee l angle converged at time step = 240, corresponding to a maximum applied load of 43.2 kips and an e nd rotation of 0.066 rad. Figure 7.11 shows the comparison between these two analysis results.

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66 Figures 7.12 and 7.13 are smoothed effec tive stress plots showing the change in model behavior from the initial time step to the final time step, respectively of the analysis run with Material Gr oup I and a 3 inch protruded angle leg. At time step = 1.000 there was no externally applied load, only the pretension in the bolts. The maximum smoothed effective stress was appr oximately 14 ksi and that was fairly uniform between the angle, girder web and th e bolts. At time step = 193, the maximum smoothed effective stresses were 65.78 ksi in the angle, 88.14 ksi in the girder web and 132.6 ksi on the bolt shank. The critical stre ss occurred at the locati on of the top hole in the angle leg. This would correspond to reac hing a limit state of bolt bearing on the angle material which is the same limit state that would have been found if using the design tables in the Appendices. Figures 7.14 and 7.15 show the maximu m smoothed effective stress plots for analysis runs with Material Groups II and III, respectively and a 3 inch protruded angle leg. For Material Group II (time step = 194) these stresses were 70. 05 ksi in the angle, 88.11 in the girder web and 98.30 ksi on the bolt shank. For Material Group III (time step = 240) these stresses were 78.91 ksi in the angle, 99.95 ksi in the girder web and 136.8 ksi on the bolt shank. In each case the maximum stress occurred at one of the bolt hole locations indicating that a limit state of bolt bearing was reached. One more comparison was made between all the models previously discussed and a new model where the boundary condition along th e vertical edges of the girder web was changed from being fixed to that of being pi nned. Figure 7.16 show s the applied load vs. end rotation behavior of the new model compared to all the previous results. The pinned boundary condition has a marked influence on th e rotational behavior of the connection

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67 whereas the strength of the connection only changed sligh tly. A convergence limit was reached in the analysis of th is model at time step = 207, co rresponding to an applied load of 37.2 kips and a maximum end rotation of 0.129 rad. Again, the maximum stresses occurred at the top bolt hole location, but now it was bolt bearing on the girder web.

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68 Figure 7.1 FE Model Element Meshing

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69 Figure 7.2 FE Model Applied Loading

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70 Figure 7.3 FE Model Boundary Conditions

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71 Stress-Strain Curve 0.0 36.0 58.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 0.0000.0500.1000.1500.200 StrainStress (ksi) Stress Figure 7.4 Bi-linear Stress-Strain Curve for A36 Steel Material Stress-Strain Curve 0.0 50.0 65.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 0.0000.0500.1000.1500.200 StrainStress (ksi) Stress Figure 7.5 Bi-linear Stress-Strain Curve for A572 Gr. 50 Steel Material

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72 Stress-Strain Curve 0.0 100.0 80.0 0.0 20.0 40.0 60.0 80.0 100.0 120.0 0.0000.0500.1000.1500.200 StrainStress (ksi) Stress Figure 7.6 Bi-linear Stress-Stra in Curve for A325 Bolt Material Stress-Strain Curve 0.0 120.0 100.0 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 0.0000.0500.1000.1500.200 StrainStress (ksi) Stress Figure 7.7 Bi-linear Stress-Stra in Curve for A490 Bolt Material

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73 Load-Displacement Curve0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0.0000.0500.1000.1500.2000.2500.3000.3500.400Displacement (in.)Load (Kip) Z Displacement Y Displacement Figure 7.8 Applied Load vs. Horizontal Zand Vertical YTip Displacement of FE Model with 5 in. Protruded A ngle Leg and Material Group I Load-Rotation Curve0.0 10.0 20.0 30.0 40.0 50.0 60.0 00.010.020.030.040.050.06 Rotation (rad)Load (Kip) 5in Protruded Leg 3.5in Protruded Leg Figure 7.9 Comparison of Applied Load vs. E nd Rotation Curves for FE Models with 3.5 and 5 in. Protruded Legs and Material Group I

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74 Load-Rotation Curve0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 00.010.020.030.040.050.060.07 Rotation (rad)Load (Kip) A490 Bolt Used A325 Bolt Used Figure 7.10 Comparison of Applied Load vs. End Rotation Curves for FE Models with A325 and A490 Bolts and 5 in. Protruded Leg Load-Rotation Curve0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 00.010.020.030.040.050.060.07 Rotation (rad)Load (Kip) A36 Angle Used A572 Angle Used" Figure 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

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75 Figure 7.12 Effective Stress Plots of the Si ngle Angle, Bolts and Girder Web for the FE Model with 3.5 in. Protruded Leg and Material Group I, Time Step = 1.000

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76 Figure 7.13 Effective Stress Plots of the Si ngle 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)

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77 Figure 7.14 Effective Stress Plots of the Si ngle 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)

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78 Figure 7.15 Effective Stress Plots of the Si ngle 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)

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79 Load-Rotation Curve0.0 10.0 20.0 30.0 40.0 50.0 60.0 00.020.040.060.080.10.120.14 Rotation (rad)Load (Kip) Model 1 Model 2 Model 3 Model 4 Pin-Boundary Figure 7.16 Comparison of Applied Load vs. E nd Rotation Curves for Material Groups I, II and III with Fixed Girder Web Bo undary Conditions and Material Group III with Pinned Girder Web Boundary Conditions

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80 CHAPTER 8 SUMMARY AND CONCLUSIONS Extended all-bolted double angle, single a ngle, and tee connections are a viable alternative to standard shear connections with coped beam s. The connections have a limited range of applicability, but in low-rise commercial buildings with lightly loaded bays, an extended connection will be econom ical. The connections require no new construction methods or mate rial, so they can be put to use immediately. The introduction of longer leg or higher yield stre ngth will increase the range where extended all-bolted connections can be used. The tables located in the appendices of th is document are considered reliable for design use. The methods that are used to tabulate them ar e all based on sound theory and mechanics. It is recommended that before extended all-bolted conn ections are introduced into common practice that some confirmato ry laboratory testing be conducted. The results from this testing may require modi fications to the assumptions made in the calculation of the design tables. Also, more testing is recommended in th e area of beam-to-girder connections. Almost all previous research is oriented towards beam-to-column connections. The behavior of a beam-to-girder connection will al most certainly vary somewhat from that of a beam-to-column connection. Beam-to-girder connections are usually made to the web of the girder and the web of the beam wh ile beam-to column connections connect the column flange to the beam girder. The stiffnesses between the girder web and the column flange vary. This may affect the overall connection behavior This insight may

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81 help with the design of extended connections Also, the differences between two-sided connections as with interior girders where th ere is one connection on either side of the girder web, and one-sided connections to sp andrel girders should be considered during the testing of beam-to-girder connections. The design of extended all-bol ted double angle, single an gle, and tee connections must be carefully considered. The designer should understand the theory and mechanics that are involved in the design of these conn ections. The tables located in the appendices section are only tools and de signers should use their best judgment when selecting the type of connection to be specified..

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82 APPENDIX A 3/4-INCH DIAMETER ALL-BO LTED A36 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix A are al l-bolted double angle connections. The angles are A36 angles using either A325/ F1852 or A490 3/4-inch diameter bolts.

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83 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 14.9 17.3 17.3 X 14.9 17.9 21.6 STD 11.3 11.3 11.3 OVS 9.7 9.7 9.7 SC Class A SSLT 9.7 9.7 9.7 STD 14.9 17.2 17.2 OVS 13.8 14.6 14.6 A325/ F1852 SC Class B SSLT 14.6 14.6 14.6 N 14.9 17.9 21.6 X 14.9 17.9 23.9 STD 14.2 14.2 14.2 OVS 12.0 12.0 12.0 SC Class A SSLT 12.0 12.0 12.0 STD 14.9 17.9 21.5 OVS 13.8 16.6 18.2 2 3/4 6 A490 SC Class B SSLT 14.9 17.9 18.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 33.3 38.6 38.6 X 33.3 40.0 48.3 STD 25.3 25.3 25.3 OVS 21.6 21.6 21.6 SC Class A SSLT 21.6 21.6 21.6 STD 33.3 38.4 38.4 OVS 30.9 32.6 32.6 A325/ F1852 SC Class B SSLT 32.6 32.6 32.6 N 33.3 40.0 48.3 X 33.3 40.0 53.4 STD 31.6 31.6 31.6 OVS 26.9 26.9 26.9 SC Class A SSLT 26.9 26.9 26.9 STD 33.3 40.0 48.0 OVS 30.9 37.1 40.7 3 3/4 6 A490 SC Class B SSLT 33.3 40.0 40.7

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84 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 57.7 66.7 66.7 X 57.7 69.2 83.5 STD 43.8 43.8 43.8 OVS 37.3 37.3 37.3 SC Class A SSLT 37.3 37.3 37.3 STD 57.7 66.4 66.4 OVS 53.5 56.4 56.4 A325/ F1852 SC Class B SSLT 56.4 56.4 56.4 N 57.7 69.2 83.5 X 57.7 69.2 92.3 STD 54.7 54.7 54.7 OVS 46.6 46.6 46.6 SC Class A SSLT 46.6 46.6 46.6 STD 57.7 69.2 83.0 OVS 53.5 64.2 70.5 4 3/4 6 A490 SC Class B SSLT 57.7 69.2 70.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 84.4 97.6 97.6 X 84.4 101.3 122.2 STD 64.2 64.2 64.2 OVS 54.6 54.6 54.6 SC Class A SSLT 54.6 54.6 54.6 STD 84.4 97.1 97.1 OVS 78.3 82.6 82.6 A325/ F1852 SC Class B SSLT 82.6 82.6 82.6 N 84.4 101.3 122.2 X 84.4 101.3 135.1 STD 80.1 80.1 80.1 OVS 68.2 68.2 68.2 SC Class A SSLT 68.2 68.2 68.2 STD 84.4 101.3 121.4 OVS 78.3 93.9 103.2 5 3/4 6 A490 SC Class B SSLT 84.4 101.3 103.2

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85 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 112.8 130.5 130.5 X 112.8 135.4 163.3 STD 85.7 85.7 85.7 OVS 73.0 73.0 73.0 SC Class A SSLT 73.0 73.0 73.0 STD 112.8 129.8 129.8 OVS 104.6 110.3 110.3 A325/ F1852 SC Class B SSLT 110.3 110.3 110.3 N 112.8 135.4 163.3 X 112.8 135.4 180.5 STD 107.1 107.1 107.1 OVS 91.1 91.1 91.1 SC Class A SSLT 91.1 91.1 91.1 STD 112.8 135.4 162.3 OVS 104.6 125.5 137.8 6 3/4 6 A490 SC Class B SSLT 112.8 135.4 137.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 142.6 164.9 164.9 X 142.6 171.1 206.4 STD 108.4 108.4 108.4 OVS 92.3 92.3 92.3 SC Class A SSLT 92.3 92.3 92.3 STD 142.6 164.1 164.1 OVS 132.2 139.4 139.4 A325/ F1852 SC Class B SSLT 139.4 139.4 139.4 N 142.6 171.1 206.4 X 142.6 171.1 228.1 STD 135.3 135.3 135.3 OVS 115.1 115.1 115.1 SC Class A SSLT 115.1 115.1 115.1 STD 142.6 171.1 205.1 OVS 132.2 158.7 174.2 7 3/4 6 A490 SC Class B SSLT 142.6 171.1 174.2

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86 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 172.1 199.0 199.0 X 172.1 206.5 249.0 STD 130.8 130.8 130.8 OVS 111.4 111.4 111.4 SC Class A SSLT 111.4 111.4 111.4 STD 172.1 198.0 198.0 OVS 159.6 168.3 168.3 A325/ F1852 SC Class B SSLT 168.3 168.3 168.3 N 172.1 206.5 249.0 X 172.1 206.5 275.3 STD 163.3 163.3 163.3 OVS 138.9 138.9 138.9 SC Class A SSLT 138.9 138.9 138.9 STD 172.1 206.5 247.5 OVS 159.6 191.5 210.3 8 3/4 6 A490 SC Class B SSLT 172.1 206.5 210.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 202.0 233.6 233.6 X 202.0 242.4 292.3 STD 153.5 153.5 153.5 OVS 130.7 130.7 130.7 SC Class A SSLT 130.7 130.7 130.7 STD 202.0 232.4 232.4 OVS 187.3 197.5 197.5 A325/ F1852 SC Class B SSLT 197.5 197.5 197.5 N 202.0 242.4 292.3 X 202.0 242.4 323.2 STD 191.7 191.7 191.7 OVS 163.1 163.1 163.1 SC Class A SSLT 163.1 163.1 163.1 STD 202.0 242.4 290.5 OVS 187.3 224.8 246.8 9 3/4 6 A490 SC Class B SSLT 202.0 242.4 246.8

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87 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 231.6 267.8 267.8 X 231.6 277.9 335.1 STD 176.0 176.0 176.0 OVS 149.9 149.9 149.9 SC Class A SSLT 149.9 149.9 149.9 STD 231.6 266.4 266.4 OVS 214.7 226.4 226.4 A325/ F1852 SC Class B SSLT 226.4 226.4 226.4 N 231.6 277.9 335.1 X 231.6 277.9 370.5 STD 219.8 219.8 219.8 OVS 186.9 186.9 186.9 SC Class A SSLT 186.9 186.9 186.9 STD 231.6 277.9 333.0 OVS 214.7 257.7 282.9 10 3/4 6 A490 SC Class B SSLT 231.6 277.9 282.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 261.1 301.9 301.9 X 261.1 313.3 377.9 STD 198.4 198.4 198.4 OVS 169.0 169.0 169.0 SC Class A SSLT 169.0 169.0 169.0 STD 261.1 300.4 300.4 OVS 242.1 255.4 255.4 A325/ F1852 SC Class B SSLT 255.4 255.4 255.4 N 261.1 313.3 377.9 X 261.1 313.3 417.8 STD 247.8 247.8 247.8 OVS 210.8 210.8 210.8 SC Class A SSLT 210.8 210.8 210.8 STD 261.1 313.3 375.5 OVS 242.1 290.5 319.0 11 3/4 6 A490 SC Class B SSLT 261.1 313.3 319.0

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88 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 289.4 334.7 334.7 X 289.4 347.3 418.9 STD 220.0 220.0 220.0 OVS 187.3 187.3 187.3 SC Class A SSLT 187.3 187.3 187.3 STD 289.4 333.0 333.0 OVS 268.4 283.1 283.1 A325/ F1852 SC Class B SSLT 283.1 283.1 283.1 N 289.4 347.3 418.9 X 289.4 347.3 463.1 STD 274.7 274.7 274.7 OVS 233.7 233.7 233.7 SC Class A SSLT 233.7 233.7 233.7 STD 289.4 347.3 416.3 OVS 268.4 322.1 353.6 12 3/4 6 A490 SC Class B SSLT 289.4 347.3 353.6

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89 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 13.8 15.9 15.9 X 13.8 16.5 19.9 STD 10.5 10.5 10.5 OVS 8.9 8.9 8.9 SC Class A SSLT 8.9 8.9 8.9 STD 13.8 15.8 15.8 OVS 12.8 13.4 13.4 A325/ F1852 SC Class B SSLT 13.4 13.4 13.4 N 13.8 16.5 19.9 X 13.8 16.5 22.0 STD 13.1 13.1 13.1 OVS 11.1 11.1 11.1 SC Class A SSLT 11.1 11.1 11.1 STD 13.8 16.5 19.8 OVS 12.8 15.3 16.8 2 3/4 7 A490 SC Class B SSLT 13.8 16.5 16.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 27.9 32.3 32.3 X 27.9 33.5 40.4 STD 21.2 21.2 21.2 OVS 18.1 18.1 18.1 SC Class A SSLT 18.1 18.1 18.1 STD 27.9 32.1 32.1 OVS 25.9 27.3 27.3 A325/ F1852 SC Class B SSLT 27.3 27.3 27.3 N 27.9 33.5 40.4 X 27.9 33.5 44.7 STD 26.5 26.5 26.5 OVS 22.5 22.5 22.5 SC Class A SSLT 22.5 22.5 22.5 STD 27.9 33.5 40.1 OVS 25.9 31.1 34.1 3 3/4 7 A490 SC Class B SSLT 27.9 33.5 34.1

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90 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 50.1 58.0 58.0 X 50.1 60.1 72.5 STD 38.1 38.1 38.1 OVS 32.4 32.4 32.4 SC Class A SSLT 32.4 32.4 32.4 STD 50.1 57.7 57.7 OVS 46.5 49.0 49.0 A325/ F1852 SC Class B SSLT 49.0 49.0 49.0 N 50.1 60.1 72.5 X 50.1 60.1 80.2 STD 47.6 47.6 47.6 OVS 40.5 40.5 40.5 SC Class A SSLT 40.5 40.5 40.5 STD 50.1 60.1 72.1 OVS 46.5 55.8 61.2 4 3/4 7 A490 SC Class B SSLT 50.1 60.1 61.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 73.8 85.3 85.3 X 73.8 88.5 106.8 STD 56.1 56.1 56.1 OVS 47.7 47.7 47.7 SC Class A SSLT 47.7 47.7 47.7 STD 73.8 84.9 84.9 OVS 68.4 72.1 72.1 A325/ F1852 SC Class B SSLT 72.1 72.1 72.1 N 73.8 88.5 106.8 X 73.8 88.5 118.0 STD 70.0 70.0 70.0 OVS 59.6 59.6 59.6 SC Class A SSLT 59.6 59.6 59.6 STD 73.8 88.5 106.1 OVS 68.4 82.1 90.1 5 3/4 7 A490 SC Class B SSLT 73.8 88.5 90.1

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91 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 100.6 116.3 116.3 X 100.6 120.7 145.6 STD 76.4 76.4 76.4 OVS 65.1 65.1 65.1 SC Class A SSLT 65.1 65.1 65.1 STD 100.6 115.7 115.7 OVS 93.3 98.4 98.4 A325/ F1852 SC Class B SSLT 98.4 98.4 98.4 N 100.6 120.7 145.6 X 100.6 120.7 160.9 STD 95.5 95.5 95.5 OVS 81.2 81.2 81.2 SC Class A SSLT 81.2 81.2 81.2 STD 100.6 120.7 144.7 OVS 93.3 111.9 122.9 6 3/4 7 A490 SC Class B SSLT 100.6 120.7 122.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 129.0 149.1 149.1 X 129.0 154.8 186.7 STD 98.0 98.0 98.0 OVS 83.5 83.5 83.5 SC Class A SSLT 83.5 83.5 83.5 STD 129.0 148.4 148.4 OVS 119.6 126.1 126.1 A325/ F1852 SC Class B SSLT 126.1 126.1 126.1 N 129.0 154.8 186.7 X 129.0 154.8 206.4 STD 122.4 122.4 122.4 OVS 104.1 104.1 104.1 SC Class A SSLT 104.1 104.1 104.1 STD 129.0 154.8 185.5 OVS 119.6 143.5 157.6 7 3/4 7 A490 SC Class B SSLT 129.0 154.8 157.6

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92 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 158.3 183.0 183.0 X 158.3 189.9 229.0 STD 120.3 120.3 120.3 OVS 102.4 102.4 102.4 SC Class A SSLT 102.4 102.4 102.4 STD 158.3 182.1 182.1 OVS 146.8 154.8 154.8 A325/ F1852 SC Class B SSLT 154.8 154.8 154.8 N 158.3 189.9 229.0 X 158.3 189.9 253.2 STD 150.2 150.2 150.2 OVS 127.8 127.8 127.8 SC Class A SSLT 127.8 127.8 127.8 STD 158.3 189.9 227.6 OVS 146.8 176.1 193.4 8 3/4 7 A490 SC Class B SSLT 158.3 189.9 193.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 187.8 217.2 217.2 X 187.8 225.4 271.8 STD 142.7 142.7 142.7 OVS 121.6 121.6 121.6 SC Class A SSLT 121.6 121.6 121.6 STD 187.8 216.1 216.1 OVS 174.2 183.7 183.7 A325/ F1852 SC Class B SSLT 183.7 183.7 183.7 N 187.8 225.4 271.8 X 187.8 225.4 300.5 STD 178.3 178.3 178.3 OVS 151.6 151.6 151.6 SC Class A SSLT 151.6 151.6 151.6 STD 187.8 225.4 270.1 OVS 174.2 209.0 229.5 9 3/4 7 A490 SC Class B SSLT 187.8 225.4 229.5

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93 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 217.7 251.8 251.8 X 217.7 261.3 315.1 STD 165.5 165.5 165.5 OVS 140.9 140.9 140.9 SC Class A SSLT 140.9 140.9 140.9 STD 217.7 250.5 250.5 OVS 201.9 212.9 212.9 A325/ F1852 SC Class B SSLT 212.9 212.9 212.9 N 217.7 261.3 315.1 X 217.7 261.3 348.4 STD 206.6 206.6 206.6 OVS 175.8 175.8 175.8 SC Class A SSLT 175.8 175.8 175.8 STD 217.7 261.3 313.1 OVS 201.9 242.3 266.0 10 3/4 7 A490 SC Class B SSLT 217.7 261.3 266.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 249.5 288.5 288.5 X 249.5 299.4 361.1 STD 189.6 189.6 189.6 OVS 161.5 161.5 161.5 SC Class A SSLT 161.5 161.5 161.5 STD 249.5 287.1 287.1 OVS 231.3 244.0 244.0 A325/ F1852 SC Class B SSLT 244.0 244.0 244.0 N 249.5 299.4 361.1 X 249.5 299.4 399.2 STD 236.8 236.8 236.8 OVS 201.4 201.4 201.4 SC Class A SSLT 201.4 201.4 201.4 STD 249.5 299.4 358.8 OVS 231.3 277.6 304.8 11 3/4 7 A490 SC Class B SSLT 249.5 299.4 304.8

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94 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 276.9 320.2 320.2 X 276.9 332.3 400.8 STD 210.5 210.5 210.5 OVS 179.2 179.2 179.2 SC Class A SSLT 179.2 179.2 179.2 STD 276.9 318.6 318.6 OVS 256.8 270.8 270.8 A325/ F1852 SC Class B SSLT 270.8 270.8 270.8 N 276.9 332.3 400.8 X 276.9 332.3 443.1 STD 262.8 262.8 262.8 OVS 223.6 223.6 223.6 SC Class A SSLT 223.6 223.6 223.6 STD 276.9 332.3 398.3 OVS 256.8 308.1 338.4 12 3/4 7 A490 SC Class B SSLT 276.9 332.3 338.4

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95 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 11.9 13.8 13.8 X 11.9 14.3 17.2 STD 9.1 9.1 9.1 OVS 7.7 7.7 7.7 SC Class A SSLT 7.7 7.7 7.7 STD 11.9 13.7 13.7 OVS 11.0 11.6 11.6 A325/ F1852 SC Class B SSLT 11.6 11.6 11.6 N 11.9 14.3 17.2 X 11.9 14.3 19.1 STD 11.3 11.3 11.3 OVS 9.6 9.6 9.6 SC Class A SSLT 9.6 9.6 9.6 STD 11.9 14.3 17.1 OVS 11.0 13.3 14.6 2 3/4 8 A490 SC Class B SSLT 11.9 14.3 14.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 24.1 27.9 27.9 X 24.1 28.9 34.9 STD 18.3 18.3 18.3 OVS 15.6 15.6 15.6 SC Class A SSLT 15.6 15.6 15.6 STD 24.1 27.7 27.7 OVS 22.3 23.6 23.6 A325/ F1852 SC Class B SSLT 23.6 23.6 23.6 N 24.1 28.9 34.9 X 24.1 28.9 38.6 STD 22.9 22.9 22.9 OVS 19.5 19.5 19.5 SC Class A SSLT 19.5 19.5 19.5 STD 24.1 28.9 34.7 OVS 22.3 26.8 29.4 3 3/4 8 A490 SC Class B SSLT 24.1 28.9 29.4

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96 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 43.5 50.3 50.3 X 43.5 52.2 63.0 STD 33.1 33.1 33.1 OVS 28.2 28.2 28.2 SC Class A SSLT 28.2 28.2 28.2 STD 43.5 50.1 50.1 OVS 40.4 42.6 42.6 A325/ F1852 SC Class B SSLT 42.6 42.6 42.6 N 43.5 52.2 63.0 X 43.5 52.2 69.6 STD 41.3 41.3 41.3 OVS 35.1 35.1 35.1 SC Class A SSLT 35.1 35.1 35.1 STD 43.5 52.2 62.6 OVS 40.4 48.4 53.2 4 3/4 8 A490 SC Class B SSLT 43.5 52.2 53.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 65.5 75.8 75.8 X 65.5 78.6 94.8 STD 49.8 49.8 49.8 OVS 42.4 42.4 42.4 SC Class A SSLT 42.4 42.4 42.4 STD 65.5 75.4 75.4 OVS 60.7 64.1 64.1 A325/ F1852 SC Class B SSLT 64.1 64.1 64.1 N 65.5 78.6 94.8 X 65.5 78.6 104.8 STD 62.2 62.2 62.2 OVS 52.9 52.9 52.9 SC Class A SSLT 52.9 52.9 52.9 STD 65.5 78.6 94.2 OVS 60.7 72.9 80.0 5 3/4 8 A490 SC Class B SSLT 65.5 78.6 80.0

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97 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 90.6 104.8 104.8 X 90.6 108.7 131.2 STD 68.9 68.9 68.9 OVS 58.7 58.7 58.7 SC Class A SSLT 58.7 58.7 58.7 STD 90.6 104.3 104.3 OVS 84.0 88.6 88.6 A325/ F1852 SC Class B SSLT 88.6 88.6 88.6 N 90.6 108.7 131.2 X 90.6 108.7 145.0 STD 86.0 86.0 86.0 OVS 73.2 73.2 73.2 SC Class A SSLT 73.2 73.2 73.2 STD 90.6 108.7 130.3 OVS 84.0 100.8 110.7 6 3/4 8 A490 SC Class B SSLT 90.6 108.7 110.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 117.6 136.0 136.0 X 117.6 141.1 170.2 STD 89.4 89.4 89.4 OVS 76.1 76.1 76.1 SC Class A SSLT 76.1 76.1 76.1 STD 117.6 135.3 135.3 OVS 109.0 115.0 115.0 A325/ F1852 SC Class B SSLT 115.0 115.0 115.0 N 117.6 141.1 170.2 X 117.6 141.1 188.1 STD 111.6 111.6 111.6 OVS 94.9 94.9 94.9 SC Class A SSLT 94.9 94.9 94.9 STD 117.6 141.1 169.1 OVS 109.0 130.8 143.6 7 3/4 8 A490 SC Class B SSLT 117.6 141.1 143.6

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98 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 146.0 168.8 168.8 X 146.0 175.2 211.3 STD 110.9 110.9 110.9 OVS 94.5 94.5 94.5 SC Class A SSLT 94.5 94.5 94.5 STD 146.0 168.0 168.0 OVS 135.4 142.8 142.8 A325/ F1852 SC Class B SSLT 142.8 142.8 142.8 N 146.0 175.2 211.3 X 146.0 175.2 233.6 STD 138.5 138.5 138.5 OVS 117.8 117.8 117.8 SC Class A SSLT 117.8 117.8 117.8 STD 146.0 175.2 209.9 OVS 135.4 162.4 178.4 8 3/4 8 A490 SC Class B SSLT 146.0 175.2 178.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 175.0 202.4 202.4 X 175.0 210.0 253.3 STD 133.0 133.0 133.0 OVS 113.3 113.3 113.3 SC Class A SSLT 113.3 113.3 113.3 STD 175.0 201.4 201.4 OVS 162.3 171.2 171.2 A325/ F1852 SC Class B SSLT 171.2 171.2 171.2 N 175.0 210.0 253.3 X 175.0 210.0 280.1 STD 166.1 166.1 166.1 OVS 141.3 141.3 141.3 SC Class A SSLT 141.3 141.3 141.3 STD 175.0 210.0 251.7 OVS 162.3 194.8 213.9 9 3/4 8 A490 SC Class B SSLT 175.0 210.0 213.9

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99 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 204.8 236.9 236.9 X 204.8 245.8 296.4 STD 155.7 155.7 155.7 OVS 132.6 132.6 132.6 SC Class A SSLT 132.6 132.6 132.6 STD 204.8 235.7 235.7 OVS 189.9 200.3 200.3 A325/ F1852 SC Class B SSLT 200.3 200.3 200.3 N 204.8 245.8 296.4 X 204.8 245.8 327.7 STD 194.4 194.4 194.4 OVS 165.4 165.4 165.4 SC Class A SSLT 165.4 165.4 165.4 STD 204.8 245.8 294.6 OVS 189.9 227.9 250.3 10 3/4 8 A490 SC Class B SSLT 204.8 245.8 250.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 234.5 271.2 271.2 X 234.5 281.4 339.4 STD 178.2 178.2 178.2 OVS 151.8 151.8 151.8 SC Class A SSLT 151.8 151.8 151.8 STD 234.5 269.8 269.8 OVS 217.5 229.4 229.4 A325/ F1852 SC Class B SSLT 229.4 229.4 229.4 N 234.5 281.4 339.4 X 234.5 281.4 375.2 STD 222.6 222.6 222.6 OVS 189.3 189.3 189.3 SC Class A SSLT 189.3 189.3 189.3 STD 234.5 281.4 337.3 OVS 217.5 261.0 286.6 11 3/4 8 A490 SC Class B SSLT 234.5 281.4 286.6

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100 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 264.3 305.6 305.6 X 264.3 317.2 382.5 STD 200.9 200.9 200.9 OVS 171.1 171.1 171.1 SC Class A SSLT 171.1 171.1 171.1 STD 264.3 304.1 304.1 OVS 245.1 258.5 258.5 A325/ F1852 SC Class B SSLT 258.5 258.5 258.5 N 264.3 317.2 382.5 X 264.3 317.2 422.9 STD 250.9 250.9 250.9 OVS 213.4 213.4 213.4 SC Class A SSLT 213.4 213.4 213.4 STD 264.3 317.2 380.1 OVS 245.1 294.1 322.9 12 3/4 8 A490 SC Class B SSLT 264.3 317.2 322.9

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101 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 8.9 10.3 10.3 X 8.9 10.7 12.9 STD 6.8 6.8 6.8 OVS 5.8 5.8 5.8 SC Class A SSLT 5.8 5.8 5.8 STD 8.9 10.3 10.3 OVS 8.3 8.7 8.7 A325/ F1852 SC Class B SSLT 8.7 8.7 8.7 N 8.9 10.7 12.9 X 8.9 10.7 14.3 STD 8.5 8.5 8.5 OVS 7.2 7.2 7.2 SC Class A SSLT 7.2 7.2 7.2 STD 8.9 10.7 12.9 OVS 8.3 9.9 10.9 2 3/4 9 A490 SC Class B SSLT 8.9 10.7 10.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 20.8 24.0 24.0 X 20.8 24.9 30.0 STD 15.8 15.8 15.8 OVS 13.4 13.4 13.4 SC Class A SSLT 13.4 13.4 13.4 STD 20.8 23.9 23.9 OVS 19.3 20.3 20.3 A325/ F1852 SC Class B SSLT 20.3 20.3 20.3 N 20.8 24.9 30.0 X 20.8 24.9 33.2 STD 19.7 19.7 19.7 OVS 16.8 16.8 16.8 SC Class A SSLT 16.8 16.8 16.8 STD 20.8 24.9 29.9 OVS 19.3 23.1 25.4 3 3/4 9 A490 SC Class B SSLT 20.8 24.9 25.4

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102 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 38.0 44.0 44.0 X 38.0 45.6 55.0 STD 28.9 28.9 28.9 OVS 24.6 24.6 24.6 SC Class A SSLT 24.6 24.6 24.6 STD 38.0 43.7 43.7 OVS 35.3 37.2 37.2 A325/ F1852 SC Class B SSLT 37.2 37.2 37.2 N 38.0 45.6 55.0 X 38.0 45.6 60.8 STD 36.1 36.1 36.1 OVS 30.7 30.7 30.7 SC Class A SSLT 30.7 30.7 30.7 STD 38.0 45.6 54.7 OVS 35.3 42.3 46.5 4 3/4 9 A490 SC Class B SSLT 38.0 45.6 46.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 57.8 66.8 66.8 X 57.8 69.3 83.6 STD 43.9 43.9 43.9 OVS 37.4 37.4 37.4 SC Class A SSLT 37.4 37.4 37.4 STD 57.8 66.4 66.4 OVS 53.6 56.5 56.5 A325/ F1852 SC Class B SSLT 56.5 56.5 56.5 N 57.8 69.3 83.6 X 57.8 69.3 92.4 STD 54.8 54.8 54.8 OVS 46.6 46.6 46.6 SC Class A SSLT 46.6 46.6 46.6 STD 57.8 69.3 83.1 OVS 53.6 64.3 70.6 5 3/4 9 A490 SC Class B SSLT 57.8 69.3 70.6

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103 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 80.6 93.2 93.2 X 80.6 96.7 116.6 STD 61.2 61.2 61.2 OVS 52.2 52.2 52.2 SC Class A SSLT 52.2 52.2 52.2 STD 80.6 92.7 92.7 OVS 74.7 78.8 78.8 A325/ F1852 SC Class B SSLT 78.8 78.8 78.8 N 80.6 96.7 116.6 X 80.6 96.7 128.9 STD 76.5 76.5 76.5 OVS 65.0 65.0 65.0 SC Class A SSLT 65.0 65.0 65.0 STD 80.6 96.7 115.9 OVS 74.7 89.7 98.4 6 3/4 9 A490 SC Class B SSLT 80.6 96.7 98.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 105.7 122.3 122.3 X 105.7 126.9 153.0 STD 80.4 80.4 80.4 OVS 68.4 68.4 68.4 SC Class A SSLT 68.4 68.4 68.4 STD 105.7 121.7 121.7 OVS 98.0 103.4 103.4 A325/ F1852 SC Class B SSLT 103.4 103.4 103.4 N 105.7 126.9 153.0 X 105.7 126.9 169.2 STD 100.4 100.4 100.4 OVS 85.4 85.4 85.4 SC Class A SSLT 85.4 85.4 85.4 STD 105.7 126.9 152.1 OVS 98.0 117.7 129.2 7 3/4 9 A490 SC Class B SSLT 105.7 126.9 129.2

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104 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 132.8 153.5 153.5 X 132.8 159.3 192.1 STD 100.9 100.9 100.9 OVS 85.9 85.9 85.9 SC Class A SSLT 85.9 85.9 85.9 STD 132.8 152.7 152.7 OVS 123.1 129.8 129.8 A325/ F1852 SC Class B SSLT 129.8 129.8 129.8 N 132.8 159.3 192.1 X 132.8 159.3 212.4 STD 126.0 126.0 126.0 OVS 107.2 107.2 107.2 SC Class A SSLT 107.2 107.2 107.2 STD 132.8 159.3 190.9 OVS 123.1 147.7 162.2 8 3/4 9 A490 SC Class B SSLT 132.8 159.3 162.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 160.8 186.0 186.0 X 160.8 193.0 232.7 STD 122.2 122.2 122.2 OVS 104.1 104.1 104.1 SC Class A SSLT 104.1 104.1 104.1 STD 160.8 185.0 185.0 OVS 149.1 157.3 157.3 A325/ F1852 SC Class B SSLT 157.3 157.3 157.3 N 160.8 193.0 232.7 X 160.8 193.0 257.3 STD 152.6 152.6 152.6 OVS 129.8 129.8 129.8 SC Class A SSLT 129.8 129.8 129.8 STD 160.8 193.0 231.3 OVS 149.1 178.9 196.5 9 3/4 9 A490 SC Class B SSLT 160.8 193.0 196.5

PAGE 116

105 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 189.9 219.6 219.6 X 189.9 227.9 274.8 STD 144.3 144.3 144.3 OVS 122.9 122.9 122.9 SC Class A SSLT 122.9 122.9 122.9 STD 189.9 218.5 218.5 OVS 176.1 185.7 185.7 A325/ F1852 SC Class B SSLT 185.7 185.7 185.7 N 189.9 227.9 274.8 X 189.9 227.9 303.8 STD 180.2 180.2 180.2 OVS 153.3 153.3 153.3 SC Class A SSLT 153.3 153.3 153.3 STD 189.9 227.9 273.1 OVS 176.1 211.3 232.0 10 3/4 9 A490 SC Class B SSLT 189.9 227.9 232.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 219.4 253.7 253.7 X 219.4 263.3 317.5 STD 166.7 166.7 166.7 OVS 142.0 142.0 142.0 SC Class A SSLT 142.0 142.0 142.0 STD 219.4 252.4 252.4 OVS 203.4 214.5 214.5 A325/ F1852 SC Class B SSLT 214.5 214.5 214.5 N 219.4 263.3 317.5 X 219.4 263.3 351.0 STD 208.2 208.2 208.2 OVS 177.1 177.1 177.1 SC Class A SSLT 177.1 177.1 177.1 STD 219.4 263.3 315.5 OVS 203.4 244.1 268.0 11 3/4 9 A490 SC Class B SSLT 219.4 263.3 268.0

PAGE 117

106 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 249.1 288.0 288.0 X 249.1 298.9 360.5 STD 189.3 189.3 189.3 OVS 161.2 161.2 161.2 SC Class A SSLT 161.2 161.2 161.2 STD 249.1 286.6 286.6 OVS 231.0 243.6 243.6 A325/ F1852 SC Class B SSLT 243.6 243.6 243.6 N 249.1 298.9 360.5 X 249.1 298.9 398.5 STD 236.4 236.4 236.4 OVS 201.1 201.1 201.1 SC Class A SSLT 201.1 201.1 201.1 STD 249.1 298.9 358.2 OVS 231.0 277.2 304.3 12 3/4 9 A490 SC Class B SSLT 249.1 298.9 304.3

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107 APPENDIX B 7/8-INCH DIAMETER ALL-BO LTED A36 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix B are al l-bolted double angle connections. The angles are A36 angles using either A325/ F1852 or A490 7/8-inch diameter bolts.

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108 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 13.8 16.6 22.1 X 13.8 16.6 22.1 STD 13.8 15.8 15.8 OVS 12.7 13.4 13.4 SC Class A SSLT 13.4 13.4 13.4 STD 13.8 16.6 22.1 OVS 12.7 15.3 20.3 A325/ F1852 SC Class B SSLT 13.8 16.6 22.1 N 13.8 16.6 22.1 X 13.8 16.6 22.1 STD 13.8 16.6 19.8 OVS 12.7 15.3 16.9 SC Class A SSLT 13.8 16.6 16.9 STD 13.8 16.6 22.1 OVS 12.7 15.3 20.3 2 7/8 6 A490 SC Class B SSLT 13.8 16.6 22.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 30.9 37.1 49.5 X 30.9 37.1 49.5 STD 30.9 35.3 35.3 OVS 28.4 29.9 29.9 SC Class A SSLT 29.9 29.9 29.9 STD 30.9 37.1 49.5 OVS 28.4 34.1 45.5 A325/ F1852 SC Class B SSLT 30.9 37.1 49.5 N 30.9 37.1 49.5 X 30.9 37.1 49.5 STD 30.9 37.1 44.3 OVS 28.4 34.1 37.7 SC Class A SSLT 30.9 37.1 37.7 STD 30.9 37.1 49.5 OVS 28.4 34.1 45.5 3 7/8 6 A490 SC Class B SSLT 30.9 37.1 49.5

PAGE 120

109 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 53.5 64.2 85.6 X 53.5 64.2 85.6 STD 53.5 61.0 61.0 OVS 49.2 51.8 51.8 SC Class A SSLT 51.8 51.8 51.8 STD 53.5 64.2 85.6 OVS 49.2 59.0 78.7 A325/ F1852 SC Class B SSLT 53.5 64.2 85.6 N 53.5 64.2 85.6 X 53.5 64.2 85.6 STD 53.5 64.2 76.6 OVS 49.2 59.0 65.2 SC Class A SSLT 53.5 64.2 65.2 STD 53.5 64.2 85.6 OVS 49.2 59.0 78.7 4 7/8 6 A490 SC Class B SSLT 53.5 64.2 85.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 78.3 93.9 125.3 X 78.3 93.9 125.3 STD 78.3 89.3 89.3 OVS 72.0 75.8 75.8 SC Class A SSLT 75.8 75.8 75.8 STD 78.3 93.9 125.3 OVS 72.0 86.3 115.1 A325/ F1852 SC Class B SSLT 78.3 93.9 125.3 N 78.3 93.9 125.3 X 78.3 93.9 125.3 STD 78.3 93.9 112.1 OVS 72.0 86.3 95.5 SC Class A SSLT 78.3 93.9 95.5 STD 78.3 93.9 125.3 OVS 72.0 86.3 115.1 5 7/8 6 A490 SC Class B SSLT 78.3 93.9 125.3

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110 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 104.6 125.5 167.4 X 104.6 125.5 167.4 STD 104.6 119.4 119.4 OVS 96.2 101.3 101.3 SC Class A SSLT 101.3 101.3 101.3 STD 104.6 125.5 167.4 OVS 96.2 115.4 153.8 A325/ F1852 SC Class B SSLT 104.6 125.5 167.4 N 104.6 125.5 167.4 X 104.6 125.5 167.4 STD 104.6 125.5 149.7 OVS 96.2 115.4 127.6 SC Class A SSLT 104.6 125.5 127.6 STD 104.6 125.5 167.4 OVS 96.2 115.4 153.8 6 7/8 6 A490 SC Class B SSLT 104.6 125.5 167.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 132.2 158.7 211.5 X 132.2 158.7 211.5 STD 132.2 150.9 150.9 OVS 121.5 128.1 128.1 SC Class A SSLT 128.1 128.1 128.1 STD 132.2 158.7 211.5 OVS 121.5 145.8 194.4 A325/ F1852 SC Class B SSLT 132.2 158.7 211.5 N 132.2 158.7 211.5 X 132.2 158.7 211.5 STD 132.2 158.7 189.3 OVS 121.5 145.8 161.3 SC Class A SSLT 132.2 158.7 161.3 STD 132.2 158.7 211.5 OVS 121.5 145.8 194.4 7 7/8 6 A490 SC Class B SSLT 132.2 158.7 211.5

PAGE 122

111 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 159.6 191.5 255.3 X 159.6 191.5 255.3 STD 159.6 182.1 182.1 OVS 146.7 154.6 154.6 SC Class A SSLT 154.6 154.6 154.6 STD 159.6 191.5 255.3 OVS 146.7 176.0 234.7 A325/ F1852 SC Class B SSLT 159.6 191.5 255.3 N 159.6 191.5 255.3 X 159.6 191.5 255.3 STD 159.6 191.5 228.4 OVS 146.7 176.0 194.6 SC Class A SSLT 159.6 191.5 194.6 STD 159.6 191.5 255.3 OVS 146.7 176.0 234.7 8 7/8 6 A490 SC Class B SSLT 159.6 191.5 255.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 187.3 224.8 299.7 X 187.3 224.8 299.7 STD 187.3 213.7 213.7 OVS 172.1 181.4 181.4 SC Class A SSLT 181.4 181.4 181.4 STD 187.3 224.8 299.7 OVS 172.1 206.6 275.4 A325/ F1852 SC Class B SSLT 187.3 224.8 299.7 N 187.3 224.8 299.7 X 187.3 224.8 299.7 STD 187.3 224.8 268.1 OVS 172.1 206.6 228.4 SC Class A SSLT 187.3 224.8 228.4 STD 187.3 224.8 299.7 OVS 172.1 206.6 275.4 9 7/8 6 A490 SC Class B SSLT 187.3 224.8 299.7

PAGE 123

112 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 214.7 257.7 343.5 X 214.7 257.7 343.5 STD 214.7 245.0 245.0 OVS 197.3 208.0 208.0 SC Class A SSLT 208.0 208.0 208.0 STD 214.7 257.7 343.5 OVS 197.3 236.8 315.8 A325/ F1852 SC Class B SSLT 214.7 257.7 343.5 N 214.7 257.7 343.5 X 214.7 257.7 343.5 STD 214.7 257.7 307.3 OVS 197.3 236.8 261.9 SC Class A SSLT 214.7 257.7 261.9 STD 214.7 257.7 343.5 OVS 197.3 236.8 315.8 10 7/8 6 A490 SC Class B SSLT 214.7 257.7 343.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 242.1 290.5 387.4 X 242.1 290.5 387.4 STD 242.1 276.3 276.3 OVS 222.5 234.5 234.5 SC Class A SSLT 234.5 234.5 234.5 STD 242.1 290.5 387.4 OVS 222.5 267.0 356.1 A325/ F1852 SC Class B SSLT 242.1 290.5 387.4 N 242.1 290.5 387.4 X 242.1 290.5 387.4 STD 242.1 290.5 346.6 OVS 222.5 267.0 295.3 SC Class A SSLT 242.1 290.5 295.3 STD 242.1 290.5 387.4 OVS 222.5 267.0 356.1 11 7/8 6 A490 SC Class B SSLT 242.1 290.5 387.4

PAGE 124

113 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 268.4 322.1 429.4 X 268.4 322.1 429.4 STD 268.4 306.3 306.3 OVS 246.7 260.0 260.0 SC Class A SSLT 260.0 260.0 260.0 STD 268.4 322.1 429.4 OVS 246.7 296.0 394.7 A325/ F1852 SC Class B SSLT 268.4 322.1 429.4 N 268.4 322.1 429.4 X 268.4 322.1 429.4 STD 268.4 322.1 384.2 OVS 246.7 296.0 327.3 SC Class A SSLT 268.4 322.1 327.3 STD 268.4 322.1 429.4 OVS 246.7 296.0 394.7 12 7/8 6 A490 SC Class B SSLT 268.4 322.1 429.4

PAGE 125

114 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 12.8 15.3 20.4 X 12.8 15.3 20.4 STD 12.8 14.6 14.6 OVS 11.7 12.4 12.4 SC Class A SSLT 12.4 12.4 12.4 STD 12.8 15.3 20.4 OVS 11.7 14.1 18.8 A325/ F1852 SC Class B SSLT 12.8 15.3 20.4 N 12.8 15.3 20.4 X 12.8 15.3 20.4 STD 12.8 15.3 18.3 OVS 11.7 14.1 15.6 SC Class A SSLT 12.8 15.3 15.6 STD 12.8 15.3 20.4 OVS 11.7 14.1 18.8 2 7/8 7 A490 SC Class B SSLT 12.8 15.3 20.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 25.9 31.1 41.4 X 25.9 31.1 41.4 STD 25.9 29.5 29.5 OVS 23.8 25.1 25.1 SC Class A SSLT 25.1 25.1 25.1 STD 25.9 31.1 41.4 OVS 23.8 28.5 38.1 A325/ F1852 SC Class B SSLT 25.9 31.1 41.4 N 25.9 31.1 41.4 X 25.9 31.1 41.4 STD 25.9 31.1 37.0 OVS 23.8 28.5 31.6 SC Class A SSLT 25.9 31.1 31.6 STD 25.9 31.1 41.4 OVS 23.8 28.5 38.1 3 7/8 7 A490 SC Class B SSLT 25.9 31.1 41.4

PAGE 126

115 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 46.5 55.8 74.4 X 46.5 55.8 74.4 STD 46.5 53.0 53.0 OVS 42.7 45.0 45.0 SC Class A SSLT 45.0 45.0 45.0 STD 46.5 55.8 74.4 OVS 42.7 51.3 68.3 A325/ F1852 SC Class B SSLT 46.5 55.8 74.4 N 46.5 55.8 74.4 X 46.5 55.8 74.4 STD 46.5 55.8 66.5 OVS 42.7 51.3 56.7 SC Class A SSLT 46.5 55.8 56.7 STD 46.5 55.8 74.4 OVS 42.7 51.3 68.3 4 7/8 7 A490 SC Class B SSLT 46.5 55.8 74.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 68.4 82.1 109.4 X 68.4 82.1 109.4 STD 68.4 78.1 78.1 OVS 62.9 66.3 66.3 SC Class A SSLT 66.3 66.3 66.3 STD 68.4 82.1 109.4 OVS 62.9 75.4 100.6 A325/ F1852 SC Class B SSLT 68.4 82.1 109.4 N 68.4 82.1 109.4 X 68.4 82.1 109.4 STD 68.4 82.1 97.9 OVS 62.9 75.4 83.4 SC Class A SSLT 68.4 82.1 83.4 STD 68.4 82.1 109.4 OVS 62.9 75.4 100.6 5 7/8 7 A490 SC Class B SSLT 68.4 82.1 109.4

PAGE 127

116 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 93.3 111.9 149.2 X 93.3 111.9 149.2 STD 93.3 106.4 106.4 OVS 85.7 90.3 90.3 SC Class A SSLT 90.3 90.3 90.3 STD 93.3 111.9 149.2 OVS 85.7 102.9 137.2 A325/ F1852 SC Class B SSLT 93.3 111.9 149.2 N 93.3 111.9 149.2 X 93.3 111.9 149.2 STD 93.3 111.9 133.5 OVS 85.7 102.9 113.7 SC Class A SSLT 93.3 111.9 113.7 STD 93.3 111.9 149.2 OVS 85.7 102.9 137.2 6 7/8 7 A490 SC Class B SSLT 93.3 111.9 149.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 119.6 143.5 191.4 X 119.6 143.5 191.4 STD 119.6 136.5 136.5 OVS 109.9 115.8 115.8 SC Class A SSLT 115.8 115.8 115.8 STD 119.6 143.5 191.4 OVS 109.9 131.9 175.9 A325/ F1852 SC Class B SSLT 119.6 143.5 191.4 N 119.6 143.5 191.4 X 119.6 143.5 191.4 STD 119.6 143.5 171.2 OVS 109.9 131.9 145.9 SC Class A SSLT 119.6 143.5 145.9 STD 119.6 143.5 191.4 OVS 109.9 131.9 175.9 7 7/8 7 A490 SC Class B SSLT 119.6 143.5 191.4

PAGE 128

117 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 146.8 176.1 234.8 X 146.8 176.1 234.8 STD 146.8 167.5 167.5 OVS 134.9 142.1 142.1 SC Class A SSLT 142.1 142.1 142.1 STD 146.8 176.1 234.8 OVS 134.9 161.9 215.8 A325/ F1852 SC Class B SSLT 146.8 176.1 234.8 N 146.8 176.1 234.8 X 146.8 176.1 234.8 STD 146.8 176.1 210.1 OVS 134.9 161.9 179.0 SC Class A SSLT 146.8 176.1 179.0 STD 146.8 176.1 234.8 OVS 134.9 161.9 215.8 8 7/8 7 A490 SC Class B SSLT 146.8 176.1 234.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 174.2 209.0 278.7 X 174.2 209.0 278.7 STD 174.2 198.8 198.8 OVS 160.1 168.7 168.7 SC Class A SSLT 168.7 168.7 168.7 STD 174.2 209.0 278.7 OVS 160.1 192.1 256.1 A325/ F1852 SC Class B SSLT 174.2 209.0 278.7 N 174.2 209.0 278.7 X 174.2 209.0 278.7 STD 174.2 209.0 249.3 OVS 160.1 192.1 212.4 SC Class A SSLT 174.2 209.0 212.4 STD 174.2 209.0 278.7 OVS 160.1 192.1 256.1 9 7/8 7 A490 SC Class B SSLT 174.2 209.0 278.7

PAGE 129

118 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 201.9 242.3 323.0 X 201.9 242.3 323.0 STD 201.9 230.4 230.4 OVS 185.6 195.6 195.6 SC Class A SSLT 195.6 195.6 195.6 STD 201.9 242.3 323.0 OVS 185.6 222.7 296.9 A325/ F1852 SC Class B SSLT 201.9 242.3 323.0 N 201.9 242.3 323.0 X 201.9 242.3 323.0 STD 201.9 242.3 289.0 OVS 185.6 222.7 246.2 SC Class A SSLT 201.9 242.3 246.2 STD 201.9 242.3 323.0 OVS 185.6 222.7 296.9 10 7/8 7 A490 SC Class B SSLT 201.9 242.3 323.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 231.3 277.6 370.2 X 231.3 277.6 370.2 STD 231.3 264.0 264.0 OVS 212.6 224.1 224.1 SC Class A SSLT 224.1 224.1 224.1 STD 231.3 277.6 370.2 OVS 212.6 255.2 340.2 A325/ F1852 SC Class B SSLT 231.3 277.6 370.2 N 231.3 277.6 370.2 X 231.3 277.6 370.2 STD 231.3 277.6 331.1 OVS 212.6 255.2 282.2 SC Class A SSLT 231.3 277.6 282.2 STD 231.3 277.6 370.2 OVS 212.6 255.2 340.2 11 7/8 7 A490 SC Class B SSLT 231.3 277.6 370.2

PAGE 130

119 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 256.8 308.1 410.9 X 256.8 308.1 410.9 STD 256.8 293.0 293.0 OVS 236.0 248.7 248.7 SC Class A SSLT 248.7 248.7 248.7 STD 256.8 308.1 410.9 OVS 236.0 283.2 377.6 A325/ F1852 SC Class B SSLT 256.8 308.1 410.9 N 256.8 308.1 410.9 X 256.8 308.1 410.9 STD 256.8 308.1 367.6 OVS 236.0 283.2 313.2 SC Class A SSLT 256.8 308.1 313.2 STD 256.8 308.1 410.9 OVS 236.0 283.2 377.6 12 7/8 7 A490 SC Class B SSLT 256.8 308.1 410.9

PAGE 131

120 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 11.0 13.3 17.7 X 11.0 13.3 17.7 STD 11.0 12.6 12.6 OVS 10.2 10.7 10.7 SC Class A SSLT 10.7 10.7 10.7 STD 11.0 13.3 17.7 OVS 10.2 12.2 16.2 A325/ F1852 SC Class B SSLT 11.0 13.3 17.7 N 11.0 13.3 17.7 X 11.0 13.3 17.7 STD 11.0 13.3 15.8 OVS 10.2 12.2 13.5 SC Class A SSLT 11.0 13.3 13.5 STD 11.0 13.3 17.7 OVS 10.2 12.2 16.2 2 7/8 8 A490 SC Class B SSLT 11.0 13.3 17.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 22.3 26.8 35.7 X 22.3 26.8 35.7 STD 22.3 25.5 25.5 OVS 20.5 21.6 21.6 SC Class A SSLT 21.6 21.6 21.6 STD 22.3 26.8 35.7 OVS 20.5 24.6 32.9 A325/ F1852 SC Class B SSLT 22.3 26.8 35.7 N 22.3 26.8 35.7 X 22.3 26.8 35.7 STD 22.3 26.8 32.0 OVS 20.5 24.6 27.2 SC Class A SSLT 22.3 26.8 27.2 STD 22.3 26.8 35.7 OVS 20.5 24.6 32.9 3 7/8 8 A490 SC Class B SSLT 22.3 26.8 35.7

PAGE 132

121 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 40.4 48.4 64.6 X 40.4 48.4 64.6 STD 40.4 46.1 46.1 OVS 37.1 39.1 39.1 SC Class A SSLT 39.1 39.1 39.1 STD 40.4 48.4 64.6 OVS 37.1 44.5 59.3 A325/ F1852 SC Class B SSLT 40.4 48.4 64.6 N 40.4 48.4 64.6 X 40.4 48.4 64.6 STD 40.4 48.4 57.8 OVS 37.1 44.5 49.2 SC Class A SSLT 40.4 48.4 49.2 STD 40.4 48.4 64.6 OVS 37.1 44.5 59.3 4 7/8 8 A490 SC Class B SSLT 40.4 48.4 64.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 60.7 72.9 97.2 X 60.7 72.9 97.2 STD 60.7 69.3 69.3 OVS 55.8 58.8 58.8 SC Class A SSLT 58.8 58.8 58.8 STD 60.7 72.9 97.2 OVS 55.8 67.0 89.3 A325/ F1852 SC Class B SSLT 60.7 72.9 97.2 N 60.7 72.9 97.2 X 60.7 72.9 97.2 STD 60.7 72.9 87.0 OVS 55.8 67.0 74.1 SC Class A SSLT 60.7 72.9 74.1 STD 60.7 72.9 97.2 OVS 55.8 67.0 89.3 5 7/8 8 A490 SC Class B SSLT 60.7 72.9 97.2

PAGE 133

122 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 84.0 100.8 134.5 X 84.0 100.8 134.5 STD 84.0 95.9 95.9 OVS 77.2 81.4 81.4 SC Class A SSLT 81.4 81.4 81.4 STD 84.0 100.8 134.5 OVS 77.2 92.7 123.6 A325/ F1852 SC Class B SSLT 84.0 100.8 134.5 N 84.0 100.8 134.5 X 84.0 100.8 134.5 STD 84.0 100.8 120.3 OVS 77.2 92.7 102.5 SC Class A SSLT 84.0 100.8 102.5 STD 84.0 100.8 134.5 OVS 77.2 92.7 123.6 6 7/8 8 A490 SC Class B SSLT 84.0 100.8 134.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 109.0 130.8 174.4 X 109.0 130.8 174.4 STD 109.0 124.4 124.4 OVS 100.2 105.6 105.6 SC Class A SSLT 105.6 105.6 105.6 STD 109.0 130.8 174.4 OVS 100.2 120.2 160.3 A325/ F1852 SC Class B SSLT 109.0 130.8 174.4 N 109.0 130.8 174.4 X 109.0 130.8 174.4 STD 109.0 130.8 156.0 OVS 100.2 120.2 133.0 SC Class A SSLT 109.0 130.8 133.0 STD 109.0 130.8 174.4 OVS 100.2 120.2 160.3 7 7/8 8 A490 SC Class B SSLT 109.0 130.8 174.4

PAGE 134

123 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 135.4 162.4 216.6 X 135.4 162.4 216.6 STD 135.4 154.5 154.5 OVS 124.4 131.1 131.1 SC Class A SSLT 131.1 131.1 131.1 STD 135.4 162.4 216.6 OVS 124.4 149.3 199.1 A325/ F1852 SC Class B SSLT 135.4 162.4 216.6 N 135.4 162.4 216.6 X 135.4 162.4 216.6 STD 135.4 162.4 193.8 OVS 124.4 149.3 165.1 SC Class A SSLT 135.4 162.4 165.1 STD 135.4 162.4 216.6 OVS 124.4 149.3 199.1 8 7/8 8 A490 SC Class B SSLT 135.4 162.4 216.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 162.3 194.8 259.7 X 162.3 194.8 259.7 STD 162.3 185.2 185.2 OVS 149.2 157.2 157.2 SC Class A SSLT 157.2 157.2 157.2 STD 162.3 194.8 259.7 OVS 149.2 179.0 238.7 A325/ F1852 SC Class B SSLT 162.3 194.8 259.7 N 162.3 194.8 259.7 X 162.3 194.8 259.7 STD 162.3 194.8 232.3 OVS 149.2 179.0 198.0 SC Class A SSLT 162.3 194.8 198.0 STD 162.3 194.8 259.7 OVS 149.2 179.0 238.7 9 7/8 8 A490 SC Class B SSLT 162.3 194.8 259.7

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124 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 189.9 227.9 303.9 X 189.9 227.9 303.9 STD 189.9 216.7 216.7 OVS 174.6 184.0 184.0 SC Class A SSLT 184.0 184.0 184.0 STD 189.9 227.9 303.9 OVS 174.6 209.5 279.3 A325/ F1852 SC Class B SSLT 189.9 227.9 303.9 N 189.9 227.9 303.9 X 189.9 227.9 303.9 STD 189.9 227.9 271.9 OVS 174.6 209.5 231.6 SC Class A SSLT 189.9 227.9 231.6 STD 189.9 227.9 303.9 OVS 174.6 209.5 279.3 10 7/8 8 A490 SC Class B SSLT 189.9 227.9 303.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 217.5 261.0 348.0 X 217.5 261.0 348.0 STD 217.5 248.2 248.2 OVS 199.9 210.6 210.6 SC Class A SSLT 210.6 210.6 210.6 STD 217.5 261.0 348.0 OVS 199.9 239.9 319.8 A325/ F1852 SC Class B SSLT 217.5 261.0 348.0 N 217.5 261.0 348.0 X 217.5 261.0 348.0 STD 217.5 261.0 311.3 OVS 199.9 239.9 265.2 SC Class A SSLT 217.5 261.0 265.2 STD 217.5 261.0 348.0 OVS 199.9 239.9 319.8 11 7/8 8 A490 SC Class B SSLT 217.5 261.0 348.0

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125 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 245.1 294.1 392.2 X 245.1 294.1 392.2 STD 245.1 279.7 279.7 OVS 225.3 237.4 237.4 SC Class A SSLT 237.4 237.4 237.4 STD 245.1 294.1 392.2 OVS 225.3 270.3 360.4 A325/ F1852 SC Class B SSLT 245.1 294.1 392.2 N 245.1 294.1 392.2 X 245.1 294.1 392.2 STD 245.1 294.1 350.8 OVS 225.3 270.3 298.9 SC Class A SSLT 245.1 294.1 298.9 STD 245.1 294.1 392.2 OVS 225.3 270.3 360.4 12 7/8 8 A490 SC Class B SSLT 245.1 294.1 392.2

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126 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 8.3 9.9 13.3 X 8.3 9.9 13.3 STD 8.3 9.5 9.5 OVS 7.6 8.0 8.0 SC Class A SSLT 8.0 8.0 8.0 STD 8.3 9.9 13.3 OVS 7.6 9.1 12.2 A325/ F1852 SC Class B SSLT 8.3 9.9 13.3 N 8.3 9.9 13.3 X 8.3 9.9 13.3 STD 8.3 9.9 11.9 OVS 7.6 9.1 10.1 SC Class A SSLT 8.3 9.9 10.1 STD 8.3 9.9 13.3 OVS 7.6 9.1 12.2 2 7/8 9 A490 SC Class B SSLT 8.3 9.9 13.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 19.3 23.1 30.8 X 19.3 23.1 30.8 STD 19.3 22.0 22.0 OVS 17.7 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 19.3 23.1 30.8 OVS 17.7 21.2 28.3 A325/ F1852 SC Class B SSLT 19.3 23.1 30.8 N 19.3 23.1 30.8 X 19.3 23.1 30.8 STD 19.3 23.1 27.6 OVS 17.7 21.2 23.5 SC Class A SSLT 19.3 23.1 23.5 STD 19.3 23.1 30.8 OVS 17.7 21.2 28.3 3 7/8 9 A490 SC Class B SSLT 19.3 23.1 30.8

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127 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 35.3 42.3 56.4 X 35.3 42.3 56.4 STD 35.3 40.2 40.2 OVS 32.4 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 35.3 42.3 56.4 OVS 32.4 38.9 51.8 A325/ F1852 SC Class B SSLT 35.3 42.3 56.4 N 35.3 42.3 56.4 X 35.3 42.3 56.4 STD 35.3 42.3 50.5 OVS 32.4 38.9 43.0 SC Class A SSLT 35.3 42.3 43.0 STD 35.3 42.3 56.4 OVS 32.4 38.9 51.8 4 7/8 9 A490 SC Class B SSLT 35.3 42.3 56.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 53.6 64.3 85.7 X 53.6 64.3 85.7 STD 53.6 61.1 61.1 OVS 49.2 51.9 51.9 SC Class A SSLT 51.9 51.9 51.9 STD 53.6 64.3 85.7 OVS 49.2 59.1 78.8 A325/ F1852 SC Class B SSLT 53.6 64.3 85.7 N 53.6 64.3 85.7 X 53.6 64.3 85.7 STD 53.6 64.3 76.7 OVS 49.2 59.1 65.3 SC Class A SSLT 53.6 64.3 65.3 STD 53.6 64.3 85.7 OVS 49.2 59.1 78.8 5 7/8 9 A490 SC Class B SSLT 53.6 64.3 85.7

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128 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 74.7 89.7 119.5 X 74.7 89.7 119.5 STD 74.7 85.3 85.3 OVS 68.7 72.4 72.4 SC Class A SSLT 72.4 72.4 72.4 STD 74.7 89.7 119.5 OVS 68.7 82.4 109.9 A325/ F1852 SC Class B SSLT 74.7 89.7 119.5 N 74.7 89.7 119.5 X 74.7 89.7 119.5 STD 74.7 89.7 106.9 OVS 68.7 82.4 91.1 SC Class A SSLT 74.7 89.7 91.1 STD 74.7 89.7 119.5 OVS 68.7 82.4 109.9 6 7/8 9 A490 SC Class B SSLT 74.7 89.7 119.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 98.0 117.7 156.9 X 98.0 117.7 156.9 STD 98.0 111.9 111.9 OVS 90.1 95.0 95.0 SC Class A SSLT 95.0 95.0 95.0 STD 98.0 117.7 156.9 OVS 90.1 108.1 144.2 A325/ F1852 SC Class B SSLT 98.0 117.7 156.9 N 98.0 117.7 156.9 X 98.0 117.7 156.9 STD 98.0 117.7 140.3 OVS 90.1 108.1 119.6 SC Class A SSLT 98.0 117.7 119.6 STD 98.0 117.7 156.9 OVS 90.1 108.1 144.2 7 7/8 9 A490 SC Class B SSLT 98.0 117.7 156.9

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129 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 123.1 147.7 197.0 X 123.1 147.7 197.0 STD 123.1 140.5 140.5 OVS 113.1 119.2 119.2 SC Class A SSLT 119.2 119.2 119.2 STD 123.1 147.7 197.0 OVS 113.1 135.8 181.0 A325/ F1852 SC Class B SSLT 123.1 147.7 197.0 N 123.1 147.7 197.0 X 123.1 147.7 197.0 STD 123.1 147.7 176.2 OVS 113.1 135.8 150.1 SC Class A SSLT 123.1 147.7 150.1 STD 123.1 147.7 197.0 OVS 113.1 135.8 181.0 8 7/8 9 A490 SC Class B SSLT 123.1 147.7 197.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 149.1 178.9 238.6 X 149.1 178.9 238.6 STD 149.1 170.2 170.2 OVS 137.1 144.4 144.4 SC Class A SSLT 144.4 144.4 144.4 STD 149.1 178.9 238.6 OVS 137.1 164.5 219.3 A325/ F1852 SC Class B SSLT 149.1 178.9 238.6 N 149.1 178.9 238.6 X 149.1 178.9 238.6 STD 149.1 178.9 213.4 OVS 137.1 164.5 181.9 SC Class A SSLT 149.1 178.9 181.9 STD 149.1 178.9 238.6 OVS 137.1 164.5 219.3 9 7/8 9 A490 SC Class B SSLT 149.1 178.9 238.6

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130 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 176.1 211.3 281.7 X 176.1 211.3 281.7 STD 176.1 200.9 200.9 OVS 161.8 170.6 170.6 SC Class A SSLT 170.6 170.6 170.6 STD 176.1 211.3 281.7 OVS 161.8 194.2 258.9 A325/ F1852 SC Class B SSLT 176.1 211.3 281.7 N 176.1 211.3 281.7 X 176.1 211.3 281.7 STD 176.1 211.3 252.0 OVS 161.8 194.2 214.7 SC Class A SSLT 176.1 211.3 214.7 STD 176.1 211.3 281.7 OVS 161.8 194.2 258.9 10 7/8 9 A490 SC Class B SSLT 176.1 211.3 281.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 203.4 244.1 325.5 X 203.4 244.1 325.5 STD 203.4 232.1 232.1 OVS 187.0 197.0 197.0 SC Class A SSLT 197.0 197.0 197.0 STD 203.4 244.1 325.5 OVS 187.0 224.4 299.2 A325/ F1852 SC Class B SSLT 203.4 244.1 325.5 N 203.4 244.1 325.5 X 203.4 244.1 325.5 STD 203.4 244.1 291.2 OVS 187.0 224.4 248.1 SC Class A SSLT 203.4 244.1 248.1 STD 203.4 244.1 325.5 OVS 187.0 224.4 299.2 11 7/8 9 A490 SC Class B SSLT 203.4 244.1 325.5

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131 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 231.0 277.2 369.5 X 231.0 277.2 369.5 STD 231.0 263.6 263.6 OVS 212.3 223.7 223.7 SC Class A SSLT 223.7 223.7 223.7 STD 231.0 277.2 369.5 OVS 212.3 254.7 339.7 A325/ F1852 SC Class B SSLT 231.0 277.2 369.5 N 231.0 277.2 369.5 X 231.0 277.2 369.5 STD 231.0 277.2 330.6 OVS 212.3 254.7 281.7 SC Class A SSLT 231.0 277.2 281.7 STD 231.0 277.2 369.5 OVS 212.3 254.7 339.7 12 7/8 9 A490 SC Class B SSLT 231.0 277.2 369.5

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132 APPENDIX C 1-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix C are al l-bolted double angle connections. The angles are A36 angles using either A 325/F1852 or A490 1-inch diameter bolts.

PAGE 144

133 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 12.7 15.3 20.3 X 12.7 15.3 20.3 STD 12.7 15.3 20.3 OVS 11.1 13.3 17.5 SC Class A SSLT 12.7 15.3 17.5 STD 12.7 15.3 20.3 OVS 11.1 13.3 17.7 A325/ F1852 SC Class B SSLT 12.7 15.3 20.3 N 12.7 15.3 20.3 X 12.7 15.3 20.3 STD 12.7 15.3 20.3 OVS 11.1 13.3 17.7 SC Class A SSLT 12.7 15.3 20.3 STD 12.7 15.3 20.3 OVS 11.1 13.3 17.7 2 1 6 A490 SC Class B SSLT 12.7 15.3 20.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 28.4 34.1 45.5 X 28.4 34.1 45.5 STD 28.4 34.1 45.5 OVS 24.7 29.6 39.2 SC Class A SSLT 28.4 34.1 39.2 STD 28.4 34.1 45.5 OVS 24.7 29.6 39.5 A325/ F1852 SC Class B SSLT 28.4 34.1 45.5 N 28.4 34.1 45.5 X 28.4 34.1 45.5 STD 28.4 34.1 45.5 OVS 24.7 29.6 39.5 SC Class A SSLT 28.4 34.1 45.5 STD 28.4 34.1 45.5 OVS 24.7 29.6 39.5 3 1 6 A490 SC Class B SSLT 28.4 34.1 45.5

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134 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 49.2 59.0 78.7 X 49.2 59.0 78.7 STD 49.2 59.0 78.7 OVS 42.7 51.3 67.7 SC Class A SSLT 49.2 59.0 67.7 STD 49.2 59.0 78.7 OVS 42.7 51.3 68.4 A325/ F1852 SC Class B SSLT 49.2 59.0 78.7 N 49.2 59.0 78.7 X 49.2 59.0 78.7 STD 49.2 59.0 78.7 OVS 42.7 51.3 68.4 SC Class A SSLT 49.2 59.0 78.7 STD 49.2 59.0 78.7 OVS 42.7 51.3 68.4 4 1 6 A490 SC Class B SSLT 49.2 59.0 78.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 72.0 86.3 115.1 X 72.0 86.3 115.1 STD 72.0 86.3 115.1 OVS 62.6 75.1 99.2 SC Class A SSLT 72.0 86.3 99.2 STD 72.0 86.3 115.1 OVS 62.6 75.1 100.1 A325/ F1852 SC Class B SSLT 72.0 86.3 115.1 N 72.0 86.3 115.1 X 72.0 86.3 115.1 STD 72.0 86.3 115.1 OVS 62.6 75.1 100.1 SC Class A SSLT 72.0 86.3 115.1 STD 72.0 86.3 115.1 OVS 62.6 75.1 100.1 5 1 6 A490 SC Class B SSLT 72.0 86.3 115.1

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135 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 96.2 115.4 153.8 X 96.2 115.4 153.8 STD 96.2 115.4 153.8 OVS 83.6 100.3 132.5 SC Class A SSLT 96.2 115.4 132.5 STD 96.2 115.4 153.8 OVS 83.6 100.3 133.7 A325/ F1852 SC Class B SSLT 96.2 115.4 153.8 N 96.2 115.4 153.8 X 96.2 115.4 153.8 STD 96.2 115.4 153.8 OVS 83.6 100.3 133.7 SC Class A SSLT 96.2 115.4 153.8 STD 96.2 115.4 153.8 OVS 83.6 100.3 133.7 6 1 6 A490 SC Class B SSLT 96.2 115.4 153.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 121.5 145.8 194.4 X 121.5 145.8 194.4 STD 121.5 145.8 194.4 OVS 105.6 126.8 167.5 SC Class A SSLT 121.5 145.8 167.5 STD 121.5 145.8 194.4 OVS 105.6 126.8 169.0 A325/ F1852 SC Class B SSLT 121.5 145.8 194.4 N 121.5 145.8 194.4 X 121.5 145.8 194.4 STD 121.5 145.8 194.4 OVS 105.6 126.8 169.0 SC Class A SSLT 121.5 145.8 194.4 STD 121.5 145.8 194.4 OVS 105.6 126.8 169.0 7 1 6 A490 SC Class B SSLT 121.5 145.8 194.4

PAGE 147

136 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 146.7 176.0 234.7 X 146.7 176.0 234.7 STD 146.7 176.0 234.7 OVS 127.5 153.0 202.1 SC Class A SSLT 146.7 176.0 202.1 STD 146.7 176.0 234.7 OVS 127.5 153.0 204.0 A325/ F1852 SC Class B SSLT 146.7 176.0 234.7 N 146.7 176.0 234.7 X 146.7 176.0 234.7 STD 146.7 176.0 234.7 OVS 127.5 153.0 204.0 SC Class A SSLT 146.7 176.0 234.7 STD 146.7 176.0 234.7 OVS 127.5 153.0 204.0 8 1 6 A490 SC Class B SSLT 146.7 176.0 234.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 172.1 206.6 275.4 X 172.1 206.6 275.4 STD 172.1 206.6 275.4 OVS 149.7 179.6 237.2 SC Class A SSLT 172.1 206.6 237.2 STD 172.1 206.6 275.4 OVS 149.7 179.6 239.4 A325/ F1852 SC Class B SSLT 172.1 206.6 275.4 N 172.1 206.6 275.4 X 172.1 206.6 275.4 STD 172.1 206.6 275.4 OVS 149.7 179.6 239.4 SC Class A SSLT 172.1 206.6 275.4 STD 172.1 206.6 275.4 OVS 149.7 179.6 239.4 9 1 6 A490 SC Class B SSLT 172.1 206.6 275.4

PAGE 148

137 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 197.3 236.8 315.8 X 197.3 236.8 315.8 STD 197.3 236.8 315.8 OVS 171.6 205.9 272.0 SC Class A SSLT 197.3 236.8 272.0 STD 197.3 236.8 315.8 OVS 171.6 205.9 274.5 A325/ F1852 SC Class B SSLT 197.3 236.8 315.8 N 197.3 236.8 315.8 X 197.3 236.8 315.8 STD 197.3 236.8 315.8 OVS 171.6 205.9 274.5 SC Class A SSLT 197.3 236.8 315.8 STD 197.3 236.8 315.8 OVS 171.6 205.9 274.5 10 1 6 A490 SC Class B SSLT 197.3 236.8 315.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 222.5 267.0 356.1 X 222.5 267.0 356.1 STD 222.5 267.0 356.1 OVS 193.5 232.2 306.7 SC Class A SSLT 222.5 267.0 306.7 STD 222.5 267.0 356.1 OVS 193.5 232.2 309.5 A325/ F1852 SC Class B SSLT 222.5 267.0 356.1 N 222.5 267.0 356.1 X 222.5 267.0 356.1 STD 222.5 267.0 356.1 OVS 193.5 232.2 309.5 SC Class A SSLT 222.5 267.0 356.1 STD 222.5 267.0 356.1 OVS 193.5 232.2 309.5 11 1 6 A490 SC Class B SSLT 222.5 267.0 356.1

PAGE 149

138 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 246.7 296.0 394.7 X 246.7 296.0 394.7 STD 246.7 296.0 394.7 OVS 214.4 257.3 340.0 SC Class A SSLT 246.7 296.0 340.0 STD 246.7 296.0 394.7 OVS 214.4 257.3 343.1 A325/ F1852 SC Class B SSLT 246.7 296.0 394.7 N 246.7 296.0 394.7 X 246.7 296.0 394.7 STD 246.7 296.0 394.7 OVS 214.4 257.3 343.1 SC Class A SSLT 246.7 296.0 394.7 STD 246.7 296.0 394.7 OVS 214.4 257.3 343.1 12 1 6 A490 SC Class B SSLT 246.7 296.0 394.7

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139 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 11.7 14.1 18.8 X 11.7 14.1 18.8 STD 11.7 14.1 18.8 OVS 10.2 12.2 16.2 SC Class A SSLT 11.7 14.1 16.2 STD 11.7 14.1 18.8 OVS 10.2 12.2 16.3 A325/ F1852 SC Class B SSLT 11.7 14.1 18.8 N 11.7 14.1 18.8 X 11.7 14.1 18.8 STD 11.7 14.1 18.8 OVS 10.2 12.2 16.3 SC Class A SSLT 11.7 14.1 18.8 STD 11.7 14.1 18.8 OVS 10.2 12.2 16.3 2 1 7 A490 SC Class B SSLT 11.7 14.1 18.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 23.8 28.5 38.1 X 23.8 28.5 38.1 STD 23.8 28.5 38.1 OVS 20.7 24.8 32.8 SC Class A SSLT 23.8 28.5 32.8 STD 23.8 28.5 38.1 OVS 20.7 24.8 33.1 A325/ F1852 SC Class B SSLT 23.8 28.5 38.1 N 23.8 28.5 38.1 X 23.8 28.5 38.1 STD 23.8 28.5 38.1 OVS 20.7 24.8 33.1 SC Class A SSLT 23.8 28.5 38.1 STD 23.8 28.5 38.1 OVS 20.7 24.8 33.1 3 1 7 A490 SC Class B SSLT 23.8 28.5 38.1

PAGE 151

140 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 42.7 51.3 68.3 X 42.7 51.3 68.3 STD 42.7 51.3 68.3 OVS 37.1 44.6 58.9 SC Class A SSLT 42.7 51.3 58.9 STD 42.7 51.3 68.3 OVS 37.1 44.6 59.4 A325/ F1852 SC Class B SSLT 42.7 51.3 68.3 N 42.7 51.3 68.3 X 42.7 51.3 68.3 STD 42.7 51.3 68.3 OVS 37.1 44.6 59.4 SC Class A SSLT 42.7 51.3 68.3 STD 42.7 51.3 68.3 OVS 37.1 44.6 59.4 4 1 7 A490 SC Class B SSLT 42.7 51.3 68.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 62.9 75.4 100.6 X 62.9 75.4 100.6 STD 62.9 75.4 100.6 OVS 54.7 65.6 86.6 SC Class A SSLT 62.9 75.4 86.6 STD 62.9 75.4 100.6 OVS 54.7 65.6 87.4 A325/ F1852 SC Class B SSLT 62.9 75.4 100.6 N 62.9 75.4 100.6 X 62.9 75.4 100.6 STD 62.9 75.4 100.6 OVS 54.7 65.6 87.4 SC Class A SSLT 62.9 75.4 100.6 STD 62.9 75.4 100.6 OVS 54.7 65.6 87.4 5 1 7 A490 SC Class B SSLT 62.9 75.4 100.6

PAGE 152

141 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 85.7 102.9 137.2 X 85.7 102.9 137.2 STD 85.7 102.9 137.2 OVS 74.5 89.4 118.1 SC Class A SSLT 85.7 102.9 118.1 STD 85.7 102.9 137.2 OVS 74.5 89.4 119.2 A325/ F1852 SC Class B SSLT 85.7 102.9 137.2 N 85.7 102.9 137.2 X 85.7 102.9 137.2 STD 85.7 102.9 137.2 OVS 74.5 89.4 119.2 SC Class A SSLT 85.7 102.9 137.2 STD 85.7 102.9 137.2 OVS 74.5 89.4 119.2 6 1 7 A490 SC Class B SSLT 85.7 102.9 137.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 109.9 131.9 175.9 X 109.9 131.9 175.9 STD 109.9 131.9 175.9 OVS 95.6 114.7 151.5 SC Class A SSLT 109.9 131.9 151.5 STD 109.9 131.9 175.9 OVS 95.6 114.7 152.9 A325/ F1852 SC Class B SSLT 109.9 131.9 175.9 N 109.9 131.9 175.9 X 109.9 131.9 175.9 STD 109.9 131.9 175.9 OVS 95.6 114.7 152.9 SC Class A SSLT 109.9 131.9 175.9 STD 109.9 131.9 175.9 OVS 95.6 114.7 152.9 7 1 7 A490 SC Class B SSLT 109.9 131.9 175.9

PAGE 153

142 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 134.9 161.9 215.8 X 134.9 161.9 215.8 STD 134.9 161.9 215.8 OVS 117.3 140.7 185.9 SC Class A SSLT 134.9 161.9 185.9 STD 134.9 161.9 215.8 OVS 117.3 140.7 187.6 A325/ F1852 SC Class B SSLT 134.9 161.9 215.8 N 134.9 161.9 215.8 X 134.9 161.9 215.8 STD 134.9 161.9 215.8 OVS 117.3 140.7 187.6 SC Class A SSLT 134.9 161.9 215.8 STD 134.9 161.9 215.8 OVS 117.3 140.7 187.6 8 1 7 A490 SC Class B SSLT 134.9 161.9 215.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 160.1 192.1 256.1 X 160.1 192.1 256.1 STD 160.1 192.1 256.1 OVS 139.2 167.0 220.6 SC Class A SSLT 160.1 192.1 220.6 STD 160.1 192.1 256.1 OVS 139.2 167.0 222.7 A325/ F1852 SC Class B SSLT 160.1 192.1 256.1 N 160.1 192.1 256.1 X 160.1 192.1 256.1 STD 160.1 192.1 256.1 OVS 139.2 167.0 222.7 SC Class A SSLT 160.1 192.1 256.1 STD 160.1 192.1 256.1 OVS 139.2 167.0 222.7 9 1 7 A490 SC Class B SSLT 160.1 192.1 256.1

PAGE 154

143 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 185.6 222.7 296.9 X 185.6 222.7 296.9 STD 185.6 222.7 296.9 OVS 161.3 193.6 255.7 SC Class A SSLT 185.6 222.7 255.7 STD 185.6 222.7 296.9 OVS 161.3 193.6 258.1 A325/ F1852 SC Class B SSLT 185.6 222.7 296.9 N 185.6 222.7 296.9 X 185.6 222.7 296.9 STD 185.6 222.7 296.9 OVS 161.3 193.6 258.1 SC Class A SSLT 185.6 222.7 296.9 STD 185.6 222.7 296.9 OVS 161.3 193.6 258.1 10 1 7 A490 SC Class B SSLT 185.6 222.7 296.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 212.6 255.2 340.2 X 212.6 255.2 340.2 STD 212.6 255.2 340.2 OVS 184.9 221.8 293.0 SC Class A SSLT 212.6 255.2 293.0 STD 212.6 255.2 340.2 OVS 184.9 221.8 295.8 A325/ F1852 SC Class B SSLT 212.6 255.2 340.2 N 212.6 255.2 340.2 X 212.6 255.2 340.2 STD 212.6 255.2 340.2 OVS 184.9 221.8 295.8 SC Class A SSLT 212.6 255.2 340.2 STD 212.6 255.2 340.2 OVS 184.9 221.8 295.8 11 1 7 A490 SC Class B SSLT 212.6 255.2 340.2

PAGE 155

144 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 236.0 283.2 377.6 X 236.0 283.2 377.6 STD 236.0 283.2 377.6 OVS 205.2 246.2 325.3 SC Class A SSLT 236.0 283.2 325.3 STD 236.0 283.2 377.6 OVS 205.2 246.2 328.3 A325/ F1852 SC Class B SSLT 236.0 283.2 377.6 N 236.0 283.2 377.6 X 236.0 283.2 377.6 STD 236.0 283.2 377.6 OVS 205.2 246.2 328.3 SC Class A SSLT 236.0 283.2 377.6 STD 236.0 283.2 377.6 OVS 205.2 246.2 328.3 12 1 7 A490 SC Class B SSLT 236.0 283.2 377.6

PAGE 156

145 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 10.2 12.2 16.2 X 10.2 12.2 16.2 STD 10.2 12.2 16.2 OVS 8.8 10.6 14.0 SC Class A SSLT 10.2 12.2 14.0 STD 10.2 12.2 16.2 OVS 8.8 10.6 14.1 A325/ F1852 SC Class B SSLT 10.2 12.2 16.2 N 10.2 12.2 16.2 X 10.2 12.2 16.2 STD 10.2 12.2 16.2 OVS 8.8 10.6 14.1 SC Class A SSLT 10.2 12.2 16.2 STD 10.2 12.2 16.2 OVS 8.8 10.6 14.1 2 1 8 A490 SC Class B SSLT 10.2 12.2 16.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 20.5 24.6 32.9 X 20.5 24.6 32.9 STD 20.5 24.6 32.9 OVS 17.9 21.4 28.3 SC Class A SSLT 20.5 24.6 28.3 STD 20.5 24.6 32.9 OVS 17.9 21.4 28.6 A325/ F1852 SC Class B SSLT 20.5 24.6 32.9 N 20.5 24.6 32.9 X 20.5 24.6 32.9 STD 20.5 24.6 32.9 OVS 17.9 21.4 28.6 SC Class A SSLT 20.5 24.6 32.9 STD 20.5 24.6 32.9 OVS 17.9 21.4 28.6 3 1 8 A490 SC Class B SSLT 20.5 24.6 32.9

PAGE 157

146 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 37.1 44.5 59.3 X 37.1 44.5 59.3 STD 37.1 44.5 59.3 OVS 32.2 38.7 51.1 SC Class A SSLT 37.1 44.5 51.1 STD 37.1 44.5 59.3 OVS 32.2 38.7 51.6 A325/ F1852 SC Class B SSLT 37.1 44.5 59.3 N 37.1 44.5 59.3 X 37.1 44.5 59.3 STD 37.1 44.5 59.3 OVS 32.2 38.7 51.6 SC Class A SSLT 37.1 44.5 59.3 STD 37.1 44.5 59.3 OVS 32.2 38.7 51.6 4 1 8 A490 SC Class B SSLT 37.1 44.5 59.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 55.8 67.0 89.3 X 55.8 67.0 89.3 STD 55.8 67.0 89.3 OVS 48.5 58.2 76.9 SC Class A SSLT 55.8 67.0 76.9 STD 55.8 67.0 89.3 OVS 48.5 58.2 77.7 A325/ F1852 SC Class B SSLT 55.8 67.0 89.3 N 55.8 67.0 89.3 X 55.8 67.0 89.3 STD 55.8 67.0 89.3 OVS 48.5 58.2 77.7 SC Class A SSLT 55.8 67.0 89.3 STD 55.8 67.0 89.3 OVS 48.5 58.2 77.7 5 1 8 A490 SC Class B SSLT 55.8 67.0 89.3

PAGE 158

147 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 77.2 92.7 123.6 X 77.2 92.7 123.6 STD 77.2 92.7 123.6 OVS 67.1 80.6 106.4 SC Class A SSLT 77.2 92.7 106.4 STD 77.2 92.7 123.6 OVS 67.1 80.6 107.4 A325/ F1852 SC Class B SSLT 77.2 92.7 123.6 N 77.2 92.7 123.6 X 77.2 92.7 123.6 STD 77.2 92.7 123.6 OVS 67.1 80.6 107.4 SC Class A SSLT 77.2 92.7 123.6 STD 77.2 92.7 123.6 OVS 67.1 80.6 107.4 6 1 8 A490 SC Class B SSLT 77.2 92.7 123.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 100.2 120.2 160.3 X 100.2 120.2 160.3 STD 100.2 120.2 160.3 OVS 87.1 104.5 138.1 SC Class A SSLT 100.2 120.2 138.1 STD 100.2 120.2 160.3 OVS 87.1 104.5 139.4 A325/ F1852 SC Class B SSLT 100.2 120.2 160.3 N 100.2 120.2 160.3 X 100.2 120.2 160.3 STD 100.2 120.2 160.3 OVS 87.1 104.5 139.4 SC Class A SSLT 100.2 120.2 160.3 STD 100.2 120.2 160.3 OVS 87.1 104.5 139.4 7 1 8 A490 SC Class B SSLT 100.2 120.2 160.3

PAGE 159

148 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 124.4 149.3 199.1 X 124.4 149.3 199.1 STD 124.4 149.3 199.1 OVS 108.2 129.8 171.5 SC Class A SSLT 124.4 149.3 171.5 STD 124.4 149.3 199.1 OVS 108.2 129.8 173.1 A325/ F1852 SC Class B SSLT 124.4 149.3 199.1 N 124.4 149.3 199.1 X 124.4 149.3 199.1 STD 124.4 149.3 199.1 OVS 108.2 129.8 173.1 SC Class A SSLT 124.4 149.3 199.1 STD 124.4 149.3 199.1 OVS 108.2 129.8 173.1 8 1 8 A490 SC Class B SSLT 124.4 149.3 199.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 149.2 179.0 238.7 X 149.2 179.0 238.7 STD 149.2 179.0 238.7 OVS 129.7 155.6 205.6 SC Class A SSLT 149.2 179.0 205.6 STD 149.2 179.0 238.7 OVS 129.7 155.6 207.5 A325/ F1852 SC Class B SSLT 149.2 179.0 238.7 N 149.2 179.0 238.7 X 149.2 179.0 238.7 STD 149.2 179.0 238.7 OVS 129.7 155.6 207.5 SC Class A SSLT 149.2 179.0 238.7 STD 149.2 179.0 238.7 OVS 129.7 155.6 207.5 9 1 8 A490 SC Class B SSLT 149.2 179.0 238.7

PAGE 160

149 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 174.6 209.5 279.3 X 174.6 209.5 279.3 STD 174.6 209.5 279.3 OVS 151.8 182.1 240.6 SC Class A SSLT 174.6 209.5 240.6 STD 174.6 209.5 279.3 OVS 151.8 182.1 242.8 A325/ F1852 SC Class B SSLT 174.6 209.5 279.3 N 174.6 209.5 279.3 X 174.6 209.5 279.3 STD 174.6 209.5 279.3 OVS 151.8 182.1 242.8 SC Class A SSLT 174.6 209.5 279.3 STD 174.6 209.5 279.3 OVS 151.8 182.1 242.8 10 1 8 A490 SC Class B SSLT 174.6 209.5 279.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 199.9 239.9 319.8 X 199.9 239.9 319.8 STD 199.9 239.9 319.8 OVS 173.8 208.5 275.5 SC Class A SSLT 199.9 239.9 275.5 STD 199.9 239.9 319.8 OVS 173.8 208.5 278.0 A325/ F1852 SC Class B SSLT 199.9 239.9 319.8 N 199.9 239.9 319.8 X 199.9 239.9 319.8 STD 199.9 239.9 319.8 OVS 173.8 208.5 278.0 SC Class A SSLT 199.9 239.9 319.8 STD 199.9 239.9 319.8 OVS 173.8 208.5 278.0 11 1 8 A490 SC Class B SSLT 199.9 239.9 319.8

PAGE 161

150 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 225.3 270.3 360.4 X 225.3 270.3 360.4 STD 225.3 270.3 360.4 OVS 195.8 235.0 310.5 SC Class A SSLT 225.3 270.3 310.5 STD 225.3 270.3 360.4 OVS 195.8 235.0 313.3 A325/ F1852 SC Class B SSLT 225.3 270.3 360.4 N 225.3 270.3 360.4 X 225.3 270.3 360.4 STD 225.3 270.3 360.4 OVS 195.8 235.0 313.3 SC Class A SSLT 225.3 270.3 360.4 STD 225.3 270.3 360.4 OVS 195.8 235.0 313.3 12 1 8 A490 SC Class B SSLT 225.3 270.3 360.4

PAGE 162

151 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 7.6 9.1 12.2 X 7.6 9.1 12.2 STD 7.6 9.1 12.2 OVS 6.6 7.9 10.5 SC Class A SSLT 7.6 9.1 10.5 STD 7.6 9.1 12.2 OVS 6.6 7.9 10.6 A325/ F1852 SC Class B SSLT 7.6 9.1 12.2 N 7.6 9.1 12.2 X 7.6 9.1 12.2 STD 7.6 9.1 12.2 OVS 6.6 7.9 10.6 SC Class A SSLT 7.6 9.1 12.2 STD 7.6 9.1 12.2 OVS 6.6 7.9 10.6 2 1 9 A490 SC Class B SSLT 7.6 9.1 12.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 17.7 21.2 28.3 X 17.7 21.2 28.3 STD 17.7 21.2 28.3 OVS 15.4 18.5 24.4 SC Class A SSLT 17.7 21.2 24.4 STD 17.7 21.2 28.3 OVS 15.4 18.5 24.6 A325/ F1852 SC Class B SSLT 17.7 21.2 28.3 N 17.7 21.2 28.3 X 17.7 21.2 28.3 STD 17.7 21.2 28.3 OVS 15.4 18.5 24.6 SC Class A SSLT 17.7 21.2 28.3 STD 17.7 21.2 28.3 OVS 15.4 18.5 24.6 3 1 9 A490 SC Class B SSLT 17.7 21.2 28.3

PAGE 163

152 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 32.4 38.9 51.8 X 32.4 38.9 51.8 STD 32.4 38.9 51.8 OVS 28.2 33.8 44.7 SC Class A SSLT 32.4 38.9 44.7 STD 32.4 38.9 51.8 OVS 28.2 33.8 45.1 A325/ F1852 SC Class B SSLT 32.4 38.9 51.8 N 32.4 38.9 51.8 X 32.4 38.9 51.8 STD 32.4 38.9 51.8 OVS 28.2 33.8 45.1 SC Class A SSLT 32.4 38.9 51.8 STD 32.4 38.9 51.8 OVS 28.2 33.8 45.1 4 1 9 A490 SC Class B SSLT 32.4 38.9 51.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 49.2 59.1 78.8 X 49.2 59.1 78.8 STD 49.2 59.1 78.8 OVS 42.8 51.3 67.8 SC Class A SSLT 49.2 59.1 67.8 STD 49.2 59.1 78.8 OVS 42.8 51.3 68.5 A325/ F1852 SC Class B SSLT 49.2 59.1 78.8 N 49.2 59.1 78.8 X 49.2 59.1 78.8 STD 49.2 59.1 78.8 OVS 42.8 51.3 68.5 SC Class A SSLT 49.2 59.1 78.8 STD 49.2 59.1 78.8 OVS 42.8 51.3 68.5 5 1 9 A490 SC Class B SSLT 49.2 59.1 78.8

PAGE 164

153 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 68.7 82.4 109.9 X 68.7 82.4 109.9 STD 68.7 82.4 109.9 OVS 59.7 71.6 94.6 SC Class A SSLT 68.7 82.4 94.6 STD 68.7 82.4 109.9 OVS 59.7 71.6 95.5 A325/ F1852 SC Class B SSLT 68.7 82.4 109.9 N 68.7 82.4 109.9 X 68.7 82.4 109.9 STD 68.7 82.4 109.9 OVS 59.7 71.6 95.5 SC Class A SSLT 68.7 82.4 109.9 STD 68.7 82.4 109.9 OVS 59.7 71.6 95.5 6 1 9 A490 SC Class B SSLT 68.7 82.4 109.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 90.1 108.1 144.2 X 90.1 108.1 144.2 STD 90.1 108.1 144.2 OVS 78.3 94.0 124.2 SC Class A SSLT 90.1 108.1 124.2 STD 90.1 108.1 144.2 OVS 78.3 94.0 125.3 A325/ F1852 SC Class B SSLT 90.1 108.1 144.2 N 90.1 108.1 144.2 X 90.1 108.1 144.2 STD 90.1 108.1 144.2 OVS 78.3 94.0 125.3 SC Class A SSLT 90.1 108.1 144.2 STD 90.1 108.1 144.2 OVS 78.3 94.0 125.3 7 1 9 A490 SC Class B SSLT 90.1 108.1 144.2

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154 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 113.1 135.8 181.0 X 113.1 135.8 181.0 STD 113.1 135.8 181.0 OVS 98.4 118.0 155.9 SC Class A SSLT 113.1 135.8 155.9 STD 113.1 135.8 181.0 OVS 98.4 118.0 157.4 A325/ F1852 SC Class B SSLT 113.1 135.8 181.0 N 113.1 135.8 181.0 X 113.1 135.8 181.0 STD 113.1 135.8 181.0 OVS 98.4 118.0 157.4 SC Class A SSLT 113.1 135.8 181.0 STD 113.1 135.8 181.0 OVS 98.4 118.0 157.4 8 1 9 A490 SC Class B SSLT 113.1 135.8 181.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 137.1 164.5 219.3 X 137.1 164.5 219.3 STD 137.1 164.5 219.3 OVS 119.1 143.0 188.9 SC Class A SSLT 137.1 164.5 188.9 STD 137.1 164.5 219.3 OVS 119.1 143.0 190.6 A325/ F1852 SC Class B SSLT 137.1 164.5 219.3 N 137.1 164.5 219.3 X 137.1 164.5 219.3 STD 137.1 164.5 219.3 OVS 119.1 143.0 190.6 SC Class A SSLT 137.1 164.5 219.3 STD 137.1 164.5 219.3 OVS 119.1 143.0 190.6 9 1 9 A490 SC Class B SSLT 137.1 164.5 219.3

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155 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 161.8 194.2 258.9 X 161.8 194.2 258.9 STD 161.8 194.2 258.9 OVS 140.7 168.8 223.0 SC Class A SSLT 161.8 194.2 223.0 STD 161.8 194.2 258.9 OVS 140.7 168.8 225.1 A325/ F1852 SC Class B SSLT 161.8 194.2 258.9 N 161.8 194.2 258.9 X 161.8 194.2 258.9 STD 161.8 194.2 258.9 OVS 140.7 168.8 225.1 SC Class A SSLT 161.8 194.2 258.9 STD 161.8 194.2 258.9 OVS 140.7 168.8 225.1 10 1 9 A490 SC Class B SSLT 161.8 194.2 258.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 187.0 224.4 299.2 X 187.0 224.4 299.2 STD 187.0 224.4 299.2 OVS 162.5 195.0 257.7 SC Class A SSLT 187.0 224.4 257.7 STD 187.0 224.4 299.2 OVS 162.5 195.0 260.1 A325/ F1852 SC Class B SSLT 187.0 224.4 299.2 N 187.0 224.4 299.2 X 187.0 224.4 299.2 STD 187.0 224.4 299.2 OVS 162.5 195.0 260.1 SC Class A SSLT 187.0 224.4 299.2 STD 187.0 224.4 299.2 OVS 162.5 195.0 260.1 11 1 9 A490 SC Class B SSLT 187.0 224.4 299.2

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156 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 212.3 254.7 339.7 X 212.3 254.7 339.7 STD 212.3 254.7 339.7 OVS 184.5 221.5 292.6 SC Class A SSLT 212.3 254.7 292.6 STD 212.3 254.7 339.7 OVS 184.5 221.5 295.3 A325/ F1852 SC Class B SSLT 212.3 254.7 339.7 N 212.3 254.7 339.7 X 212.3 254.7 339.7 STD 212.3 254.7 339.7 OVS 184.5 221.5 295.3 SC Class A SSLT 212.3 254.7 339.7 STD 212.3 254.7 339.7 OVS 184.5 221.5 295.3 12 1 9 A490 SC Class B SSLT 212.3 254.7 339.7

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157 APPENDIX D 3/4-INCH DIAMETER ALL-BO LTED A992 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix D are al l-bolted double angle connections. The angles are A992 angles usi ng either A325/F1852 or A490 3/ 4-inch diameter bolts.

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158 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 16.7 17.3 17.3 X 16.7 20.1 21.6 STD 11.3 11.3 11.3 OVS 9.7 9.7 9.7 SC Class A SSLT 9.7 9.7 9.7 STD 16.7 17.2 17.2 OVS 14.6 14.6 14.6 A325/ F1852 SC Class B SSLT 14.6 14.6 14.6 N 16.7 20.1 21.6 X 16.7 20.1 26.8 STD 14.2 14.2 14.2 OVS 12.0 12.0 12.0 SC Class A SSLT 12.0 12.0 12.0 STD 16.7 20.1 21.5 OVS 15.5 18.2 18.2 2 3/4 6 A490 SC Class B SSLT 16.7 18.2 18.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 37.4 38.6 38.6 X 37.4 44.9 48.3 STD 25.3 25.3 25.3 OVS 21.6 21.6 21.6 SC Class A SSLT 21.6 21.6 21.6 STD 37.4 38.4 38.4 OVS 32.6 32.6 32.6 A325/ F1852 SC Class B SSLT 32.6 32.6 32.6 N 37.4 44.9 48.3 X 37.4 44.9 59.9 STD 31.6 31.6 31.6 OVS 26.9 26.9 26.9 SC Class A SSLT 26.9 26.9 26.9 STD 37.4 44.9 48.0 OVS 34.6 40.7 40.7 3 3/4 6 A490 SC Class B SSLT 37.4 40.7 40.7

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159 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 64.8 66.7 66.7 X 64.8 77.7 83.5 STD 43.8 43.8 43.8 OVS 37.3 37.3 37.3 SC Class A SSLT 37.3 37.3 37.3 STD 64.8 66.4 66.4 OVS 56.4 56.4 56.4 A325/ F1852 SC Class B SSLT 56.4 56.4 56.4 N 64.8 77.7 83.5 X 64.8 77.7 103.6 STD 54.7 54.7 54.7 OVS 46.6 46.6 46.6 SC Class A SSLT 46.6 46.6 46.6 STD 64.8 77.7 83.0 OVS 59.9 70.5 70.5 4 3/4 6 A490 SC Class B SSLT 64.8 70.5 70.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 94.8 97.6 97.6 X 94.8 113.7 122.2 STD 64.2 64.2 64.2 OVS 54.6 54.6 54.6 SC Class A SSLT 54.6 54.6 54.6 STD 94.8 97.1 97.1 OVS 82.6 82.6 82.6 A325/ F1852 SC Class B SSLT 82.6 82.6 82.6 N 94.8 113.7 122.2 X 94.8 113.7 151.7 STD 80.1 80.1 80.1 OVS 68.2 68.2 68.2 SC Class A SSLT 68.2 68.2 68.2 STD 94.8 113.7 121.4 OVS 87.7 103.2 103.2 5 3/4 6 A490 SC Class B SSLT 94.8 103.2 103.2

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160 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 126.7 130.5 130.5 X 126.7 152.0 163.3 STD 85.7 85.7 85.7 OVS 73.0 73.0 73.0 SC Class A SSLT 73.0 73.0 73.0 STD 126.7 129.8 129.8 OVS 110.3 110.3 110.3 A325/ F1852 SC Class B SSLT 110.3 110.3 110.3 N 126.7 152.0 163.3 X 126.7 152.0 202.7 STD 107.1 107.1 107.1 OVS 91.1 91.1 91.1 SC Class A SSLT 91.1 91.1 91.1 STD 126.7 152.0 162.3 OVS 117.2 137.8 137.8 6 3/4 6 A490 SC Class B SSLT 126.7 137.8 137.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 160.1 164.9 164.9 X 160.1 192.1 206.4 STD 108.4 108.4 108.4 OVS 92.3 92.3 92.3 SC Class A SSLT 92.3 92.3 92.3 STD 160.1 164.1 164.1 OVS 139.4 139.4 139.4 A325/ F1852 SC Class B SSLT 139.4 139.4 139.4 N 160.1 192.1 206.4 X 160.1 192.1 256.1 STD 135.3 135.3 135.3 OVS 115.1 115.1 115.1 SC Class A SSLT 115.1 115.1 115.1 STD 160.1 192.1 205.1 OVS 148.1 174.2 174.2 7 3/4 6 A490 SC Class B SSLT 160.1 174.2 174.2

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161 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 193.2 199.0 199.0 X 193.2 231.8 249.0 STD 130.8 130.8 130.8 OVS 111.4 111.4 111.4 SC Class A SSLT 111.4 111.4 111.4 STD 193.2 198.0 198.0 OVS 168.3 168.3 168.3 A325/ F1852 SC Class B SSLT 168.3 168.3 168.3 N 193.2 231.8 249.0 X 193.2 231.8 309.1 STD 163.3 163.3 163.3 OVS 138.9 138.9 138.9 SC Class A SSLT 138.9 138.9 138.9 STD 193.2 231.8 247.5 OVS 178.7 210.3 210.3 8 3/4 6 A490 SC Class B SSLT 193.2 210.3 210.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 226.8 233.6 233.6 X 226.8 272.1 292.3 STD 153.5 153.5 153.5 OVS 130.7 130.7 130.7 SC Class A SSLT 130.7 130.7 130.7 STD 226.8 232.4 232.4 OVS 197.5 197.5 197.5 A325/ F1852 SC Class B SSLT 197.5 197.5 197.5 N 226.8 272.1 292.3 X 226.8 272.1 362.8 STD 191.7 191.7 191.7 OVS 163.1 163.1 163.1 SC Class A SSLT 163.1 163.1 163.1 STD 226.8 272.1 290.5 OVS 209.8 246.8 246.8 9 3/4 6 A490 SC Class B SSLT 226.8 246.8 246.8

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162 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 260.0 267.8 267.8 X 260.0 312.0 335.1 STD 176.0 176.0 176.0 OVS 149.9 149.9 149.9 SC Class A SSLT 149.9 149.9 149.9 STD 260.0 266.4 266.4 OVS 226.4 226.4 226.4 A325/ F1852 SC Class B SSLT 226.4 226.4 226.4 N 260.0 312.0 335.1 X 260.0 312.0 415.9 STD 219.8 219.8 219.8 OVS 186.9 186.9 186.9 SC Class A SSLT 186.9 186.9 186.9 STD 260.0 312.0 333.0 OVS 240.5 282.9 282.9 10 3/4 6 A490 SC Class B SSLT 260.0 282.9 282.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 293.2 301.9 301.9 X 293.2 351.8 377.9 STD 198.4 198.4 198.4 OVS 169.0 169.0 169.0 SC Class A SSLT 169.0 169.0 169.0 STD 293.2 300.4 300.4 OVS 255.4 255.4 255.4 A325/ F1852 SC Class B SSLT 255.4 255.4 255.4 N 293.2 351.8 377.9 X 293.2 351.8 469.1 STD 247.8 247.8 247.8 OVS 210.8 210.8 210.8 SC Class A SSLT 210.8 210.8 210.8 STD 293.2 351.8 375.5 OVS 271.2 319.0 319.0 11 3/4 6 A490 SC Class B SSLT 293.2 319.0 319.0

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163 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 5/16 3/8 1/2 N 325.0 334.7 334.7 X 325.0 390.0 418.9 STD 220.0 220.0 220.0 OVS 187.3 187.3 187.3 SC Class A SSLT 187.3 187.3 187.3 STD 325.0 333.0 333.0 OVS 283.1 283.1 283.1 A325/ F1852 SC Class B SSLT 283.1 283.1 283.1 N 325.0 390.0 418.9 X 325.0 390.0 519.9 STD 274.7 274.7 274.7 OVS 233.7 233.7 233.7 SC Class A SSLT 233.7 233.7 233.7 STD 325.0 390.0 416.3 OVS 300.6 353.6 353.6 12 3/4 6 A490 SC Class B SSLT 325.0 353.6 353.6

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164 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 15.4 15.9 15.9 X 15.4 18.5 19.9 STD 10.5 10.5 10.5 OVS 8.9 8.9 8.9 SC Class A SSLT 8.9 8.9 8.9 STD 15.4 15.8 15.8 OVS 13.4 13.4 13.4 A325/ F1852 SC Class B SSLT 13.4 13.4 13.4 N 15.4 18.5 19.9 X 15.4 18.5 24.7 STD 13.1 13.1 13.1 OVS 11.1 11.1 11.1 SC Class A SSLT 11.1 11.1 11.1 STD 15.4 18.5 19.8 OVS 14.3 16.8 16.8 2 3/4 7 A490 SC Class B SSLT 15.4 16.8 16.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 31.3 32.3 32.3 X 31.3 37.6 40.4 STD 21.2 21.2 21.2 OVS 18.1 18.1 18.1 SC Class A SSLT 18.1 18.1 18.1 STD 31.3 32.1 32.1 OVS 27.3 27.3 27.3 A325/ F1852 SC Class B SSLT 27.3 27.3 27.3 N 31.3 37.6 40.4 X 31.3 37.6 50.1 STD 26.5 26.5 26.5 OVS 22.5 22.5 22.5 SC Class A SSLT 22.5 22.5 22.5 STD 31.3 37.6 40.1 OVS 29.0 34.1 34.1 3 3/4 7 A490 SC Class B SSLT 31.3 34.1 34.1

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165 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 56.3 58.0 58.0 X 56.3 67.5 72.5 STD 38.1 38.1 38.1 OVS 32.4 32.4 32.4 SC Class A SSLT 32.4 32.4 32.4 STD 56.3 57.7 57.7 OVS 49.0 49.0 49.0 A325/ F1852 SC Class B SSLT 49.0 49.0 49.0 N 56.3 67.5 72.5 X 56.3 67.5 90.0 STD 47.6 47.6 47.6 OVS 40.5 40.5 40.5 SC Class A SSLT 40.5 40.5 40.5 STD 56.3 67.5 72.1 OVS 52.1 61.2 61.2 4 3/4 7 A490 SC Class B SSLT 56.3 61.2 61.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 82.8 85.3 85.3 X 82.8 99.4 106.8 STD 56.1 56.1 56.1 OVS 47.7 47.7 47.7 SC Class A SSLT 47.7 47.7 47.7 STD 82.8 84.9 84.9 OVS 72.1 72.1 72.1 A325/ F1852 SC Class B SSLT 72.1 72.1 72.1 N 82.8 99.4 106.8 X 82.8 99.4 132.5 STD 70.0 70.0 70.0 OVS 59.6 59.6 59.6 SC Class A SSLT 59.6 59.6 59.6 STD 82.8 99.4 106.1 OVS 76.6 90.1 90.1 5 3/4 7 A490 SC Class B SSLT 82.8 90.1 90.1

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166 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 112.9 116.3 116.3 X 112.9 135.5 145.6 STD 76.4 76.4 76.4 OVS 65.1 65.1 65.1 SC Class A SSLT 65.1 65.1 65.1 STD 112.9 115.7 115.7 OVS 98.4 98.4 98.4 A325/ F1852 SC Class B SSLT 98.4 98.4 98.4 N 112.9 135.5 145.6 X 112.9 135.5 180.7 STD 95.5 95.5 95.5 OVS 81.2 81.2 81.2 SC Class A SSLT 81.2 81.2 81.2 STD 112.9 135.5 144.7 OVS 104.5 122.9 122.9 6 3/4 7 A490 SC Class B SSLT 112.9 122.9 122.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 144.8 149.1 149.1 X 144.8 173.8 186.7 STD 98.0 98.0 98.0 OVS 83.5 83.5 83.5 SC Class A SSLT 83.5 83.5 83.5 STD 144.8 148.4 148.4 OVS 126.1 126.1 126.1 A325/ F1852 SC Class B SSLT 126.1 126.1 126.1 N 144.8 173.8 186.7 X 144.8 173.8 231.7 STD 122.4 122.4 122.4 OVS 104.1 104.1 104.1 SC Class A SSLT 104.1 104.1 104.1 STD 144.8 173.8 185.5 OVS 134.0 157.6 157.6 7 3/4 7 A490 SC Class B SSLT 144.8 157.6 157.6

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167 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 177.7 183.0 183.0 X 177.7 213.2 229.0 STD 120.3 120.3 120.3 OVS 102.4 102.4 102.4 SC Class A SSLT 102.4 102.4 102.4 STD 177.7 182.1 182.1 OVS 154.8 154.8 154.8 A325/ F1852 SC Class B SSLT 154.8 154.8 154.8 N 177.7 213.2 229.0 X 177.7 213.2 284.3 STD 150.2 150.2 150.2 OVS 127.8 127.8 127.8 SC Class A SSLT 127.8 127.8 127.8 STD 177.7 213.2 227.6 OVS 164.4 193.4 193.4 8 3/4 7 A490 SC Class B SSLT 177.7 193.4 193.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 210.9 217.2 217.2 X 210.9 253.1 271.8 STD 142.7 142.7 142.7 OVS 121.6 121.6 121.6 SC Class A SSLT 121.6 121.6 121.6 STD 210.9 216.1 216.1 OVS 183.7 183.7 183.7 A325/ F1852 SC Class B SSLT 183.7 183.7 183.7 N 210.9 253.1 271.8 X 210.9 253.1 337.4 STD 178.3 178.3 178.3 OVS 151.6 151.6 151.6 SC Class A SSLT 151.6 151.6 151.6 STD 210.9 253.1 270.1 OVS 195.1 229.5 229.5 9 3/4 7 A490 SC Class B SSLT 210.9 229.5 229.5

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168 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 244.5 251.8 251.8 X 244.5 293.3 315.1 STD 165.5 165.5 165.5 OVS 140.9 140.9 140.9 SC Class A SSLT 140.9 140.9 140.9 STD 244.5 250.5 250.5 OVS 212.9 212.9 212.9 A325/ F1852 SC Class B SSLT 212.9 212.9 212.9 N 244.5 293.3 315.1 X 244.5 293.3 391.1 STD 206.6 206.6 206.6 OVS 175.8 175.8 175.8 SC Class A SSLT 175.8 175.8 175.8 STD 244.5 293.3 313.1 OVS 226.1 266.0 266.0 10 3/4 7 A490 SC Class B SSLT 244.5 266.0 266.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 280.1 288.5 288.5 X 280.1 336.1 361.1 STD 189.6 189.6 189.6 OVS 161.5 161.5 161.5 SC Class A SSLT 161.5 161.5 161.5 STD 280.1 287.1 287.1 OVS 244.0 244.0 244.0 A325/ F1852 SC Class B SSLT 244.0 244.0 244.0 N 280.1 336.1 361.1 X 280.1 336.1 448.2 STD 236.8 236.8 236.8 OVS 201.4 201.4 201.4 SC Class A SSLT 201.4 201.4 201.4 STD 280.1 336.1 358.8 OVS 259.1 304.8 304.8 11 3/4 7 A490 SC Class B SSLT 280.1 304.8 304.8

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169 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 310.9 320.2 320.2 X 310.9 373.1 400.8 STD 210.5 210.5 210.5 OVS 179.2 179.2 179.2 SC Class A SSLT 179.2 179.2 179.2 STD 310.9 318.6 318.6 OVS 270.8 270.8 270.8 A325/ F1852 SC Class B SSLT 270.8 270.8 270.8 N 310.9 373.1 400.8 X 310.9 373.1 497.5 STD 262.8 262.8 262.8 OVS 223.6 223.6 223.6 SC Class A SSLT 223.6 223.6 223.6 STD 310.9 373.1 398.3 OVS 287.6 338.4 338.4 12 3/4 7 A490 SC Class B SSLT 310.9 338.4 338.4

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170 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 13.4 13.8 13.8 X 13.4 16.0 17.2 STD 9.1 9.1 9.1 OVS 7.7 7.7 7.7 SC Class A SSLT 7.7 7.7 7.7 STD 13.4 13.7 13.7 OVS 11.6 11.6 11.6 A325/ F1852 SC Class B SSLT 11.6 11.6 11.6 N 13.4 16.0 17.2 X 13.4 16.0 21.4 STD 11.3 11.3 11.3 OVS 9.6 9.6 9.6 SC Class A SSLT 9.6 9.6 9.6 STD 13.4 16.0 17.1 OVS 12.4 14.6 14.6 2 3/4 8 A490 SC Class B SSLT 13.4 14.6 14.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 27.1 27.9 27.9 X 27.1 32.5 34.9 STD 18.3 18.3 18.3 OVS 15.6 15.6 15.6 SC Class A SSLT 15.6 15.6 15.6 STD 27.1 27.7 27.7 OVS 23.6 23.6 23.6 A325/ F1852 SC Class B SSLT 23.6 23.6 23.6 N 27.1 32.5 34.9 X 27.1 32.5 43.3 STD 22.9 22.9 22.9 OVS 19.5 19.5 19.5 SC Class A SSLT 19.5 19.5 19.5 STD 27.1 32.5 34.7 OVS 25.0 29.4 29.4 3 3/4 8 A490 SC Class B SSLT 27.1 29.4 29.4

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171 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 48.9 50.3 50.3 X 48.9 58.6 63.0 STD 33.1 33.1 33.1 OVS 28.2 28.2 28.2 SC Class A SSLT 28.2 28.2 28.2 STD 48.9 50.1 50.1 OVS 42.6 42.6 42.6 A325/ F1852 SC Class B SSLT 42.6 42.6 42.6 N 48.9 58.6 63.0 X 48.9 58.6 78.2 STD 41.3 41.3 41.3 OVS 35.1 35.1 35.1 SC Class A SSLT 35.1 35.1 35.1 STD 48.9 58.6 62.6 OVS 45.2 53.2 53.2 4 3/4 8 A490 SC Class B SSLT 48.9 53.2 53.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 73.6 75.8 75.8 X 73.6 88.3 94.8 STD 49.8 49.8 49.8 OVS 42.4 42.4 42.4 SC Class A SSLT 42.4 42.4 42.4 STD 73.6 75.4 75.4 OVS 64.1 64.1 64.1 A325/ F1852 SC Class B SSLT 64.1 64.1 64.1 N 73.6 88.3 94.8 X 73.6 88.3 117.7 STD 62.2 62.2 62.2 OVS 52.9 52.9 52.9 SC Class A SSLT 52.9 52.9 52.9 STD 73.6 88.3 94.2 OVS 68.0 80.0 80.0 5 3/4 8 A490 SC Class B SSLT 73.6 80.0 80.0

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172 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 101.7 104.8 104.8 X 101.7 122.1 131.2 STD 68.9 68.9 68.9 OVS 58.7 58.7 58.7 SC Class A SSLT 58.7 58.7 58.7 STD 101.7 104.3 104.3 OVS 88.6 88.6 88.6 A325/ F1852 SC Class B SSLT 88.6 88.6 88.6 N 101.7 122.1 131.2 X 101.7 122.1 162.8 STD 86.0 86.0 86.0 OVS 73.2 73.2 73.2 SC Class A SSLT 73.2 73.2 73.2 STD 101.7 122.1 130.3 OVS 94.1 110.7 110.7 6 3/4 8 A490 SC Class B SSLT 101.7 110.7 110.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 132.0 136.0 136.0 X 132.0 158.4 170.2 STD 89.4 89.4 89.4 OVS 76.1 76.1 76.1 SC Class A SSLT 76.1 76.1 76.1 STD 132.0 135.3 135.3 OVS 115.0 115.0 115.0 A325/ F1852 SC Class B SSLT 115.0 115.0 115.0 N 132.0 158.4 170.2 X 132.0 158.4 211.2 STD 111.6 111.6 111.6 OVS 94.9 94.9 94.9 SC Class A SSLT 94.9 94.9 94.9 STD 132.0 158.4 169.1 OVS 122.1 143.6 143.6 7 3/4 8 A490 SC Class B SSLT 132.0 143.6 143.6

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173 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 163.9 168.8 168.8 X 163.9 196.7 211.3 STD 110.9 110.9 110.9 OVS 94.5 94.5 94.5 SC Class A SSLT 94.5 94.5 94.5 STD 163.9 168.0 168.0 OVS 142.8 142.8 142.8 A325/ F1852 SC Class B SSLT 142.8 142.8 142.8 N 163.9 196.7 211.3 X 163.9 196.7 262.2 STD 138.5 138.5 138.5 OVS 117.8 117.8 117.8 SC Class A SSLT 117.8 117.8 117.8 STD 163.9 196.7 209.9 OVS 151.6 178.4 178.4 8 3/4 8 A490 SC Class B SSLT 163.9 178.4 178.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 196.5 202.4 202.4 X 196.5 235.8 253.3 STD 133.0 133.0 133.0 OVS 113.3 113.3 113.3 SC Class A SSLT 113.3 113.3 113.3 STD 196.5 201.4 201.4 OVS 171.2 171.2 171.2 A325/ F1852 SC Class B SSLT 171.2 171.2 171.2 N 196.5 235.8 253.3 X 196.5 235.8 314.4 STD 166.1 166.1 166.1 OVS 141.3 141.3 141.3 SC Class A SSLT 141.3 141.3 141.3 STD 196.5 235.8 251.7 OVS 181.8 213.9 213.9 9 3/4 8 A490 SC Class B SSLT 196.5 213.9 213.9

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174 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 230.0 236.9 236.9 X 230.0 276.0 296.4 STD 155.7 155.7 155.7 OVS 132.6 132.6 132.6 SC Class A SSLT 132.6 132.6 132.6 STD 230.0 235.7 235.7 OVS 200.3 200.3 200.3 A325/ F1852 SC Class B SSLT 200.3 200.3 200.3 N 230.0 276.0 296.4 X 230.0 276.0 367.9 STD 194.4 194.4 194.4 OVS 165.4 165.4 165.4 SC Class A SSLT 165.4 165.4 165.4 STD 230.0 276.0 294.6 OVS 212.7 250.3 250.3 10 3/4 8 A490 SC Class B SSLT 230.0 250.3 250.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 263.3 271.2 271.2 X 263.3 316.0 339.4 STD 178.2 178.2 178.2 OVS 151.8 151.8 151.8 SC Class A SSLT 151.8 151.8 151.8 STD 263.3 269.8 269.8 OVS 229.4 229.4 229.4 A325/ F1852 SC Class B SSLT 229.4 229.4 229.4 N 263.3 316.0 339.4 X 263.3 316.0 421.3 STD 222.6 222.6 222.6 OVS 189.3 189.3 189.3 SC Class A SSLT 189.3 189.3 189.3 STD 263.3 316.0 337.3 OVS 243.6 286.6 286.6 11 3/4 8 A490 SC Class B SSLT 263.3 286.6 286.6

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175 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 296.8 305.6 305.6 X 296.8 356.1 382.5 STD 200.9 200.9 200.9 OVS 171.1 171.1 171.1 SC Class A SSLT 171.1 171.1 171.1 STD 296.8 304.1 304.1 OVS 258.5 258.5 258.5 A325/ F1852 SC Class B SSLT 258.5 258.5 258.5 N 296.8 356.1 382.5 X 296.8 356.1 474.8 STD 250.9 250.9 250.9 OVS 213.4 213.4 213.4 SC Class A SSLT 213.4 213.4 213.4 STD 296.8 356.1 380.1 OVS 274.5 322.9 322.9 12 3/4 8 A490 SC Class B SSLT 296.8 322.9 322.9

PAGE 187

176 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 10.0 10.3 10.3 X 10.0 12.0 12.9 STD 6.8 6.8 6.8 OVS 5.8 5.8 5.8 SC Class A SSLT 5.8 5.8 5.8 STD 10.0 10.3 10.3 OVS 8.7 8.7 8.7 A325/ F1852 SC Class B SSLT 8.7 8.7 8.7 N 10.0 12.0 12.9 X 10.0 12.0 16.1 STD 8.5 8.5 8.5 OVS 7.2 7.2 7.2 SC Class A SSLT 7.2 7.2 7.2 STD 10.0 12.0 12.9 OVS 9.3 10.9 10.9 2 3/4 9 A490 SC Class B SSLT 10.0 10.9 10.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 23.3 24.0 24.0 X 23.3 28.0 30.0 STD 15.8 15.8 15.8 OVS 13.4 13.4 13.4 SC Class A SSLT 13.4 13.4 13.4 STD 23.3 23.9 23.9 OVS 20.3 20.3 20.3 A325/ F1852 SC Class B SSLT 20.3 20.3 20.3 N 23.3 28.0 30.0 X 23.3 28.0 37.3 STD 19.7 19.7 19.7 OVS 16.8 16.8 16.8 SC Class A SSLT 16.8 16.8 16.8 STD 23.3 28.0 29.9 OVS 21.6 25.4 25.4 3 3/4 9 A490 SC Class B SSLT 23.3 25.4 25.4

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177 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 42.7 44.0 44.0 X 42.7 51.2 55.0 STD 28.9 28.9 28.9 OVS 24.6 24.6 24.6 SC Class A SSLT 24.6 24.6 24.6 STD 42.7 43.7 43.7 OVS 37.2 37.2 37.2 A325/ F1852 SC Class B SSLT 37.2 37.2 37.2 N 42.7 51.2 55.0 X 42.7 51.2 68.3 STD 36.1 36.1 36.1 OVS 30.7 30.7 30.7 SC Class A SSLT 30.7 30.7 30.7 STD 42.7 51.2 54.7 OVS 39.5 46.5 46.5 4 3/4 9 A490 SC Class B SSLT 42.7 46.5 46.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 64.8 66.8 66.8 X 64.8 77.8 83.6 STD 43.9 43.9 43.9 OVS 37.4 37.4 37.4 SC Class A SSLT 37.4 37.4 37.4 STD 64.8 66.4 66.4 OVS 56.5 56.5 56.5 A325/ F1852 SC Class B SSLT 56.5 56.5 56.5 N 64.8 77.8 83.6 X 64.8 77.8 103.7 STD 54.8 54.8 54.8 OVS 46.6 46.6 46.6 SC Class A SSLT 46.6 46.6 46.6 STD 64.8 77.8 83.1 OVS 60.0 70.6 70.6 5 3/4 9 A490 SC Class B SSLT 64.8 70.6 70.6

PAGE 189

178 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 90.5 93.2 93.2 X 90.5 108.6 116.6 STD 61.2 61.2 61.2 OVS 52.2 52.2 52.2 SC Class A SSLT 52.2 52.2 52.2 STD 90.5 92.7 92.7 OVS 78.8 78.8 78.8 A325/ F1852 SC Class B SSLT 78.8 78.8 78.8 N 90.5 108.6 116.6 X 90.5 108.6 144.7 STD 76.5 76.5 76.5 OVS 65.0 65.0 65.0 SC Class A SSLT 65.0 65.0 65.0 STD 90.5 108.6 115.9 OVS 83.7 98.4 98.4 6 3/4 9 A490 SC Class B SSLT 90.5 98.4 98.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 118.7 122.3 122.3 X 118.7 142.5 153.0 STD 80.4 80.4 80.4 OVS 68.4 68.4 68.4 SC Class A SSLT 68.4 68.4 68.4 STD 118.7 121.7 121.7 OVS 103.4 103.4 103.4 A325/ F1852 SC Class B SSLT 103.4 103.4 103.4 N 118.7 142.5 153.0 X 118.7 142.5 189.9 STD 100.4 100.4 100.4 OVS 85.4 85.4 85.4 SC Class A SSLT 85.4 85.4 85.4 STD 118.7 142.5 152.1 OVS 109.8 129.2 129.2 7 3/4 9 A490 SC Class B SSLT 118.7 129.2 129.2

PAGE 190

179 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 149.0 153.5 153.5 X 149.0 178.9 192.1 STD 100.9 100.9 100.9 OVS 85.9 85.9 85.9 SC Class A SSLT 85.9 85.9 85.9 STD 149.0 152.7 152.7 OVS 129.8 129.8 129.8 A325/ F1852 SC Class B SSLT 129.8 129.8 129.8 N 149.0 178.9 192.1 X 149.0 178.9 238.5 STD 126.0 126.0 126.0 OVS 107.2 107.2 107.2 SC Class A SSLT 107.2 107.2 107.2 STD 149.0 178.9 190.9 OVS 137.9 162.2 162.2 8 3/4 9 A490 SC Class B SSLT 149.0 162.2 162.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 180.5 186.0 186.0 X 180.5 216.6 232.7 STD 122.2 122.2 122.2 OVS 104.1 104.1 104.1 SC Class A SSLT 104.1 104.1 104.1 STD 180.5 185.0 185.0 OVS 157.3 157.3 157.3 A325/ F1852 SC Class B SSLT 157.3 157.3 157.3 N 180.5 216.6 232.7 X 180.5 216.6 288.9 STD 152.6 152.6 152.6 OVS 129.8 129.8 129.8 SC Class A SSLT 129.8 129.8 129.8 STD 180.5 216.6 231.3 OVS 167.0 196.5 196.5 9 3/4 9 A490 SC Class B SSLT 180.5 196.5 196.5

PAGE 191

180 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 213.2 219.6 219.6 X 213.2 255.8 274.8 STD 144.3 144.3 144.3 OVS 122.9 122.9 122.9 SC Class A SSLT 122.9 122.9 122.9 STD 213.2 218.5 218.5 OVS 185.7 185.7 185.7 A325/ F1852 SC Class B SSLT 185.7 185.7 185.7 N 213.2 255.8 274.8 X 213.2 255.8 341.1 STD 180.2 180.2 180.2 OVS 153.3 153.3 153.3 SC Class A SSLT 153.3 153.3 153.3 STD 213.2 255.8 273.1 OVS 197.2 232.0 232.0 10 3/4 9 A490 SC Class B SSLT 213.2 232.0 232.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 246.3 253.7 253.7 X 246.3 295.6 317.5 STD 166.7 166.7 166.7 OVS 142.0 142.0 142.0 SC Class A SSLT 142.0 142.0 142.0 STD 246.3 252.4 252.4 OVS 214.5 214.5 214.5 A325/ F1852 SC Class B SSLT 214.5 214.5 214.5 N 246.3 295.6 317.5 X 246.3 295.6 394.1 STD 208.2 208.2 208.2 OVS 177.1 177.1 177.1 SC Class A SSLT 177.1 177.1 177.1 STD 246.3 295.6 315.5 OVS 227.9 268.0 268.0 11 3/4 9 A490 SC Class B SSLT 246.3 268.0 268.0

PAGE 192

181 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 279.7 288.0 288.0 X 279.7 335.6 360.5 STD 189.3 189.3 189.3 OVS 161.2 161.2 161.2 SC Class A SSLT 161.2 161.2 161.2 STD 279.7 286.6 286.6 OVS 243.6 243.6 243.6 A325/ F1852 SC Class B SSLT 243.6 243.6 243.6 N 279.7 335.6 360.5 X 279.7 335.6 447.4 STD 236.4 236.4 236.4 OVS 201.1 201.1 201.1 SC Class A SSLT 201.1 201.1 201.1 STD 279.7 335.6 358.2 OVS 258.7 304.3 304.3 12 3/4 9 A490 SC Class B SSLT 279.7 304.3 304.3

PAGE 193

182 APPENDIX E 7/8-INCH DIAMETER ALL-BO LTED A992 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix E are al l-bolted double angle connections. The angles are A992 angles usi ng either A325/F1852 or A490 7/ 8-inch diameter bolts.

PAGE 194

183 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 15.5 18.6 23.5 X 15.5 18.6 24.8 STD 15.5 15.8 15.8 OVS 13.4 13.4 13.4 SC Class A SSLT 13.4 13.4 13.4 STD 15.5 18.6 23.9 OVS 14.2 17.1 20.3 A325/ F1852 SC Class B SSLT 15.5 18.6 20.3 N 15.5 18.6 24.8 X 15.5 18.6 24.8 STD 15.5 18.6 19.8 OVS 14.2 16.9 16.9 SC Class A SSLT 15.5 16.9 16.9 STD 15.5 18.6 24.8 OVS 14.2 17.1 22.8 2 7/8 6 A490 SC Class B SSLT 15.5 18.6 24.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 34.6 41.6 52.5 X 34.6 41.6 55.4 STD 34.6 35.3 35.3 OVS 29.9 29.9 29.9 SC Class A SSLT 29.9 29.9 29.9 STD 34.6 41.6 53.4 OVS 31.8 38.2 45.5 A325/ F1852 SC Class B SSLT 34.6 41.6 45.5 N 34.6 41.6 55.4 X 34.6 41.6 55.4 STD 34.6 41.6 44.3 OVS 31.8 37.7 37.7 SC Class A SSLT 34.6 37.7 37.7 STD 34.6 41.6 55.4 OVS 31.8 38.2 50.9 3 7/8 6 A490 SC Class B SSLT 34.6 41.6 55.4

PAGE 195

184 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 59.9 71.9 90.8 X 59.9 71.9 95.9 STD 59.9 61.0 61.0 OVS 51.8 51.8 51.8 SC Class A SSLT 51.8 51.8 51.8 STD 59.9 71.9 92.4 OVS 55.1 66.1 78.7 A325/ F1852 SC Class B SSLT 59.9 71.9 78.7 N 59.9 71.9 95.9 X 59.9 71.9 95.9 STD 59.9 71.9 76.6 OVS 55.1 65.2 65.2 SC Class A SSLT 59.9 65.2 65.2 STD 59.9 71.9 95.9 OVS 55.1 66.1 88.1 4 7/8 6 A490 SC Class B SSLT 59.9 71.9 95.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 87.7 105.2 132.9 X 87.7 105.2 140.3 STD 87.7 89.3 89.3 OVS 75.8 75.8 75.8 SC Class A SSLT 75.8 75.8 75.8 STD 87.7 105.2 135.3 OVS 80.6 96.7 115.1 A325/ F1852 SC Class B SSLT 87.7 105.2 115.1 N 87.7 105.2 140.3 X 87.7 105.2 140.3 STD 87.7 105.2 112.1 OVS 80.6 95.5 95.5 SC Class A SSLT 87.7 95.5 95.5 STD 87.7 105.2 140.3 OVS 80.6 96.7 128.9 5 7/8 6 A490 SC Class B SSLT 87.7 105.2 140.3

PAGE 196

185 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 117.2 140.6 177.6 X 117.2 140.6 187.5 STD 117.2 119.4 119.4 OVS 101.3 101.3 101.3 SC Class A SSLT 101.3 101.3 101.3 STD 117.2 140.6 180.8 OVS 107.7 129.2 153.8 A325/ F1852 SC Class B SSLT 117.2 140.6 153.8 N 117.2 140.6 187.5 X 117.2 140.6 187.5 STD 117.2 140.6 149.7 OVS 107.7 127.6 127.6 SC Class A SSLT 117.2 127.6 127.6 STD 117.2 140.6 187.5 OVS 107.7 129.2 172.3 6 7/8 6 A490 SC Class B SSLT 117.2 140.6 187.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 148.1 177.7 224.5 X 148.1 177.7 237.0 STD 148.1 150.9 150.9 OVS 128.1 128.1 128.1 SC Class A SSLT 128.1 128.1 128.1 STD 148.1 177.7 228.5 OVS 136.1 163.3 194.4 A325/ F1852 SC Class B SSLT 148.1 177.7 194.4 N 148.1 177.7 237.0 X 148.1 177.7 237.0 STD 148.1 177.7 189.3 OVS 136.1 161.3 161.3 SC Class A SSLT 148.1 161.3 161.3 STD 148.1 177.7 237.0 OVS 136.1 163.3 217.8 7 7/8 6 A490 SC Class B SSLT 148.1 177.7 237.0

PAGE 197

186 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 178.7 214.5 270.9 X 178.7 214.5 286.0 STD 178.7 182.1 182.1 OVS 154.6 154.6 154.6 SC Class A SSLT 154.6 154.6 154.6 STD 178.7 214.5 275.8 OVS 164.3 197.1 234.7 A325/ F1852 SC Class B SSLT 178.7 214.5 234.7 N 178.7 214.5 286.0 X 178.7 214.5 286.0 STD 178.7 214.5 228.4 OVS 164.3 194.6 194.6 SC Class A SSLT 178.7 194.6 194.6 STD 178.7 214.5 286.0 OVS 164.3 197.1 262.8 8 7/8 6 A490 SC Class B SSLT 178.7 214.5 286.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 209.8 251.7 318.0 X 209.8 251.7 335.7 STD 209.8 213.7 213.7 OVS 181.4 181.4 181.4 SC Class A SSLT 181.4 181.4 181.4 STD 209.8 251.7 323.7 OVS 192.8 231.4 275.4 A325/ F1852 SC Class B SSLT 209.8 251.7 275.4 N 209.8 251.7 335.7 X 209.8 251.7 335.7 STD 209.8 251.7 268.1 OVS 192.8 228.4 228.4 SC Class A SSLT 209.8 228.4 228.4 STD 209.8 251.7 335.7 OVS 192.8 231.4 308.5 9 7/8 6 A490 SC Class B SSLT 209.8 251.7 335.7

PAGE 198

187 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 240.5 288.6 364.6 X 240.5 288.6 384.8 STD 240.5 245.0 245.0 OVS 208.0 208.0 208.0 SC Class A SSLT 208.0 208.0 208.0 STD 240.5 288.6 371.1 OVS 221.0 265.2 315.8 A325/ F1852 SC Class B SSLT 240.5 288.6 315.8 N 240.5 288.6 384.8 X 240.5 288.6 384.8 STD 240.5 288.6 307.3 OVS 221.0 261.9 261.9 SC Class A SSLT 240.5 261.9 261.9 STD 240.5 288.6 384.8 OVS 221.0 265.2 353.6 10 7/8 6 A490 SC Class B SSLT 240.5 288.6 384.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 271.2 325.4 411.1 X 271.2 325.4 433.9 STD 271.2 276.3 276.3 OVS 234.5 234.5 234.5 SC Class A SSLT 234.5 234.5 234.5 STD 271.2 325.4 418.4 OVS 249.2 299.1 356.1 A325/ F1852 SC Class B SSLT 271.2 325.4 356.1 N 271.2 325.4 433.9 X 271.2 325.4 433.9 STD 271.2 325.4 346.6 OVS 249.2 295.3 295.3 SC Class A SSLT 271.2 295.3 295.3 STD 271.2 325.4 433.9 OVS 249.2 299.1 398.8 11 7/8 6 A490 SC Class B SSLT 271.2 325.4 433.9

PAGE 199

188 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 300.6 360.7 455.7 X 300.6 360.7 481.0 STD 300.6 306.3 306.3 OVS 260.0 260.0 260.0 SC Class A SSLT 260.0 260.0 260.0 STD 300.6 360.7 463.8 OVS 276.3 331.5 394.7 A325/ F1852 SC Class B SSLT 300.6 360.7 394.7 N 300.6 360.7 481.0 X 300.6 360.7 481.0 STD 300.6 360.7 384.2 OVS 276.3 327.3 327.3 SC Class A SSLT 300.6 327.3 327.3 STD 300.6 360.7 481.0 OVS 276.3 331.5 442.1 12 7/8 6 A490 SC Class B SSLT 300.6 360.7 481.0

PAGE 200

189 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 14.3 17.1 21.7 X 14.3 17.1 22.9 STD 14.3 14.6 14.6 OVS 12.4 12.4 12.4 SC Class A SSLT 12.4 12.4 12.4 STD 14.3 17.1 22.0 OVS 13.1 15.8 18.8 A325/ F1852 SC Class B SSLT 14.3 17.1 18.8 N 14.3 17.1 22.9 X 14.3 17.1 22.9 STD 14.3 17.1 18.3 OVS 13.1 15.6 15.6 SC Class A SSLT 14.3 15.6 15.6 STD 14.3 17.1 22.9 OVS 13.1 15.8 21.0 2 7/8 7 A490 SC Class B SSLT 14.3 17.1 22.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 29.0 34.8 43.9 X 29.0 34.8 46.4 STD 29.0 29.5 29.5 OVS 25.1 25.1 25.1 SC Class A SSLT 25.1 25.1 25.1 STD 29.0 34.8 44.7 OVS 26.6 32.0 38.1 A325/ F1852 SC Class B SSLT 29.0 34.8 38.1 N 29.0 34.8 46.4 X 29.0 34.8 46.4 STD 29.0 34.8 37.0 OVS 26.6 31.6 31.6 SC Class A SSLT 29.0 31.6 31.6 STD 29.0 34.8 46.4 OVS 26.6 32.0 42.6 3 7/8 7 A490 SC Class B SSLT 29.0 34.8 46.4

PAGE 201

190 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 52.1 62.5 78.9 X 52.1 62.5 83.3 STD 52.1 53.0 53.0 OVS 45.0 45.0 45.0 SC Class A SSLT 45.0 45.0 45.0 STD 52.1 62.5 80.3 OVS 47.8 57.4 68.3 A325/ F1852 SC Class B SSLT 52.1 62.5 68.3 N 52.1 62.5 83.3 X 52.1 62.5 83.3 STD 52.1 62.5 66.5 OVS 47.8 56.7 56.7 SC Class A SSLT 52.1 56.7 56.7 STD 52.1 62.5 83.3 OVS 47.8 57.4 76.5 4 7/8 7 A490 SC Class B SSLT 52.1 62.5 83.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 76.6 91.9 116.2 X 76.6 91.9 122.6 STD 76.6 78.1 78.1 OVS 66.3 66.3 66.3 SC Class A SSLT 66.3 66.3 66.3 STD 76.6 91.9 118.2 OVS 70.4 84.5 100.6 A325/ F1852 SC Class B SSLT 76.6 91.9 100.6 N 76.6 91.9 122.6 X 76.6 91.9 122.6 STD 76.6 91.9 97.9 OVS 70.4 83.4 83.4 SC Class A SSLT 76.6 83.4 83.4 STD 76.6 91.9 122.6 OVS 70.4 84.5 112.7 5 7/8 7 A490 SC Class B SSLT 76.6 91.9 122.6

PAGE 202

191 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 104.5 125.4 158.4 X 104.5 125.4 167.1 STD 104.5 106.4 106.4 OVS 90.3 90.3 90.3 SC Class A SSLT 90.3 90.3 90.3 STD 104.5 125.4 161.2 OVS 96.0 115.2 137.2 A325/ F1852 SC Class B SSLT 104.5 125.4 137.2 N 104.5 125.4 167.1 X 104.5 125.4 167.1 STD 104.5 125.4 133.5 OVS 96.0 113.7 113.7 SC Class A SSLT 104.5 113.7 113.7 STD 104.5 125.4 167.1 OVS 96.0 115.2 153.6 6 7/8 7 A490 SC Class B SSLT 104.5 125.4 167.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 134.0 160.7 203.1 X 134.0 160.7 214.3 STD 134.0 136.5 136.5 OVS 115.8 115.8 115.8 SC Class A SSLT 115.8 115.8 115.8 STD 134.0 160.7 206.7 OVS 123.1 147.7 175.9 A325/ F1852 SC Class B SSLT 134.0 160.7 175.9 N 134.0 160.7 214.3 X 134.0 160.7 214.3 STD 134.0 160.7 171.2 OVS 123.1 145.9 145.9 SC Class A SSLT 134.0 145.9 145.9 STD 134.0 160.7 214.3 OVS 123.1 147.7 197.0 7 7/8 7 A490 SC Class B SSLT 134.0 160.7 214.3

PAGE 203

192 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 164.4 197.3 249.2 X 164.4 197.3 263.0 STD 164.4 167.5 167.5 OVS 142.1 142.1 142.1 SC Class A SSLT 142.1 142.1 142.1 STD 164.4 197.3 253.6 OVS 151.1 181.3 215.8 A325/ F1852 SC Class B SSLT 164.4 197.3 215.8 N 164.4 197.3 263.0 X 164.4 197.3 263.0 STD 164.4 197.3 210.1 OVS 151.1 179.0 179.0 SC Class A SSLT 164.4 179.0 179.0 STD 164.4 197.3 263.0 OVS 151.1 181.3 241.7 8 7/8 7 A490 SC Class B SSLT 164.4 197.3 263.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 195.1 234.1 295.7 X 195.1 234.1 312.1 STD 195.1 198.8 198.8 OVS 168.7 168.7 168.7 SC Class A SSLT 168.7 168.7 168.7 STD 195.1 234.1 301.0 OVS 179.3 215.1 256.1 A325/ F1852 SC Class B SSLT 195.1 234.1 256.1 N 195.1 234.1 312.1 X 195.1 234.1 312.1 STD 195.1 234.1 249.3 OVS 179.3 212.4 212.4 SC Class A SSLT 195.1 212.4 212.4 STD 195.1 234.1 312.1 OVS 179.3 215.1 286.9 9 7/8 7 A490 SC Class B SSLT 195.1 234.1 312.1

PAGE 204

193 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 226.1 271.4 342.8 X 226.1 271.4 361.8 STD 226.1 230.4 230.4 OVS 195.6 195.6 195.6 SC Class A SSLT 195.6 195.6 195.6 STD 226.1 271.4 348.9 OVS 207.8 249.4 296.9 A325/ F1852 SC Class B SSLT 226.1 271.4 296.9 N 226.1 271.4 361.8 X 226.1 271.4 361.8 STD 226.1 271.4 289.0 OVS 207.8 246.2 246.2 SC Class A SSLT 226.1 246.2 246.2 STD 226.1 271.4 361.8 OVS 207.8 249.4 332.5 10 7/8 7 A490 SC Class B SSLT 226.1 271.4 361.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 259.1 311.0 392.8 X 259.1 311.0 414.6 STD 259.1 264.0 264.0 OVS 224.1 224.1 224.1 SC Class A SSLT 224.1 224.1 224.1 STD 259.1 311.0 399.8 OVS 238.2 285.8 340.2 A325/ F1852 SC Class B SSLT 259.1 311.0 340.2 N 259.1 311.0 414.6 X 259.1 311.0 414.6 STD 259.1 311.0 331.1 OVS 238.2 282.2 282.2 SC Class A SSLT 259.1 282.2 282.2 STD 259.1 311.0 414.6 OVS 238.2 285.8 381.0 11 7/8 7 A490 SC Class B SSLT 259.1 311.0 414.6

PAGE 205

194 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 287.6 345.1 436.0 X 287.6 345.1 460.2 STD 287.6 293.0 293.0 OVS 248.7 248.7 248.7 SC Class A SSLT 248.7 248.7 248.7 STD 287.6 345.1 443.8 OVS 264.3 317.2 377.6 A325/ F1852 SC Class B SSLT 287.6 345.1 377.6 N 287.6 345.1 460.2 X 287.6 345.1 460.2 STD 287.6 345.1 367.6 OVS 264.3 313.2 313.2 SC Class A SSLT 287.6 313.2 313.2 STD 287.6 345.1 460.2 OVS 264.3 317.2 422.9 12 7/8 7 A490 SC Class B SSLT 287.6 345.1 460.2

PAGE 206

195 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 12.4 14.8 18.8 X 12.4 14.8 19.8 STD 12.4 12.6 12.6 OVS 10.7 10.7 10.7 SC Class A SSLT 10.7 10.7 10.7 STD 12.4 14.8 19.1 OVS 11.4 13.6 16.2 A325/ F1852 SC Class B SSLT 12.4 14.8 16.2 N 12.4 14.8 19.8 X 12.4 14.8 19.8 STD 12.4 14.8 15.8 OVS 11.4 13.5 13.5 SC Class A SSLT 12.4 13.5 13.5 STD 12.4 14.8 19.8 OVS 11.4 13.6 18.2 2 7/8 8 A490 SC Class B SSLT 12.4 14.8 19.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 25.0 30.0 37.9 X 25.0 30.0 40.0 STD 25.0 25.5 25.5 OVS 21.6 21.6 21.6 SC Class A SSLT 21.6 21.6 21.6 STD 25.0 30.0 38.6 OVS 23.0 27.6 32.9 A325/ F1852 SC Class B SSLT 25.0 30.0 32.9 N 25.0 30.0 40.0 X 25.0 30.0 40.0 STD 25.0 30.0 32.0 OVS 23.0 27.2 27.2 SC Class A SSLT 25.0 27.2 27.2 STD 25.0 30.0 40.0 OVS 23.0 27.6 36.8 3 7/8 8 A490 SC Class B SSLT 25.0 30.0 40.0

PAGE 207

196 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 45.2 54.2 68.5 X 45.2 54.2 72.3 STD 45.2 46.1 46.1 OVS 39.1 39.1 39.1 SC Class A SSLT 39.1 39.1 39.1 STD 45.2 54.2 69.7 OVS 41.5 49.9 59.3 A325/ F1852 SC Class B SSLT 45.2 54.2 59.3 N 45.2 54.2 72.3 X 45.2 54.2 72.3 STD 45.2 54.2 57.8 OVS 41.5 49.2 49.2 SC Class A SSLT 45.2 49.2 49.2 STD 45.2 54.2 72.3 OVS 41.5 49.9 66.5 4 7/8 8 A490 SC Class B SSLT 45.2 54.2 72.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 68.0 81.7 103.2 X 68.0 81.7 108.9 STD 68.0 69.3 69.3 OVS 58.8 58.8 58.8 SC Class A SSLT 58.8 58.8 58.8 STD 68.0 81.7 105.0 OVS 62.5 75.0 89.3 A325/ F1852 SC Class B SSLT 68.0 81.7 89.3 N 68.0 81.7 108.9 X 68.0 81.7 108.9 STD 68.0 81.7 87.0 OVS 62.5 74.1 74.1 SC Class A SSLT 68.0 74.1 74.1 STD 68.0 81.7 108.9 OVS 62.5 75.0 100.1 5 7/8 8 A490 SC Class B SSLT 68.0 81.7 108.9

PAGE 208

197 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 94.1 112.9 142.7 X 94.1 112.9 150.6 STD 94.1 95.9 95.9 OVS 81.4 81.4 81.4 SC Class A SSLT 81.4 81.4 81.4 STD 94.1 112.9 145.2 OVS 86.5 103.8 123.6 A325/ F1852 SC Class B SSLT 94.1 112.9 123.6 N 94.1 112.9 150.6 X 94.1 112.9 150.6 STD 94.1 112.9 120.3 OVS 86.5 102.5 102.5 SC Class A SSLT 94.1 102.5 102.5 STD 94.1 112.9 150.6 OVS 86.5 103.8 138.4 6 7/8 8 A490 SC Class B SSLT 94.1 112.9 150.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 122.1 146.5 185.1 X 122.1 146.5 195.4 STD 122.1 124.4 124.4 OVS 105.6 105.6 105.6 SC Class A SSLT 105.6 105.6 105.6 STD 122.1 146.5 188.4 OVS 112.2 134.7 160.3 A325/ F1852 SC Class B SSLT 122.1 146.5 160.3 N 122.1 146.5 195.4 X 122.1 146.5 195.4 STD 122.1 146.5 156.0 OVS 112.2 133.0 133.0 SC Class A SSLT 122.1 133.0 133.0 STD 122.1 146.5 195.4 OVS 112.2 134.7 179.6 7 7/8 8 A490 SC Class B SSLT 122.1 146.5 195.4

PAGE 209

198 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 151.6 181.9 229.9 X 151.6 181.9 242.6 STD 151.6 154.5 154.5 OVS 131.1 131.1 131.1 SC Class A SSLT 131.1 131.1 131.1 STD 151.6 181.9 233.9 OVS 139.3 167.2 199.1 A325/ F1852 SC Class B SSLT 151.6 181.9 199.1 N 151.6 181.9 242.6 X 151.6 181.9 242.6 STD 151.6 181.9 193.8 OVS 139.3 165.1 165.1 SC Class A SSLT 151.6 165.1 165.1 STD 151.6 181.9 242.6 OVS 139.3 167.2 223.0 8 7/8 8 A490 SC Class B SSLT 151.6 181.9 242.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 181.8 218.2 275.6 X 181.8 218.2 290.9 STD 181.8 185.2 185.2 OVS 157.2 157.2 157.2 SC Class A SSLT 157.2 157.2 157.2 STD 181.8 218.2 280.5 OVS 167.1 200.5 238.7 A325/ F1852 SC Class B SSLT 181.8 218.2 238.7 N 181.8 218.2 290.9 X 181.8 218.2 290.9 STD 181.8 218.2 232.3 OVS 167.1 198.0 198.0 SC Class A SSLT 181.8 198.0 198.0 STD 181.8 218.2 290.9 OVS 167.1 200.5 267.3 9 7/8 8 A490 SC Class B SSLT 181.8 218.2 290.9

PAGE 210

199 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 212.7 255.3 322.5 X 212.7 255.3 340.4 STD 212.7 216.7 216.7 OVS 184.0 184.0 184.0 SC Class A SSLT 184.0 184.0 184.0 STD 212.7 255.3 328.2 OVS 195.5 234.6 279.3 A325/ F1852 SC Class B SSLT 212.7 255.3 279.3 N 212.7 255.3 340.4 X 212.7 255.3 340.4 STD 212.7 255.3 271.9 OVS 195.5 231.6 231.6 SC Class A SSLT 212.7 231.6 231.6 STD 212.7 255.3 340.4 OVS 195.5 234.6 312.8 10 7/8 8 A490 SC Class B SSLT 212.7 255.3 340.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 243.6 292.3 369.3 X 243.6 292.3 389.7 STD 243.6 248.2 248.2 OVS 210.6 210.6 210.6 SC Class A SSLT 210.6 210.6 210.6 STD 243.6 292.3 375.8 OVS 223.9 268.6 319.8 A325/ F1852 SC Class B SSLT 243.6 292.3 319.8 N 243.6 292.3 389.7 X 243.6 292.3 389.7 STD 243.6 292.3 311.3 OVS 223.9 265.2 265.2 SC Class A SSLT 243.6 265.2 265.2 STD 243.6 292.3 389.7 OVS 223.9 268.6 358.2 11 7/8 8 A490 SC Class B SSLT 243.6 292.3 389.7

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200 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 274.5 329.4 416.2 X 274.5 329.4 439.3 STD 274.5 279.7 279.7 OVS 237.4 237.4 237.4 SC Class A SSLT 237.4 237.4 237.4 STD 274.5 329.4 423.6 OVS 252.3 302.8 360.4 A325/ F1852 SC Class B SSLT 274.5 329.4 360.4 N 274.5 329.4 439.3 X 274.5 329.4 439.3 STD 274.5 329.4 350.8 OVS 252.3 298.9 298.9 SC Class A SSLT 274.5 298.9 298.9 STD 274.5 329.4 439.3 OVS 252.3 302.8 403.7 12 7/8 8 A490 SC Class B SSLT 274.5 329.4 439.3

PAGE 212

201 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 9.3 11.1 14.1 X 9.3 11.1 14.9 STD 9.3 9.5 9.5 OVS 8.0 8.0 8.0 SC Class A SSLT 8.0 8.0 8.0 STD 9.3 11.1 14.3 OVS 8.5 10.2 12.2 A325/ F1852 SC Class B SSLT 9.3 11.1 12.2 N 9.3 11.1 14.9 X 9.3 11.1 14.9 STD 9.3 11.1 11.9 OVS 8.5 10.1 10.1 SC Class A SSLT 9.3 10.1 10.1 STD 9.3 11.1 14.9 OVS 8.5 10.2 13.7 2 7/8 9 A490 SC Class B SSLT 9.3 11.1 14.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 21.6 25.9 32.7 X 21.6 25.9 34.5 STD 21.6 22.0 22.0 OVS 18.6 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 21.6 25.9 33.3 OVS 19.8 23.8 28.3 A325/ F1852 SC Class B SSLT 21.6 25.9 28.3 N 21.6 25.9 34.5 X 21.6 25.9 34.5 STD 21.6 25.9 27.6 OVS 19.8 23.5 23.5 SC Class A SSLT 21.6 23.5 23.5 STD 21.6 25.9 34.5 OVS 19.8 23.8 31.7 3 7/8 9 A490 SC Class B SSLT 21.6 25.9 34.5

PAGE 213

202 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 39.5 47.4 59.9 X 39.5 47.4 63.2 STD 39.5 40.2 40.2 OVS 34.1 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 39.5 47.4 60.9 OVS 36.3 43.5 51.8 A325/ F1852 SC Class B SSLT 39.5 47.4 51.8 N 39.5 47.4 63.2 X 39.5 47.4 63.2 STD 39.5 47.4 50.5 OVS 36.3 43.0 43.0 SC Class A SSLT 39.5 43.0 43.0 STD 39.5 47.4 63.2 OVS 36.3 43.5 58.1 4 7/8 9 A490 SC Class B SSLT 39.5 47.4 63.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 60.0 72.0 90.9 X 60.0 72.0 96.0 STD 60.0 61.1 61.1 OVS 51.9 51.9 51.9 SC Class A SSLT 51.9 51.9 51.9 STD 60.0 72.0 92.5 OVS 55.1 66.2 78.8 A325/ F1852 SC Class B SSLT 60.0 72.0 78.8 N 60.0 72.0 96.0 X 60.0 72.0 96.0 STD 60.0 72.0 76.7 OVS 55.1 65.3 65.3 SC Class A SSLT 60.0 65.3 65.3 STD 60.0 72.0 96.0 OVS 55.1 66.2 88.2 5 7/8 9 A490 SC Class B SSLT 60.0 72.0 96.0

PAGE 214

203 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 83.7 100.4 126.9 X 83.7 100.4 133.9 STD 83.7 85.3 85.3 OVS 72.4 72.4 72.4 SC Class A SSLT 72.4 72.4 72.4 STD 83.7 100.4 129.1 OVS 76.9 92.3 109.9 A325/ F1852 SC Class B SSLT 83.7 100.4 109.9 N 83.7 100.4 133.9 X 83.7 100.4 133.9 STD 83.7 100.4 106.9 OVS 76.9 91.1 91.1 SC Class A SSLT 83.7 91.1 91.1 STD 83.7 100.4 133.9 OVS 76.9 92.3 123.1 6 7/8 9 A490 SC Class B SSLT 83.7 100.4 133.9 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 109.8 131.8 166.5 X 109.8 131.8 175.7 STD 109.8 111.9 111.9 OVS 95.0 95.0 95.0 SC Class A SSLT 95.0 95.0 95.0 STD 109.8 131.8 169.4 OVS 100.9 121.1 144.2 A325/ F1852 SC Class B SSLT 109.8 131.8 144.2 N 109.8 131.8 175.7 X 109.8 131.8 175.7 STD 109.8 131.8 140.3 OVS 100.9 119.6 119.6 SC Class A SSLT 109.8 119.6 119.6 STD 109.8 131.8 175.7 OVS 100.9 121.1 161.5 7 7/8 9 A490 SC Class B SSLT 109.8 131.8 175.7

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204 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 137.9 165.5 209.0 X 137.9 165.5 220.6 STD 137.9 140.5 140.5 OVS 119.2 119.2 119.2 SC Class A SSLT 119.2 119.2 119.2 STD 137.9 165.5 212.7 OVS 126.7 152.1 181.0 A325/ F1852 SC Class B SSLT 137.9 165.5 181.0 N 137.9 165.5 220.6 X 137.9 165.5 220.6 STD 137.9 165.5 176.2 OVS 126.7 150.1 150.1 SC Class A SSLT 137.9 150.1 150.1 STD 137.9 165.5 220.6 OVS 126.7 152.1 202.8 8 7/8 9 A490 SC Class B SSLT 137.9 165.5 220.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 167.0 200.4 253.2 X 167.0 200.4 267.2 STD 167.0 170.2 170.2 OVS 144.4 144.4 144.4 SC Class A SSLT 144.4 144.4 144.4 STD 167.0 200.4 257.7 OVS 153.5 184.2 219.3 A325/ F1852 SC Class B SSLT 167.0 200.4 219.3 N 167.0 200.4 267.2 X 167.0 200.4 267.2 STD 167.0 200.4 213.4 OVS 153.5 181.9 181.9 SC Class A SSLT 167.0 181.9 181.9 STD 167.0 200.4 267.2 OVS 153.5 184.2 245.6 9 7/8 9 A490 SC Class B SSLT 167.0 200.4 267.2

PAGE 216

205 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 197.2 236.7 299.0 X 197.2 236.7 315.6 STD 197.2 200.9 200.9 OVS 170.6 170.6 170.6 SC Class A SSLT 170.6 170.6 170.6 STD 197.2 236.7 304.3 OVS 181.3 217.5 258.9 A325/ F1852 SC Class B SSLT 197.2 236.7 258.9 N 197.2 236.7 315.6 X 197.2 236.7 315.6 STD 197.2 236.7 252.0 OVS 181.3 214.7 214.7 SC Class A SSLT 197.2 214.7 214.7 STD 197.2 236.7 315.6 OVS 181.3 217.5 290.0 10 7/8 9 A490 SC Class B SSLT 197.2 236.7 315.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 227.9 273.4 345.4 X 227.9 273.4 364.6 STD 227.9 232.1 232.1 OVS 197.0 197.0 197.0 SC Class A SSLT 197.0 197.0 197.0 STD 227.9 273.4 351.6 OVS 209.4 251.3 299.2 A325/ F1852 SC Class B SSLT 227.9 273.4 299.2 N 227.9 273.4 364.6 X 227.9 273.4 364.6 STD 227.9 273.4 291.2 OVS 209.4 248.1 248.1 SC Class A SSLT 227.9 248.1 248.1 STD 227.9 273.4 364.6 OVS 209.4 251.3 335.1 11 7/8 9 A490 SC Class B SSLT 227.9 273.4 364.6

PAGE 217

206 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 258.7 310.4 392.2 X 258.7 310.4 413.9 STD 258.7 263.6 263.6 OVS 223.7 223.7 223.7 SC Class A SSLT 223.7 223.7 223.7 STD 258.7 310.4 399.2 OVS 237.8 285.3 339.7 A325/ F1852 SC Class B SSLT 258.7 310.4 339.7 N 258.7 310.4 413.9 X 258.7 310.4 413.9 STD 258.7 310.4 330.6 OVS 237.8 281.7 281.7 SC Class A SSLT 258.7 281.7 281.7 STD 258.7 310.4 413.9 OVS 237.8 285.3 380.4 12 7/8 9 A490 SC Class B SSLT 258.7 310.4 413.9

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207 APPENDIX F 1-INCH DIAMETER ALL-BOLTE D A992 STEEL DOUBLE ANGLE CONNECTIONS The tables given in Appendix F are al l-bolted double angle connections. The angles are A992 angles usi ng either A325/F1852 or A490 1-inch diameter bolts.

PAGE 219

208 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 14.2 17.1 22.8 X 14.2 17.1 22.8 STD 14.2 17.1 20.6 OVS 12.4 14.9 17.5 SC Class A SSLT 14.2 17.1 17.5 STD 14.2 17.1 22.8 OVS 12.4 14.9 19.9 A325/ F1852 SC Class B SSLT 14.2 17.1 22.8 N 14.2 17.1 22.8 X 14.2 17.1 22.8 STD 14.2 17.1 22.8 OVS 12.4 14.9 22.0 SC Class A SSLT 14.2 17.1 22.0 STD 14.2 17.1 22.8 OVS 12.4 14.9 19.9 2 1 6 A490 SC Class B SSLT 14.2 17.1 22.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 31.8 38.2 50.9 X 31.8 38.2 50.9 STD 31.8 38.2 46.1 OVS 27.7 33.3 39.2 SC Class A SSLT 31.8 38.2 39.2 STD 31.8 38.2 50.9 OVS 27.7 33.3 44.4 A325/ F1852 SC Class B SSLT 31.8 38.2 50.9 N 31.8 38.2 50.9 X 31.8 38.2 50.9 STD 31.8 38.2 50.9 OVS 27.7 33.3 49.2 SC Class A SSLT 31.8 38.2 49.2 STD 31.8 38.2 50.9 OVS 27.7 33.3 44.4 3 1 6 A490 SC Class B SSLT 31.8 38.2 50.9

PAGE 220

209 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 55.1 66.1 88.1 X 55.1 66.1 88.1 STD 55.1 66.1 79.7 OVS 48.0 57.6 67.7 SC Class A SSLT 55.1 66.1 67.7 STD 55.1 66.1 88.1 OVS 48.0 57.6 76.8 A325/ F1852 SC Class B SSLT 55.1 66.1 88.1 N 55.1 66.1 88.1 X 55.1 66.1 88.1 STD 55.1 66.1 88.1 OVS 48.0 57.6 85.2 SC Class A SSLT 55.1 66.1 85.2 STD 55.1 66.1 88.1 OVS 48.0 57.6 76.8 4 1 6 A490 SC Class B SSLT 55.1 66.1 88.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 80.6 96.7 128.9 X 80.6 96.7 128.9 STD 80.6 96.7 116.7 OVS 70.2 84.3 99.2 SC Class A SSLT 80.6 96.7 99.2 STD 80.6 96.7 128.9 OVS 70.2 84.3 112.4 A325/ F1852 SC Class B SSLT 80.6 96.7 128.9 N 80.6 96.7 128.9 X 80.6 96.7 128.9 STD 80.6 96.7 128.9 OVS 70.2 84.3 124.6 SC Class A SSLT 80.6 96.7 124.6 STD 80.6 96.7 128.9 OVS 70.2 84.3 112.4 5 1 6 A490 SC Class B SSLT 80.6 96.7 128.9

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210 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 107.7 129.2 172.3 X 107.7 129.2 172.3 STD 107.7 129.2 155.9 OVS 93.8 112.6 132.5 SC Class A SSLT 107.7 129.2 132.5 STD 107.7 129.2 172.3 OVS 93.8 112.6 150.2 A325/ F1852 SC Class B SSLT 107.7 129.2 172.3 N 107.7 129.2 172.3 X 107.7 129.2 172.3 STD 107.7 129.2 172.3 OVS 93.8 112.6 166.6 SC Class A SSLT 107.7 129.2 166.6 STD 107.7 129.2 172.3 OVS 93.8 112.6 150.2 6 1 6 A490 SC Class B SSLT 107.7 129.2 172.3 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 136.1 163.3 217.8 X 136.1 163.3 217.8 STD 136.1 163.3 197.0 OVS 118.6 142.3 167.5 SC Class A SSLT 136.1 163.3 167.5 STD 136.1 163.3 217.8 OVS 118.6 142.3 189.8 A325/ F1852 SC Class B SSLT 136.1 163.3 217.8 N 136.1 163.3 217.8 X 136.1 163.3 217.8 STD 136.1 163.3 217.8 OVS 118.6 142.3 210.5 SC Class A SSLT 136.1 163.3 210.5 STD 136.1 163.3 217.8 OVS 118.6 142.3 189.8 7 1 6 A490 SC Class B SSLT 136.1 163.3 217.8

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211 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 164.3 197.1 262.8 X 164.3 197.1 262.8 STD 164.3 197.1 237.8 OVS 143.1 171.8 202.1 SC Class A SSLT 164.3 197.1 202.1 STD 164.3 197.1 262.8 OVS 143.1 171.8 229.0 A325/ F1852 SC Class B SSLT 164.3 197.1 262.8 N 164.3 197.1 262.8 X 164.3 197.1 262.8 STD 164.3 197.1 262.8 OVS 143.1 171.8 254.1 SC Class A SSLT 164.3 197.1 254.1 STD 164.3 197.1 262.8 OVS 143.1 171.8 229.0 8 1 6 A490 SC Class B SSLT 164.3 197.1 262.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 192.8 231.4 308.5 X 192.8 231.4 308.5 STD 192.8 231.4 279.1 OVS 168.0 201.6 237.2 SC Class A SSLT 192.8 231.4 237.2 STD 192.8 231.4 308.5 OVS 168.0 201.6 268.8 A325/ F1852 SC Class B SSLT 192.8 231.4 308.5 N 192.8 231.4 308.5 X 192.8 231.4 308.5 STD 192.8 231.4 308.5 OVS 168.0 201.6 298.2 SC Class A SSLT 192.8 231.4 298.2 STD 192.8 231.4 308.5 OVS 168.0 201.6 268.8 9 1 6 A490 SC Class B SSLT 192.8 231.4 308.5

PAGE 223

212 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 221.0 265.2 353.6 X 221.0 265.2 353.6 STD 221.0 265.2 320.0 OVS 192.6 231.1 272.0 SC Class A SSLT 221.0 265.2 272.0 STD 221.0 265.2 353.6 OVS 192.6 231.1 308.2 A325/ F1852 SC Class B SSLT 221.0 265.2 353.6 N 221.0 265.2 353.6 X 221.0 265.2 353.6 STD 221.0 265.2 353.6 OVS 192.6 231.1 341.9 SC Class A SSLT 221.0 265.2 341.9 STD 221.0 265.2 353.6 OVS 192.6 231.1 308.2 10 1 6 A490 SC Class B SSLT 221.0 265.2 353.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 249.2 299.1 398.8 X 249.2 299.1 398.8 STD 249.2 299.1 360.8 OVS 217.2 260.6 306.7 SC Class A SSLT 249.2 299.1 306.7 STD 249.2 299.1 398.8 OVS 217.2 260.6 347.5 A325/ F1852 SC Class B SSLT 249.2 299.1 398.8 N 249.2 299.1 398.8 X 249.2 299.1 398.8 STD 249.2 299.1 398.8 OVS 217.2 260.6 385.5 SC Class A SSLT 249.2 299.1 385.5 STD 249.2 299.1 398.8 OVS 217.2 260.6 347.5 11 1 6 A490 SC Class B SSLT 249.2 299.1 398.8

PAGE 224

213 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 276.3 331.5 442.1 X 276.3 331.5 442.1 STD 276.3 331.5 400.0 OVS 240.8 288.9 340.0 SC Class A SSLT 276.3 331.5 340.0 STD 276.3 331.5 442.1 OVS 240.8 288.9 385.2 A325/ F1852 SC Class B SSLT 276.3 331.5 442.1 N 276.3 331.5 442.1 X 276.3 331.5 442.1 STD 276.3 331.5 442.1 OVS 240.8 288.9 427.3 SC Class A SSLT 276.3 331.5 427.3 STD 276.3 331.5 442.1 OVS 240.8 288.9 385.2 12 1 6 A490 SC Class B SSLT 276.3 331.5 442.1

PAGE 225

214 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 13.1 15.8 21.0 X 13.1 15.8 21.0 STD 13.1 15.8 19.0 OVS 11.4 13.7 16.2 SC Class A SSLT 13.1 15.8 16.2 STD 13.1 15.8 21.0 OVS 11.4 13.7 18.3 A325/ F1852 SC Class B SSLT 13.1 15.8 21.0 N 13.1 15.8 21.0 X 13.1 15.8 21.0 STD 13.1 15.8 21.0 OVS 11.4 13.7 20.3 SC Class A SSLT 13.1 15.8 20.3 STD 13.1 15.8 21.0 OVS 11.4 13.7 18.3 2 1 7 A490 SC Class B SSLT 13.1 15.8 21.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 26.6 32.0 42.6 X 26.6 32.0 42.6 STD 26.6 32.0 38.6 OVS 23.2 27.9 32.8 SC Class A SSLT 26.6 32.0 32.8 STD 26.6 32.0 42.6 OVS 23.2 27.9 37.1 A325/ F1852 SC Class B SSLT 26.6 32.0 42.6 N 26.6 32.0 42.6 X 26.6 32.0 42.6 STD 26.6 32.0 42.6 OVS 23.2 27.9 41.2 SC Class A SSLT 26.6 32.0 41.2 STD 26.6 32.0 42.6 OVS 23.2 27.9 37.1 3 1 7 A490 SC Class B SSLT 26.6 32.0 42.6

PAGE 226

215 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 47.8 57.4 76.5 X 47.8 57.4 76.5 STD 47.8 57.4 69.3 OVS 41.7 50.0 58.9 SC Class A SSLT 47.8 57.4 58.9 STD 47.8 57.4 76.5 OVS 41.7 50.0 66.7 A325/ F1852 SC Class B SSLT 47.8 57.4 76.5 N 47.8 57.4 76.5 X 47.8 57.4 76.5 STD 47.8 57.4 76.5 OVS 41.7 50.0 74.0 SC Class A SSLT 47.8 57.4 74.0 STD 47.8 57.4 76.5 OVS 41.7 50.0 66.7 4 1 7 A490 SC Class B SSLT 47.8 57.4 76.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 70.4 84.5 112.7 X 70.4 84.5 112.7 STD 70.4 84.5 101.9 OVS 61.4 73.6 86.6 SC Class A SSLT 70.4 84.5 86.6 STD 70.4 84.5 112.7 OVS 61.4 73.6 98.2 A325/ F1852 SC Class B SSLT 70.4 84.5 112.7 N 70.4 84.5 112.7 X 70.4 84.5 112.7 STD 70.4 84.5 112.7 OVS 61.4 73.6 108.9 SC Class A SSLT 70.4 84.5 108.9 STD 70.4 84.5 112.7 OVS 61.4 73.6 98.2 5 1 7 A490 SC Class B SSLT 70.4 84.5 112.7

PAGE 227

216 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 96.0 115.2 153.6 X 96.0 115.2 153.6 STD 96.0 115.2 139.0 OVS 83.7 100.4 118.1 SC Class A SSLT 96.0 115.2 118.1 STD 96.0 115.2 153.6 OVS 83.7 100.4 133.9 A325/ F1852 SC Class B SSLT 96.0 115.2 153.6 N 96.0 115.2 153.6 X 96.0 115.2 153.6 STD 96.0 115.2 153.6 OVS 83.7 100.4 148.5 SC Class A SSLT 96.0 115.2 148.5 STD 96.0 115.2 153.6 OVS 83.7 100.4 133.9 6 1 7 A490 SC Class B SSLT 96.0 115.2 153.6 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 123.1 147.7 197.0 X 123.1 147.7 197.0 STD 123.1 147.7 178.2 OVS 107.3 128.7 151.5 SC Class A SSLT 123.1 147.7 151.5 STD 123.1 147.7 197.0 OVS 107.3 128.7 171.7 A325/ F1852 SC Class B SSLT 123.1 147.7 197.0 N 123.1 147.7 197.0 X 123.1 147.7 197.0 STD 123.1 147.7 197.0 OVS 107.3 128.7 190.4 SC Class A SSLT 123.1 147.7 190.4 STD 123.1 147.7 197.0 OVS 107.3 128.7 171.7 7 1 7 A490 SC Class B SSLT 123.1 147.7 197.0

PAGE 228

217 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 151.1 181.3 241.7 X 151.1 181.3 241.7 STD 151.1 181.3 218.7 OVS 131.6 158.0 185.9 SC Class A SSLT 151.1 181.3 185.9 STD 151.1 181.3 241.7 OVS 131.6 158.0 210.6 A325/ F1852 SC Class B SSLT 151.1 181.3 241.7 N 151.1 181.3 241.7 X 151.1 181.3 241.7 STD 151.1 181.3 241.7 OVS 131.6 158.0 233.7 SC Class A SSLT 151.1 181.3 233.7 STD 151.1 181.3 241.7 OVS 131.6 158.0 210.6 8 1 7 A490 SC Class B SSLT 151.1 181.3 241.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 179.3 215.1 286.9 X 179.3 215.1 286.9 STD 179.3 215.1 259.5 OVS 156.2 187.5 220.6 SC Class A SSLT 179.3 215.1 220.6 STD 179.3 215.1 286.9 OVS 156.2 187.5 250.0 A325/ F1852 SC Class B SSLT 179.3 215.1 286.9 N 179.3 215.1 286.9 X 179.3 215.1 286.9 STD 179.3 215.1 286.9 OVS 156.2 187.5 277.3 SC Class A SSLT 179.3 215.1 277.3 STD 179.3 215.1 286.9 OVS 156.2 187.5 250.0 9 1 7 A490 SC Class B SSLT 179.3 215.1 286.9

PAGE 229

218 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 207.8 249.4 332.5 X 207.8 249.4 332.5 STD 207.8 249.4 300.9 OVS 181.1 217.3 255.7 SC Class A SSLT 207.8 249.4 255.7 STD 207.8 249.4 332.5 OVS 181.1 217.3 289.8 A325/ F1852 SC Class B SSLT 207.8 249.4 332.5 N 207.8 249.4 332.5 X 207.8 249.4 332.5 STD 207.8 249.4 332.5 OVS 181.1 217.3 321.5 SC Class A SSLT 207.8 249.4 321.5 STD 207.8 249.4 332.5 OVS 181.1 217.3 289.8 10 1 7 A490 SC Class B SSLT 207.8 249.4 332.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 238.2 285.8 381.0 X 238.2 285.8 381.0 STD 238.2 285.8 344.8 OVS 207.5 249.0 293.0 SC Class A SSLT 238.2 285.8 293.0 STD 238.2 285.8 381.0 OVS 207.5 249.0 332.1 A325/ F1852 SC Class B SSLT 238.2 285.8 381.0 N 238.2 285.8 381.0 X 238.2 285.8 381.0 STD 238.2 285.8 381.0 OVS 207.5 249.0 368.3 SC Class A SSLT 238.2 285.8 368.3 STD 238.2 285.8 381.0 OVS 207.5 249.0 332.1 11 1 7 A490 SC Class B SSLT 238.2 285.8 381.0

PAGE 230

219 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 264.3 317.2 422.9 X 264.3 317.2 422.9 STD 264.3 317.2 382.7 OVS 230.4 276.4 325.3 SC Class A SSLT 264.3 317.2 325.3 STD 264.3 317.2 422.9 OVS 230.4 276.4 368.6 A325/ F1852 SC Class B SSLT 264.3 317.2 422.9 N 264.3 317.2 422.9 X 264.3 317.2 422.9 STD 264.3 317.2 422.9 OVS 230.4 276.4 408.8 SC Class A SSLT 264.3 317.2 408.8 STD 264.3 317.2 422.9 OVS 230.4 276.4 368.6 12 1 7 A490 SC Class B SSLT 264.3 317.2 422.9

PAGE 231

220 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 11.4 13.6 18.2 X 11.4 13.6 18.2 STD 11.4 13.6 16.5 OVS 9.9 11.9 14.0 SC Class A SSLT 11.4 13.6 14.0 STD 11.4 13.6 18.2 OVS 9.9 11.9 15.9 A325/ F1852 SC Class B SSLT 11.4 13.6 18.2 N 11.4 13.6 18.2 X 11.4 13.6 18.2 STD 11.4 13.6 18.2 OVS 9.9 11.9 17.6 SC Class A SSLT 11.4 13.6 17.6 STD 11.4 13.6 18.2 OVS 9.9 11.9 15.9 2 1 8 A490 SC Class B SSLT 11.4 13.6 18.2 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 23.0 27.6 36.8 X 23.0 27.6 36.8 STD 23.0 27.6 33.3 OVS 20.0 24.1 28.3 SC Class A SSLT 23.0 27.6 28.3 STD 23.0 27.6 36.8 OVS 20.0 24.1 32.1 A325/ F1852 SC Class B SSLT 23.0 27.6 36.8 N 23.0 27.6 36.8 X 23.0 27.6 36.8 STD 23.0 27.6 36.8 OVS 20.0 24.1 35.6 SC Class A SSLT 23.0 27.6 35.6 STD 23.0 27.6 36.8 OVS 20.0 24.1 32.1 3 1 8 A490 SC Class B SSLT 23.0 27.6 36.8

PAGE 232

221 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 41.5 49.9 66.5 X 41.5 49.9 66.5 STD 41.5 49.9 60.1 OVS 36.2 43.4 51.1 SC Class A SSLT 41.5 49.9 51.1 STD 41.5 49.9 66.5 OVS 36.2 43.4 57.9 A325/ F1852 SC Class B SSLT 41.5 49.9 66.5 N 41.5 49.9 66.5 X 41.5 49.9 66.5 STD 41.5 49.9 66.5 OVS 36.2 43.4 64.3 SC Class A SSLT 41.5 49.9 64.3 STD 41.5 49.9 66.5 OVS 36.2 43.4 57.9 4 1 8 A490 SC Class B SSLT 41.5 49.9 66.5 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 62.5 75.0 100.1 X 62.5 75.0 100.1 STD 62.5 75.0 90.5 OVS 54.5 65.4 76.9 SC Class A SSLT 62.5 75.0 76.9 STD 62.5 75.0 100.1 OVS 54.5 65.4 87.2 A325/ F1852 SC Class B SSLT 62.5 75.0 100.1 N 62.5 75.0 100.1 X 62.5 75.0 100.1 STD 62.5 75.0 100.1 OVS 54.5 65.4 96.7 SC Class A SSLT 62.5 75.0 96.7 STD 62.5 75.0 100.1 OVS 54.5 65.4 87.2 5 1 8 A490 SC Class B SSLT 62.5 75.0 100.1

PAGE 233

222 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 86.5 103.8 138.4 X 86.5 103.8 138.4 STD 86.5 103.8 125.2 OVS 75.4 90.5 106.4 SC Class A SSLT 86.5 103.8 106.4 STD 86.5 103.8 138.4 OVS 75.4 90.5 120.6 A325/ F1852 SC Class B SSLT 86.5 103.8 138.4 N 86.5 103.8 138.4 X 86.5 103.8 138.4 STD 86.5 103.8 138.4 OVS 75.4 90.5 133.8 SC Class A SSLT 86.5 103.8 133.8 STD 86.5 103.8 138.4 OVS 75.4 90.5 120.6 6 1 8 A490 SC Class B SSLT 86.5 103.8 138.4 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 112.2 134.7 179.6 X 112.2 134.7 179.6 STD 112.2 134.7 162.5 OVS 97.8 117.4 138.1 SC Class A SSLT 112.2 134.7 138.1 STD 112.2 134.7 179.6 OVS 97.8 117.4 156.5 A325/ F1852 SC Class B SSLT 112.2 134.7 179.6 N 112.2 134.7 179.6 X 112.2 134.7 179.6 STD 112.2 134.7 179.6 OVS 97.8 117.4 173.6 SC Class A SSLT 112.2 134.7 173.6 STD 112.2 134.7 179.6 OVS 97.8 117.4 156.5 7 1 8 A490 SC Class B SSLT 112.2 134.7 179.6

PAGE 234

223 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 139.3 167.2 223.0 X 139.3 167.2 223.0 STD 139.3 167.2 201.7 OVS 121.4 145.7 171.5 SC Class A SSLT 139.3 167.2 171.5 STD 139.3 167.2 223.0 OVS 121.4 145.7 194.3 A325/ F1852 SC Class B SSLT 139.3 167.2 223.0 N 139.3 167.2 223.0 X 139.3 167.2 223.0 STD 139.3 167.2 223.0 OVS 121.4 145.7 215.5 SC Class A SSLT 139.3 167.2 215.5 STD 139.3 167.2 223.0 OVS 121.4 145.7 194.3 8 1 8 A490 SC Class B SSLT 139.3 167.2 223.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 167.1 200.5 267.3 X 167.1 200.5 267.3 STD 167.1 200.5 241.9 OVS 145.6 174.7 205.6 SC Class A SSLT 167.1 200.5 205.6 STD 167.1 200.5 267.3 OVS 145.6 174.7 233.0 A325/ F1852 SC Class B SSLT 167.1 200.5 267.3 N 167.1 200.5 267.3 X 167.1 200.5 267.3 STD 167.1 200.5 267.3 OVS 145.6 174.7 258.4 SC Class A SSLT 167.1 200.5 258.4 STD 167.1 200.5 267.3 OVS 145.6 174.7 233.0 9 1 8 A490 SC Class B SSLT 167.1 200.5 267.3

PAGE 235

224 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 195.5 234.6 312.8 X 195.5 234.6 312.8 STD 195.5 234.6 283.0 OVS 170.4 204.5 240.6 SC Class A SSLT 195.5 234.6 240.6 STD 195.5 234.6 312.8 OVS 170.4 204.5 272.6 A325/ F1852 SC Class B SSLT 195.5 234.6 312.8 N 195.5 234.6 312.8 X 195.5 234.6 312.8 STD 195.5 234.6 312.8 OVS 170.4 204.5 302.4 SC Class A SSLT 195.5 234.6 302.4 STD 195.5 234.6 312.8 OVS 170.4 204.5 272.6 10 1 8 A490 SC Class B SSLT 195.5 234.6 312.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 223.9 268.6 358.2 X 223.9 268.6 358.2 STD 223.9 268.6 324.1 OVS 195.1 234.1 275.5 SC Class A SSLT 223.9 268.6 275.5 STD 223.9 268.6 358.2 OVS 195.1 234.1 312.1 A325/ F1852 SC Class B SSLT 223.9 268.6 358.2 N 223.9 268.6 358.2 X 223.9 268.6 358.2 STD 223.9 268.6 358.2 OVS 195.1 234.1 346.2 SC Class A SSLT 223.9 268.6 346.2 STD 223.9 268.6 358.2 OVS 195.1 234.1 312.1 11 1 8 A490 SC Class B SSLT 223.9 268.6 358.2

PAGE 236

225 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 252.3 302.8 403.7 X 252.3 302.8 403.7 STD 252.3 302.8 365.2 OVS 219.9 263.8 310.5 SC Class A SSLT 252.3 302.8 310.5 STD 252.3 302.8 403.7 OVS 219.9 263.8 351.8 A325/ F1852 SC Class B SSLT 252.3 302.8 403.7 N 252.3 302.8 403.7 X 252.3 302.8 403.7 STD 252.3 302.8 403.7 OVS 219.9 263.8 390.2 SC Class A SSLT 252.3 302.8 390.2 STD 252.3 302.8 403.7 OVS 219.9 263.8 351.8 12 1 8 A490 SC Class B SSLT 252.3 302.8 403.7

PAGE 237

226 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 8.5 10.2 13.7 X 8.5 10.2 13.7 STD 8.5 10.2 12.4 OVS 7.4 8.9 10.5 SC Class A SSLT 8.5 10.2 10.5 STD 8.5 10.2 13.7 OVS 7.4 8.9 11.9 A325/ F1852 SC Class B SSLT 8.5 10.2 13.7 N 8.5 10.2 13.7 X 8.5 10.2 13.7 STD 8.5 10.2 13.7 OVS 7.4 8.9 13.2 SC Class A SSLT 8.5 10.2 13.2 STD 8.5 10.2 13.7 OVS 7.4 8.9 11.9 2 1 9 A490 SC Class B SSLT 8.5 10.2 13.7 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 19.8 23.8 31.7 X 19.8 23.8 31.7 STD 19.8 23.8 28.7 OVS 17.3 20.7 24.4 SC Class A SSLT 19.8 23.8 24.4 STD 19.8 23.8 31.7 OVS 17.3 20.7 27.6 A325/ F1852 SC Class B SSLT 19.8 23.8 31.7 N 19.8 23.8 31.7 X 19.8 23.8 31.7 STD 19.8 23.8 31.7 OVS 17.3 20.7 30.7 SC Class A SSLT 19.8 23.8 30.7 STD 19.8 23.8 31.7 OVS 17.3 20.7 27.6 3 1 9 A490 SC Class B SSLT 19.8 23.8 31.7

PAGE 238

227 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 36.3 43.5 58.1 X 36.3 43.5 58.1 STD 36.3 43.5 52.5 OVS 31.6 37.9 44.7 SC Class A SSLT 36.3 43.5 44.7 STD 36.3 43.5 58.1 OVS 31.6 37.9 50.6 A325/ F1852 SC Class B SSLT 36.3 43.5 58.1 N 36.3 43.5 58.1 X 36.3 43.5 58.1 STD 36.3 43.5 58.1 OVS 31.6 37.9 56.1 SC Class A SSLT 36.3 43.5 56.1 STD 36.3 43.5 58.1 OVS 31.6 37.9 50.6 4 1 9 A490 SC Class B SSLT 36.3 43.5 58.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 55.1 66.2 88.2 X 55.1 66.2 88.2 STD 55.1 66.2 79.8 OVS 48.0 57.6 67.8 SC Class A SSLT 55.1 66.2 67.8 STD 55.1 66.2 88.2 OVS 48.0 57.6 76.9 A325/ F1852 SC Class B SSLT 55.1 66.2 88.2 N 55.1 66.2 88.2 X 55.1 66.2 88.2 STD 55.1 66.2 88.2 OVS 48.0 57.6 85.3 SC Class A SSLT 55.1 66.2 85.3 STD 55.1 66.2 88.2 OVS 48.0 57.6 76.9 5 1 9 A490 SC Class B SSLT 55.1 66.2 88.2

PAGE 239

228 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 76.9 92.3 123.1 X 76.9 92.3 123.1 STD 76.9 92.3 111.3 OVS 67.0 80.4 94.6 SC Class A SSLT 76.9 92.3 94.6 STD 76.9 92.3 123.1 OVS 67.0 80.4 107.2 A325/ F1852 SC Class B SSLT 76.9 92.3 123.1 N 76.9 92.3 123.1 X 76.9 92.3 123.1 STD 76.9 92.3 123.1 OVS 67.0 80.4 119.0 SC Class A SSLT 76.9 92.3 119.0 STD 76.9 92.3 123.1 OVS 67.0 80.4 107.2 6 1 9 A490 SC Class B SSLT 76.9 92.3 123.1 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 100.9 121.1 161.5 X 100.9 121.1 161.5 STD 100.9 121.1 146.1 OVS 88.0 105.5 124.2 SC Class A SSLT 100.9 121.1 124.2 STD 100.9 121.1 161.5 OVS 88.0 105.5 140.7 A325/ F1852 SC Class B SSLT 100.9 121.1 161.5 N 100.9 121.1 161.5 X 100.9 121.1 161.5 STD 100.9 121.1 161.5 OVS 88.0 105.5 156.1 SC Class A SSLT 100.9 121.1 156.1 STD 100.9 121.1 161.5 OVS 88.0 105.5 140.7 7 1 9 A490 SC Class B SSLT 100.9 121.1 161.5

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229 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 126.7 152.1 202.8 X 126.7 152.1 202.8 STD 126.7 152.1 183.4 OVS 110.4 132.5 155.9 SC Class A SSLT 126.7 152.1 155.9 STD 126.7 152.1 202.8 OVS 110.4 132.5 176.7 A325/ F1852 SC Class B SSLT 126.7 152.1 202.8 N 126.7 152.1 202.8 X 126.7 152.1 202.8 STD 126.7 152.1 202.8 OVS 110.4 132.5 196.0 SC Class A SSLT 126.7 152.1 196.0 STD 126.7 152.1 202.8 OVS 110.4 132.5 176.7 8 1 9 A490 SC Class B SSLT 126.7 152.1 202.8 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 153.5 184.2 245.6 X 153.5 184.2 245.6 STD 153.5 184.2 222.2 OVS 133.8 160.5 188.9 SC Class A SSLT 153.5 184.2 188.9 STD 153.5 184.2 245.6 OVS 133.8 160.5 214.0 A325/ F1852 SC Class B SSLT 153.5 184.2 245.6 N 153.5 184.2 245.6 X 153.5 184.2 245.6 STD 153.5 184.2 245.6 OVS 133.8 160.5 237.4 SC Class A SSLT 153.5 184.2 237.4 STD 153.5 184.2 245.6 OVS 133.8 160.5 214.0 9 1 9 A490 SC Class B SSLT 153.5 184.2 245.6

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230 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 181.3 217.5 290.0 X 181.3 217.5 290.0 STD 181.3 217.5 262.4 OVS 158.0 189.5 223.0 SC Class A SSLT 181.3 217.5 223.0 STD 181.3 217.5 290.0 OVS 158.0 189.5 252.7 A325/ F1852 SC Class B SSLT 181.3 217.5 290.0 N 181.3 217.5 290.0 X 181.3 217.5 290.0 STD 181.3 217.5 290.0 OVS 158.0 189.5 280.3 SC Class A SSLT 181.3 217.5 280.3 STD 181.3 217.5 290.0 OVS 158.0 189.5 252.7 10 1 9 A490 SC Class B SSLT 181.3 217.5 290.0 All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 209.4 251.3 335.1 X 209.4 251.3 335.1 STD 209.4 251.3 303.1 OVS 182.5 219.0 257.7 SC Class A SSLT 209.4 251.3 257.7 STD 209.4 251.3 335.1 OVS 182.5 219.0 292.0 A325/ F1852 SC Class B SSLT 209.4 251.3 335.1 N 209.4 251.3 335.1 X 209.4 251.3 335.1 STD 209.4 251.3 335.1 OVS 182.5 219.0 323.9 SC Class A SSLT 209.4 251.3 323.9 STD 209.4 251.3 335.1 OVS 182.5 219.0 292.0 11 1 9 A490 SC Class B SSLT 209.4 251.3 335.1

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231 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Double-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 5/16 3/8 1/2 N 237.8 285.3 380.4 X 237.8 285.3 380.4 STD 237.8 285.3 344.2 OVS 207.2 248.6 292.6 SC Class A SSLT 237.8 285.3 292.6 STD 237.8 285.3 380.4 OVS 207.2 248.6 331.5 A325/ F1852 SC Class B SSLT 237.8 285.3 380.4 N 237.8 285.3 380.4 X 237.8 285.3 380.4 STD 237.8 285.3 380.4 OVS 207.2 248.6 367.7 SC Class A SSLT 237.8 285.3 367.7 STD 237.8 285.3 380.4 OVS 207.2 248.6 331.5 12 1 9 A490 SC Class B SSLT 237.8 285.3 380.4

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232 APPENDIX G 3/4-INCH DIAMETER ALL-BO LTED A36 STEEL SINGLE ANGLE CONNECTIONS The tables given in Appendi x G are all-bolted single angl e connections. The angles are A36 angles using eith er A325/F1852 or A490 3/4inch diameter bolts.

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233 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 8.6 8.6 8.6 X 9.0 10.8 10.8 STD 5.6 5.6 5.6 OVS 4.8 4.8 4.8 SC Class A SSLT 4.8 4.8 4.8 STD 8.6 8.6 8.6 OVS 7.3 7.3 7.3 A325/ F1852 SC Class B SSLT 7.3 7.3 7.3 N 9.0 10.8 10.8 X 9.0 11.9 13.5 STD 7.1 7.1 7.1 OVS 6.0 6.0 6.0 SC Class A SSLT 6.0 6.0 6.0 STD 9.0 10.8 10.8 OVS 9.0 9.2 9.2 2 3/4 6 A490 SC Class B SSLT 9.0 9.2 9.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 19.3 19.3 19.3 X 20.0 24.1 24.1 STD 12.6 12.6 12.6 OVS 10.8 10.8 10.8 SC Class A SSLT 10.8 10.8 10.8 STD 19.2 19.2 19.2 OVS 16.4 16.4 16.4 A325/ F1852 SC Class B SSLT 16.4 16.4 16.4 N 20.0 24.1 24.1 X 20.0 26.7 30.2 STD 15.9 15.9 15.9 OVS 13.5 13.5 13.5 SC Class A SSLT 13.5 13.5 13.5 STD 20.0 24.1 24.1 OVS 20.0 20.5 20.5 3 3/4 6 A490 SC Class B SSLT 20.0 20.5 20.5

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234 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 33.4 33.4 33.4 X 34.6 41.7 41.7 STD 21.8 21.8 21.8 OVS 18.6 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 33.2 33.2 33.2 OVS 28.3 28.3 28.3 A325/ F1852 SC Class B SSLT 28.3 28.3 28.3 N 34.6 41.7 41.7 X 34.6 46.1 52.2 STD 27.5 27.5 27.5 OVS 23.3 23.3 23.3 SC Class A SSLT 23.3 23.3 23.3 STD 34.6 41.8 41.8 OVS 34.6 35.4 35.4 4 3/4 6 A490 SC Class B SSLT 34.6 35.4 35.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 48.8 48.8 48.8 X 50.7 61.1 61.1 STD 31.9 31.9 31.9 OVS 27.3 27.3 27.3 SC Class A SSLT 27.3 27.3 27.3 STD 48.5 48.5 48.5 OVS 41.4 41.4 41.4 A325/ F1852 SC Class B SSLT 41.4 41.4 41.4 N 50.7 61.1 61.1 X 50.7 67.5 76.4 STD 40.2 40.2 40.2 OVS 34.1 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 50.7 61.1 61.1 OVS 50.7 51.8 51.8 5 3/4 6 A490 SC Class B SSLT 50.7 51.8 51.8

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235 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 65.2 65.2 65.2 X 67.7 81.6 81.6 STD 42.7 42.7 42.7 OVS 36.4 36.4 36.4 SC Class A SSLT 36.4 36.4 36.4 STD 64.9 64.9 64.9 OVS 55.4 55.4 55.4 A325/ F1852 SC Class B SSLT 55.4 55.4 55.4 N 67.7 81.6 81.6 X 67.7 90.3 102.2 STD 53.7 53.7 53.7 OVS 45.5 45.5 45.5 SC Class A SSLT 45.5 45.5 45.5 STD 67.7 81.7 81.7 OVS 67.7 69.2 69.2 6 3/4 6 A490 SC Class B SSLT 67.7 69.2 69.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 82.4 82.4 82.4 X 85.6 103.2 103.2 STD 53.9 53.9 53.9 OVS 46.0 46.0 46.0 SC Class A SSLT 46.0 46.0 46.0 STD 82.0 82.0 82.0 OVS 70.0 70.0 70.0 A325/ F1852 SC Class B SSLT 70.0 70.0 70.0 N 85.6 103.2 103.2 X 85.6 114.1 129.1 STD 67.9 67.9 67.9 OVS 57.6 57.6 57.6 SC Class A SSLT 57.6 57.6 57.6 STD 85.6 103.2 103.2 OVS 85.6 87.5 87.5 7 3/4 6 A490 SC Class B SSLT 85.6 87.5 87.5

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236 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 99.5 99.5 99.5 X 103.2 124.5 124.5 STD 65.1 65.1 65.1 OVS 55.6 55.6 55.6 SC Class A SSLT 55.6 55.6 55.6 STD 98.9 98.9 98.9 OVS 84.5 84.5 84.5 A325/ F1852 SC Class B SSLT 84.5 84.5 84.5 N 103.2 124.5 124.5 X 103.2 137.7 155.8 STD 82.0 82.0 82.0 OVS 69.5 69.5 69.5 SC Class A SSLT 69.5 69.5 69.5 STD 103.2 124.6 124.6 OVS 103.2 105.6 105.6 8 3/4 6 A490 SC Class B SSLT 103.2 105.6 105.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 116.8 116.8 116.8 X 121.2 146.2 146.2 STD 76.4 76.4 76.4 OVS 65.2 65.2 65.2 SC Class A SSLT 65.2 65.2 65.2 STD 116.1 116.1 116.1 OVS 99.1 99.1 99.1 A325/ F1852 SC Class B SSLT 99.1 99.1 99.1 N 121.2 146.2 146.2 X 121.2 161.6 182.9 STD 96.2 96.2 96.2 OVS 81.5 81.5 81.5 SC Class A SSLT 81.5 81.5 81.5 STD 121.2 146.3 146.3 OVS 121.2 123.9 123.9 9 3/4 6 A490 SC Class B SSLT 121.2 123.9 123.9

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237 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 133.9 133.9 133.9 X 138.9 167.6 167.6 STD 87.6 87.6 87.6 OVS 74.8 74.8 74.8 SC Class A SSLT 74.8 74.8 74.8 STD 133.1 133.1 133.1 OVS 113.6 113.6 113.6 A325/ F1852 SC Class B SSLT 113.6 113.6 113.6 N 138.9 167.6 167.6 X 138.9 185.2 209.7 STD 110.3 110.3 110.3 OVS 93.5 93.5 93.5 SC Class A SSLT 93.5 93.5 93.5 STD 138.9 167.7 167.7 OVS 138.9 142.1 142.1 10 3/4 6 A490 SC Class B SSLT 138.9 142.1 142.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 151.0 151.0 151.0 X 156.7 189.0 189.0 STD 98.7 98.7 98.7 OVS 84.3 84.3 84.3 SC Class A SSLT 84.3 84.3 84.3 STD 150.1 150.1 150.1 OVS 128.2 128.2 128.2 A325/ F1852 SC Class B SSLT 128.2 128.2 128.2 N 156.7 189.0 189.0 X 156.7 208.9 236.4 STD 124.4 124.4 124.4 OVS 105.4 105.4 105.4 SC Class A SSLT 105.4 105.4 105.4 STD 156.7 189.1 189.1 OVS 156.7 160.2 160.2 11 3/4 6 A490 SC Class B SSLT 156.7 160.2 160.2

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238 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 167.3 167.3 167.3 X 173.7 209.4 209.4 STD 109.5 109.5 109.5 OVS 93.5 93.5 93.5 SC Class A SSLT 93.5 93.5 93.5 STD 166.4 166.4 166.4 OVS 142.1 142.1 142.1 A325/ F1852 SC Class B SSLT 142.1 142.1 142.1 N 173.7 209.4 209.4 X 173.7 231.6 262.1 STD 137.9 137.9 137.9 OVS 116.8 116.8 116.8 SC Class A SSLT 116.8 116.8 116.8 STD 173.7 209.6 209.6 OVS 173.7 177.6 177.6 12 3/4 6 A490 SC Class B SSLT 173.7 177.6 177.6

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239 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 8.0 8.0 8.0 X 8.3 10.0 10.0 STD 5.2 5.2 5.2 OVS 4.4 4.4 4.4 SC Class A SSLT 4.4 4.4 4.4 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 A325/ F1852 SC Class B SSLT 6.7 6.7 6.7 N 8.3 10.0 10.0 X 8.3 11.0 12.5 STD 6.6 6.6 6.6 OVS 5.6 5.6 5.6 SC Class A SSLT 5.6 5.6 5.6 STD 8.3 10.0 10.0 OVS 8.3 8.4 8.4 2 3/4 7 A490 SC Class B SSLT 8.3 8.4 8.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 16.1 16.1 16.1 X 16.7 20.2 20.2 STD 10.6 10.6 10.6 OVS 9.0 9.0 9.0 SC Class A SSLT 9.0 9.0 9.0 STD 16.0 16.0 16.0 OVS 13.7 13.7 13.7 A325/ F1852 SC Class B SSLT 13.7 13.7 13.7 N 16.7 20.2 20.2 X 16.7 22.3 25.3 STD 13.3 13.3 13.3 OVS 11.3 11.3 11.3 SC Class A SSLT 11.3 11.3 11.3 STD 16.7 20.2 20.2 OVS 16.7 17.1 17.1 3 3/4 7 A490 SC Class B SSLT 16.7 17.1 17.1

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240 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 29.0 29.0 29.0 X 30.1 36.3 36.3 STD 19.0 19.0 19.0 OVS 16.2 16.2 16.2 SC Class A SSLT 16.2 16.2 16.2 STD 28.8 28.8 28.8 OVS 24.6 24.6 24.6 A325/ F1852 SC Class B SSLT 24.6 24.6 24.6 N 30.1 36.3 36.3 X 30.1 40.1 45.4 STD 23.9 23.9 23.9 OVS 20.2 20.2 20.2 SC Class A SSLT 20.2 20.2 20.2 STD 30.1 36.3 36.3 OVS 30.1 30.7 30.7 4 3/4 7 A490 SC Class B SSLT 30.1 30.7 30.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 42.7 42.7 42.7 X 44.3 53.4 53.4 STD 27.9 27.9 27.9 OVS 23.8 23.8 23.8 SC Class A SSLT 23.8 23.8 23.8 STD 42.4 42.4 42.4 OVS 36.2 36.2 36.2 A325/ F1852 SC Class B SSLT 36.2 36.2 36.2 N 44.3 53.4 53.4 X 44.3 59.0 66.8 STD 35.1 35.1 35.1 OVS 29.8 29.8 29.8 SC Class A SSLT 29.8 29.8 29.8 STD 44.3 53.4 53.4 OVS 44.3 45.3 45.3 5 3/4 7 A490 SC Class B SSLT 44.3 45.3 45.3

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241 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 58.2 58.2 58.2 X 60.3 72.8 72.8 STD 38.0 38.0 38.0 OVS 32.5 32.5 32.5 SC Class A SSLT 32.5 32.5 32.5 STD 57.8 57.8 57.8 OVS 49.4 49.4 49.4 A325/ F1852 SC Class B SSLT 49.4 49.4 49.4 N 60.3 72.8 72.8 X 60.3 80.5 91.1 STD 47.9 47.9 47.9 OVS 40.6 40.6 40.6 SC Class A SSLT 40.6 40.6 40.6 STD 60.3 72.8 72.8 OVS 60.3 61.7 61.7 6 3/4 7 A490 SC Class B SSLT 60.3 61.7 61.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 74.6 74.6 74.6 X 77.4 93.3 93.3 STD 48.8 48.8 48.8 OVS 41.6 41.6 41.6 SC Class A SSLT 41.6 41.6 41.6 STD 74.1 74.1 74.1 OVS 63.3 63.3 63.3 A325/ F1852 SC Class B SSLT 63.3 63.3 63.3 N 77.4 93.3 93.3 X 77.4 103.2 116.8 STD 61.4 61.4 61.4 OVS 52.1 52.1 52.1 SC Class A SSLT 52.1 52.1 52.1 STD 77.4 93.4 93.4 OVS 77.4 79.1 79.1 7 3/4 7 A490 SC Class B SSLT 77.4 79.1 79.1

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242 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 91.5 91.5 91.5 X 95.0 114.5 114.5 STD 59.9 59.9 59.9 OVS 51.1 51.1 51.1 SC Class A SSLT 51.1 51.1 51.1 STD 91.0 91.0 91.0 OVS 77.7 77.7 77.7 A325/ F1852 SC Class B SSLT 77.7 77.7 77.7 N 95.0 114.5 114.5 X 95.0 126.6 143.3 STD 75.4 75.4 75.4 OVS 63.9 63.9 63.9 SC Class A SSLT 63.9 63.9 63.9 STD 95.0 114.6 114.6 OVS 95.0 97.1 97.1 8 3/4 7 A490 SC Class B SSLT 95.0 97.1 97.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 108.6 108.6 108.6 X 112.7 135.9 135.9 STD 71.0 71.0 71.0 OVS 60.7 60.7 60.7 SC Class A SSLT 60.7 60.7 60.7 STD 108.0 108.0 108.0 OVS 92.2 92.2 92.2 A325/ F1852 SC Class B SSLT 92.2 92.2 92.2 N 112.7 135.9 135.9 X 112.7 150.3 170.1 STD 89.5 89.5 89.5 OVS 75.8 75.8 75.8 SC Class A SSLT 75.8 75.8 75.8 STD 112.7 136.0 136.0 OVS 112.7 115.2 115.2 9 3/4 7 A490 SC Class B SSLT 112.7 115.2 115.2

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243 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 125.9 125.9 125.9 X 130.6 157.6 157.6 STD 82.3 82.3 82.3 OVS 70.3 70.3 70.3 SC Class A SSLT 70.3 70.3 70.3 STD 125.2 125.2 125.2 OVS 106.9 106.9 106.9 A325/ F1852 SC Class B SSLT 106.9 106.9 106.9 N 130.6 157.6 157.6 X 130.6 174.2 197.1 STD 103.7 103.7 103.7 OVS 87.9 87.9 87.9 SC Class A SSLT 87.9 87.9 87.9 STD 130.6 157.7 157.7 OVS 130.6 133.6 133.6 10 3/4 7 A490 SC Class B SSLT 130.6 133.6 133.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 144.3 144.3 144.3 X 149.7 180.5 180.5 STD 94.4 94.4 94.4 OVS 80.6 80.6 80.6 SC Class A SSLT 80.6 80.6 80.6 STD 143.4 143.4 143.4 OVS 122.5 122.5 122.5 A325/ F1852 SC Class B SSLT 122.5 122.5 122.5 N 149.7 180.5 180.5 X 149.7 199.6 225.9 STD 118.8 118.8 118.8 OVS 100.7 100.7 100.7 SC Class A SSLT 100.7 100.7 100.7 STD 149.7 180.7 180.7 OVS 149.7 153.1 153.1 11 3/4 7 A490 SC Class B SSLT 149.7 153.1 153.1

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244 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 160.1 160.1 160.1 X 166.2 200.4 200.4 STD 104.7 104.7 104.7 OVS 89.4 89.4 89.4 SC Class A SSLT 89.4 89.4 89.4 STD 159.2 159.2 159.2 OVS 135.9 135.9 135.9 A325/ F1852 SC Class B SSLT 135.9 135.9 135.9 N 166.2 200.4 200.4 X 166.2 221.5 250.7 STD 131.9 131.9 131.9 OVS 111.8 111.8 111.8 SC Class A SSLT 111.8 111.8 111.8 STD 166.2 200.5 200.5 OVS 166.2 169.9 169.9 12 3/4 7 A490 SC Class B SSLT 166.2 169.9 169.9

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245 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 6.9 6.9 6.9 X 7.1 8.6 8.6 STD 4.5 4.5 4.5 OVS 3.8 3.8 3.8 SC Class A SSLT 3.8 3.8 3.8 STD 6.8 6.8 6.8 OVS 5.8 5.8 5.8 A325/ F1852 SC Class B SSLT 5.8 5.8 5.8 N 7.1 8.6 8.6 X 7.1 9.5 10.8 STD 5.7 5.7 5.7 OVS 4.8 4.8 4.8 SC Class A SSLT 4.8 4.8 4.8 STD 7.1 8.6 8.6 OVS 7.1 7.3 7.3 2 3/4 8 A490 SC Class B SSLT 7.1 7.3 7.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 13.9 13.9 13.9 X 14.5 17.4 17.4 STD 9.1 9.1 9.1 OVS 7.8 7.8 7.8 SC Class A SSLT 7.8 7.8 7.8 STD 13.9 13.9 13.9 OVS 11.8 11.8 11.8 A325/ F1852 SC Class B SSLT 11.8 11.8 11.8 N 14.5 17.4 17.4 X 14.5 19.3 21.8 STD 11.5 11.5 11.5 OVS 9.7 9.7 9.7 SC Class A SSLT 9.7 9.7 9.7 STD 14.5 17.4 17.4 OVS 14.5 14.8 14.8 3 3/4 8 A490 SC Class B SSLT 14.5 14.8 14.8

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246 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 25.2 25.2 25.2 X 26.1 31.5 31.5 STD 16.5 16.5 16.5 OVS 14.1 14.1 14.1 SC Class A SSLT 14.1 14.1 14.1 STD 25.0 25.0 25.0 OVS 21.4 21.4 21.4 A325/ F1852 SC Class B SSLT 21.4 21.4 21.4 N 26.1 31.5 31.5 X 26.1 34.8 39.4 STD 20.7 20.7 20.7 OVS 17.6 17.6 17.6 SC Class A SSLT 17.6 17.6 17.6 STD 26.1 31.5 31.5 OVS 26.1 26.7 26.7 4 3/4 8 A490 SC Class B SSLT 26.1 26.7 26.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 37.9 37.9 37.9 X 39.3 47.4 47.4 STD 24.8 24.8 24.8 OVS 21.2 21.2 21.2 SC Class A SSLT 21.2 21.2 21.2 STD 37.7 37.7 37.7 OVS 32.2 32.2 32.2 A325/ F1852 SC Class B SSLT 32.2 32.2 32.2 N 39.3 47.4 47.4 X 39.3 52.4 59.3 STD 31.2 31.2 31.2 OVS 26.4 26.4 26.4 SC Class A SSLT 26.4 26.4 26.4 STD 39.3 47.4 47.4 OVS 39.3 40.2 40.2 5 3/4 8 A490 SC Class B SSLT 39.3 40.2 40.2

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247 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 52.4 52.4 52.4 X 54.4 65.6 65.6 STD 34.3 34.3 34.3 OVS 29.3 29.3 29.3 SC Class A SSLT 29.3 29.3 29.3 STD 52.1 52.1 52.1 OVS 44.5 44.5 44.5 A325/ F1852 SC Class B SSLT 44.5 44.5 44.5 N 54.4 65.6 65.6 X 54.4 72.5 82.1 STD 43.2 43.2 43.2 OVS 36.6 36.6 36.6 SC Class A SSLT 36.6 36.6 36.6 STD 54.4 65.6 65.6 OVS 54.4 55.6 55.6 6 3/4 8 A490 SC Class B SSLT 54.4 55.6 55.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 68.0 68.0 68.0 X 70.5 85.1 85.1 STD 44.5 44.5 44.5 OVS 38.0 38.0 38.0 SC Class A SSLT 38.0 38.0 38.0 STD 67.6 67.6 67.6 OVS 57.7 57.7 57.7 A325/ F1852 SC Class B SSLT 57.7 57.7 57.7 N 70.5 85.1 85.1 X 70.5 94.1 106.5 STD 56.0 56.0 56.0 OVS 47.5 47.5 47.5 SC Class A SSLT 47.5 47.5 47.5 STD 70.5 85.1 85.1 OVS 70.5 72.1 72.1 7 3/4 8 A490 SC Class B SSLT 70.5 72.1 72.1

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248 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 84.4 84.4 84.4 X 87.6 105.6 105.6 STD 55.2 55.2 55.2 OVS 47.1 47.1 47.1 SC Class A SSLT 47.1 47.1 47.1 STD 83.9 83.9 83.9 OVS 71.7 71.7 71.7 A325/ F1852 SC Class B SSLT 71.7 71.7 71.7 N 87.6 105.6 105.6 X 87.6 116.8 132.2 STD 69.5 69.5 69.5 OVS 58.9 58.9 58.9 SC Class A SSLT 58.9 58.9 58.9 STD 87.6 105.7 105.7 OVS 87.6 89.6 89.6 8 3/4 8 A490 SC Class B SSLT 87.6 89.6 89.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 101.2 101.2 101.2 X 105.0 126.7 126.7 STD 66.2 66.2 66.2 OVS 56.5 56.5 56.5 SC Class A SSLT 56.5 56.5 56.5 STD 100.6 100.6 100.6 OVS 85.9 85.9 85.9 A325/ F1852 SC Class B SSLT 85.9 85.9 85.9 N 105.0 126.7 126.7 X 105.0 140.0 158.5 STD 83.4 83.4 83.4 OVS 70.7 70.7 70.7 SC Class A SSLT 70.7 70.7 70.7 STD 105.0 126.7 126.7 OVS 105.0 107.4 107.4 9 3/4 8 A490 SC Class B SSLT 105.0 107.4 107.4

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249 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 118.4 118.4 118.4 X 122.9 148.2 148.2 STD 77.5 77.5 77.5 OVS 66.1 66.1 66.1 SC Class A SSLT 66.1 66.1 66.1 STD 117.7 117.7 117.7 OVS 100.5 100.5 100.5 A325/ F1852 SC Class B SSLT 100.5 100.5 100.5 N 122.9 148.2 148.2 X 122.9 163.9 185.5 STD 97.6 97.6 97.6 OVS 82.7 82.7 82.7 SC Class A SSLT 82.7 82.7 82.7 STD 122.9 148.3 148.3 OVS 122.9 125.7 125.7 10 3/4 8 A490 SC Class B SSLT 122.9 125.7 125.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 135.6 135.6 135.6 X 140.7 169.7 169.7 STD 88.7 88.7 88.7 OVS 75.7 75.7 75.7 SC Class A SSLT 75.7 75.7 75.7 STD 134.8 134.8 134.8 OVS 115.1 115.1 115.1 A325/ F1852 SC Class B SSLT 115.1 115.1 115.1 N 140.7 169.7 169.7 X 140.7 187.6 212.4 STD 111.7 111.7 111.7 OVS 94.7 94.7 94.7 SC Class A SSLT 94.7 94.7 94.7 STD 140.7 169.8 169.8 OVS 140.7 143.9 143.9 11 3/4 8 A490 SC Class B SSLT 140.7 143.9 143.9

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250 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 152.8 152.8 152.8 X 158.6 191.3 191.3 STD 100.0 100.0 100.0 OVS 85.4 85.4 85.4 SC Class A SSLT 85.4 85.4 85.4 STD 151.9 151.9 151.9 OVS 129.7 129.7 129.7 A325/ F1852 SC Class B SSLT 129.7 129.7 129.7 N 158.6 191.3 191.3 X 158.6 211.5 239.3 STD 125.9 125.9 125.9 OVS 106.7 106.7 106.7 SC Class A SSLT 106.7 106.7 106.7 STD 158.6 191.4 191.4 OVS 158.6 162.2 162.2 12 3/4 8 A490 SC Class B SSLT 158.6 162.2 162.2

PAGE 262

251 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 5.2 5.2 5.2 X 5.4 6.5 6.5 STD 3.4 3.4 3.4 OVS 2.9 2.9 2.9 SC Class A SSLT 2.9 2.9 2.9 STD 5.1 5.1 5.1 OVS 4.4 4.4 4.4 A325/ F1852 SC Class B SSLT 4.4 4.4 4.4 N 5.4 6.5 6.5 X 5.4 7.2 8.1 STD 4.3 4.3 4.3 OVS 3.6 3.6 3.6 SC Class A SSLT 3.6 3.6 3.6 STD 5.4 6.5 6.5 OVS 5.4 5.5 5.5 2 3/4 9 A490 SC Class B SSLT 5.4 5.5 5.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 12.0 12.0 12.0 X 12.5 15.0 15.0 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 SC Class A SSLT 6.7 6.7 6.7 STD 11.9 11.9 11.9 OVS 10.2 10.2 10.2 A325/ F1852 SC Class B SSLT 10.2 10.2 10.2 N 12.5 15.0 15.0 X 12.5 16.6 18.8 STD 9.9 9.9 9.9 OVS 8.4 8.4 8.4 SC Class A SSLT 8.4 8.4 8.4 STD 12.5 15.0 15.0 OVS 12.5 12.7 12.7 3 3/4 9 A490 SC Class B SSLT 12.5 12.7 12.7

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252 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 22.0 22.0 22.0 X 22.8 27.5 27.5 STD 14.4 14.4 14.4 OVS 12.3 12.3 12.3 SC Class A SSLT 12.3 12.3 12.3 STD 21.9 21.9 21.9 OVS 18.7 18.7 18.7 A325/ F1852 SC Class B SSLT 18.7 18.7 18.7 N 22.8 27.5 27.5 X 22.8 30.4 34.4 STD 18.1 18.1 18.1 OVS 15.3 15.3 15.3 SC Class A SSLT 15.3 15.3 15.3 STD 22.8 27.5 27.5 OVS 22.8 23.3 23.3 4 3/4 9 A490 SC Class B SSLT 22.8 23.3 23.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 33.4 33.4 33.4 X 34.7 41.8 41.8 STD 21.8 21.8 21.8 OVS 18.6 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 33.2 33.2 33.2 OVS 28.3 28.3 28.3 A325/ F1852 SC Class B SSLT 28.3 28.3 28.3 N 34.7 41.8 41.8 X 34.7 46.2 52.3 STD 27.5 27.5 27.5 OVS 23.3 23.3 23.3 SC Class A SSLT 23.3 23.3 23.3 STD 34.7 41.8 41.8 OVS 34.7 35.4 35.4 5 3/4 9 A490 SC Class B SSLT 34.7 35.4 35.4

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253 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 46.6 46.6 46.6 X 48.3 58.3 58.3 STD 30.5 30.5 30.5 OVS 26.0 26.0 26.0 SC Class A SSLT 26.0 26.0 26.0 STD 46.3 46.3 46.3 OVS 39.5 39.5 39.5 A325/ F1852 SC Class B SSLT 39.5 39.5 39.5 N 48.3 58.3 58.3 X 48.3 64.5 73.0 STD 38.4 38.4 38.4 OVS 32.5 32.5 32.5 SC Class A SSLT 32.5 32.5 32.5 STD 48.3 58.3 58.3 OVS 48.3 49.4 49.4 6 3/4 9 A490 SC Class B SSLT 48.3 49.4 49.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 61.1 61.1 61.1 X 63.4 76.5 76.5 STD 40.0 40.0 40.0 OVS 34.1 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 60.8 60.8 60.8 OVS 51.9 51.9 51.9 A325/ F1852 SC Class B SSLT 51.9 51.9 51.9 N 63.4 76.5 76.5 X 63.4 84.6 95.7 STD 50.4 50.4 50.4 OVS 42.7 42.7 42.7 SC Class A SSLT 42.7 42.7 42.7 STD 63.4 76.6 76.6 OVS 63.4 64.9 64.9 7 3/4 9 A490 SC Class B SSLT 63.4 64.9 64.9

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254 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 76.8 76.8 76.8 X 79.7 96.1 96.1 STD 50.2 50.2 50.2 OVS 42.9 42.9 42.9 SC Class A SSLT 42.9 42.9 42.9 STD 76.3 76.3 76.3 OVS 65.2 65.2 65.2 A325/ F1852 SC Class B SSLT 65.2 65.2 65.2 N 79.7 96.1 96.1 X 79.7 106.2 120.2 STD 63.2 63.2 63.2 OVS 53.6 53.6 53.6 SC Class A SSLT 53.6 53.6 53.6 STD 79.7 96.1 96.1 OVS 79.7 81.4 81.4 8 3/4 9 A490 SC Class B SSLT 79.7 81.4 81.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 93.0 93.0 93.0 X 96.5 116.4 116.4 STD 60.8 60.8 60.8 OVS 51.9 51.9 51.9 SC Class A SSLT 51.9 51.9 51.9 STD 92.4 92.4 92.4 OVS 78.9 78.9 78.9 A325/ F1852 SC Class B SSLT 78.9 78.9 78.9 N 96.5 116.4 116.4 X 96.5 128.6 145.6 STD 76.6 76.6 76.6 OVS 64.9 64.9 64.9 SC Class A SSLT 64.9 64.9 64.9 STD 96.5 116.4 116.4 OVS 96.5 98.7 98.7 9 3/4 9 A490 SC Class B SSLT 96.5 98.7 98.7

PAGE 266

255 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 109.8 109.8 109.8 X 113.9 137.4 137.4 STD 71.8 71.8 71.8 OVS 61.3 61.3 61.3 SC Class A SSLT 61.3 61.3 61.3 STD 109.2 109.2 109.2 OVS 93.2 93.2 93.2 A325/ F1852 SC Class B SSLT 93.2 93.2 93.2 N 113.9 137.4 137.4 X 113.9 151.9 171.9 STD 90.5 90.5 90.5 OVS 76.6 76.6 76.6 SC Class A SSLT 76.6 76.6 76.6 STD 113.9 137.5 137.5 OVS 113.9 116.5 116.5 10 3/4 9 A490 SC Class B SSLT 113.9 116.5 116.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 126.8 126.8 126.8 X 131.6 158.8 158.8 STD 83.0 83.0 83.0 OVS 70.8 70.8 70.8 SC Class A SSLT 70.8 70.8 70.8 STD 126.1 126.1 126.1 OVS 107.7 107.7 107.7 A325/ F1852 SC Class B SSLT 107.7 107.7 107.7 N 131.6 158.8 158.8 X 131.6 175.5 198.6 STD 104.5 104.5 104.5 OVS 88.6 88.6 88.6 SC Class A SSLT 88.6 88.6 88.6 STD 131.6 158.8 158.8 OVS 131.6 134.6 134.6 11 3/4 9 A490 SC Class B SSLT 131.6 134.6 134.6

PAGE 267

256 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 144.0 144.0 144.0 X 149.4 180.2 180.2 STD 94.2 94.2 94.2 OVS 80.4 80.4 80.4 SC Class A SSLT 80.4 80.4 80.4 STD 143.2 143.2 143.2 OVS 122.3 122.3 122.3 A325/ F1852 SC Class B SSLT 122.3 122.3 122.3 N 149.4 180.2 180.2 X 149.4 199.3 225.5 STD 118.7 118.7 118.7 OVS 100.5 100.5 100.5 SC Class A SSLT 100.5 100.5 100.5 STD 149.4 180.4 180.4 OVS 149.4 152.8 152.8 12 3/4 9 A490 SC Class B SSLT 149.4 152.8 152.8

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257 APPENDIX H 7/8-INCH DIAMETER ALL-BO LTED A36 STEEL SINGLE ANGLE CONNECTIONS The tables given in Appendi x H are all-bolted single angl e connections. The angles are A36 angles using eith er A325/F1852 or A490 7/8inch diameter bolts.

PAGE 269

258 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 8.3 11.1 13.8 X 8.3 11.1 13.8 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 SC Class A SSLT 6.7 6.7 6.7 STD 8.3 11.1 12.0 OVS 7.6 10.2 10.2 A325/ F1852 SC Class B SSLT 8.3 10.2 10.2 N 8.3 11.1 13.8 X 8.3 11.1 13.8 STD 8.3 9.9 9.9 OVS 7.6 8.4 8.4 SC Class A SSLT 8.3 8.4 8.4 STD 8.3 11.1 13.8 OVS 7.6 10.2 12.7 2 7/8 6 A490 SC Class B SSLT 8.3 11.1 12.8 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 18.6 24.7 30.9 X 18.6 24.7 30.9 STD 17.6 17.6 17.6 OVS 15.0 15.0 15.0 SC Class A SSLT 15.0 15.0 15.0 STD 18.6 24.7 26.7 OVS 17.1 22.7 22.9 A325/ F1852 SC Class B SSLT 18.6 22.9 22.9 N 18.6 24.7 30.9 X 18.6 24.7 30.9 STD 18.6 22.2 22.2 OVS 17.1 18.8 18.8 SC Class A SSLT 18.6 18.8 18.8 STD 18.6 24.7 30.9 OVS 17.1 22.7 28.4 3 7/8 6 A490 SC Class B SSLT 18.6 24.7 28.6

PAGE 270

259 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 32.1 42.8 53.5 X 32.1 42.8 53.5 STD 30.4 30.4 30.4 OVS 26.0 26.0 26.0 SC Class A SSLT 26.0 26.0 26.0 STD 32.1 42.8 46.2 OVS 29.5 39.3 39.5 A325/ F1852 SC Class B SSLT 32.1 39.5 39.5 N 32.1 42.8 53.5 X 32.1 42.8 53.5 STD 32.1 38.4 38.4 OVS 29.5 32.5 32.5 SC Class A SSLT 32.1 32.5 32.5 STD 32.1 42.8 53.5 OVS 29.5 39.3 49.2 4 7/8 6 A490 SC Class B SSLT 32.1 42.8 49.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 47.0 62.6 78.3 X 47.0 62.6 78.3 STD 44.5 44.5 44.5 OVS 38.1 38.1 38.1 SC Class A SSLT 38.1 38.1 38.1 STD 47.0 62.6 67.7 OVS 43.2 57.6 57.9 A325/ F1852 SC Class B SSLT 47.0 57.9 57.9 N 47.0 62.6 78.3 X 47.0 62.6 78.3 STD 47.0 56.2 56.2 OVS 43.2 47.6 47.6 SC Class A SSLT 47.0 47.6 47.6 STD 47.0 62.6 78.3 OVS 43.2 57.6 72.0 5 7/8 6 A490 SC Class B SSLT 47.0 62.6 72.3

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260 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 62.8 83.7 104.6 X 62.8 83.7 104.6 STD 59.5 59.5 59.5 OVS 50.9 50.9 50.9 SC Class A SSLT 50.9 50.9 50.9 STD 62.8 83.7 90.4 OVS 57.7 76.9 77.3 A325/ F1852 SC Class B SSLT 62.8 77.3 77.3 N 62.8 83.7 104.6 X 62.8 83.7 104.6 STD 62.8 75.1 75.1 OVS 57.7 63.6 63.6 SC Class A SSLT 62.8 63.6 63.6 STD 62.8 83.7 104.6 OVS 57.7 76.9 96.2 6 7/8 6 A490 SC Class B SSLT 62.8 83.7 96.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 79.3 105.8 132.2 X 79.3 105.8 132.2 STD 75.2 75.2 75.2 OVS 64.3 64.3 64.3 SC Class A SSLT 64.3 64.3 64.3 STD 79.3 105.8 114.3 OVS 72.9 97.2 97.7 A325/ F1852 SC Class B SSLT 79.3 97.7 97.7 N 79.3 105.8 132.2 X 79.3 105.8 132.2 STD 79.3 94.9 94.9 OVS 72.9 80.4 80.4 SC Class A SSLT 79.3 80.4 80.4 STD 79.3 105.8 132.2 OVS 72.9 97.2 121.5 7 7/8 6 A490 SC Class B SSLT 79.3 105.8 122.2

PAGE 272

261 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 95.7 127.7 159.6 X 95.7 127.7 159.6 STD 90.7 90.7 90.7 OVS 77.6 77.6 77.6 SC Class A SSLT 77.6 77.6 77.6 STD 95.7 127.7 137.9 OVS 88.0 117.3 117.9 A325/ F1852 SC Class B SSLT 95.7 117.9 117.9 N 95.7 127.7 159.6 X 95.7 127.7 159.6 STD 95.7 114.5 114.5 OVS 88.0 97.0 97.0 SC Class A SSLT 95.7 97.0 97.0 STD 95.7 127.7 159.6 OVS 88.0 117.3 146.7 8 7/8 6 A490 SC Class B SSLT 95.7 127.7 147.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 112.4 149.8 187.3 X 112.4 149.8 187.3 STD 106.5 106.5 106.5 OVS 91.1 91.1 91.1 SC Class A SSLT 91.1 91.1 91.1 STD 112.4 149.8 161.9 OVS 103.3 137.7 138.4 A325/ F1852 SC Class B SSLT 112.4 138.4 138.4 N 112.4 149.8 187.3 X 112.4 149.8 187.3 STD 112.4 134.4 134.4 OVS 103.3 113.8 113.8 SC Class A SSLT 112.4 113.8 113.8 STD 112.4 149.8 187.3 OVS 103.3 137.7 172.1 9 7/8 6 A490 SC Class B SSLT 112.4 149.8 173.0

PAGE 273

262 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 128.8 171.8 214.7 X 128.8 171.8 214.7 STD 122.1 122.1 122.1 OVS 104.4 104.4 104.4 SC Class A SSLT 104.4 104.4 104.4 STD 128.8 171.8 185.6 OVS 118.4 157.9 158.7 A325/ F1852 SC Class B SSLT 128.8 158.7 158.7 N 128.8 171.8 214.7 X 128.8 171.8 214.7 STD 128.8 154.1 154.1 OVS 118.4 130.5 130.5 SC Class A SSLT 128.8 130.5 130.5 STD 128.8 171.8 214.7 OVS 118.4 157.9 197.3 10 7/8 6 A490 SC Class B SSLT 128.8 171.8 198.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 145.3 193.7 242.1 X 145.3 193.7 242.1 STD 137.7 137.7 137.7 OVS 117.7 117.7 117.7 SC Class A SSLT 117.7 117.7 117.7 STD 145.3 193.7 209.3 OVS 133.5 178.0 179.0 A325/ F1852 SC Class B SSLT 145.3 179.0 179.0 N 145.3 193.7 242.1 X 145.3 193.7 242.1 STD 145.3 173.8 173.8 OVS 133.5 147.2 147.2 SC Class A SSLT 145.3 147.2 147.2 STD 145.3 193.7 242.1 OVS 133.5 178.0 222.5 11 7/8 6 A490 SC Class B SSLT 145.3 193.7 223.7

PAGE 274

263 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 161.0 214.7 268.4 X 161.0 214.7 268.4 STD 152.6 152.6 152.6 OVS 130.5 130.5 130.5 SC Class A SSLT 130.5 130.5 130.5 STD 161.0 214.7 232.0 OVS 148.0 197.3 198.4 A325/ F1852 SC Class B SSLT 161.0 198.4 198.4 N 161.0 214.7 268.4 X 161.0 214.7 268.4 STD 161.0 192.6 192.6 OVS 148.0 163.1 163.1 SC Class A SSLT 161.0 163.1 163.1 STD 161.0 214.7 268.4 OVS 148.0 197.3 246.7 12 7/8 6 A490 SC Class B SSLT 161.0 214.7 248.0

PAGE 275

264 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 7.7 10.2 12.8 X 7.7 10.2 12.8 STD 7.3 7.3 7.3 OVS 6.2 6.2 6.2 SC Class A SSLT 6.2 6.2 6.2 STD 7.7 10.2 11.0 OVS 7.0 9.4 9.4 A325/ F1852 SC Class B SSLT 7.7 9.4 9.4 N 7.7 10.2 12.8 X 7.7 10.2 12.8 STD 7.7 9.2 9.2 OVS 7.0 7.8 7.8 SC Class A SSLT 7.7 7.8 7.8 STD 7.7 10.2 12.8 OVS 7.0 9.4 11.7 2 7/8 7 A490 SC Class B SSLT 7.7 10.2 11.8 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 15.5 20.7 25.9 X 15.5 20.7 25.9 STD 14.7 14.7 14.7 OVS 12.6 12.6 12.6 SC Class A SSLT 12.6 12.6 12.6 STD 15.5 20.7 22.4 OVS 14.3 19.0 19.1 A325/ F1852 SC Class B SSLT 15.5 19.1 19.1 N 15.5 20.7 25.9 X 15.5 20.7 25.9 STD 15.5 18.6 18.6 OVS 14.3 15.7 15.7 SC Class A SSLT 15.5 15.7 15.7 STD 15.5 20.7 25.9 OVS 14.3 19.0 23.8 3 7/8 7 A490 SC Class B SSLT 15.5 20.7 23.9

PAGE 276

265 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 27.9 37.2 46.5 X 27.9 37.2 46.5 STD 26.4 26.4 26.4 OVS 22.6 22.6 22.6 SC Class A SSLT 22.6 22.6 22.6 STD 27.9 37.2 40.2 OVS 25.6 34.2 34.4 A325/ F1852 SC Class B SSLT 27.9 34.4 34.4 N 27.9 37.2 46.5 X 27.9 37.2 46.5 STD 27.9 33.4 33.4 OVS 25.6 28.2 28.2 SC Class A SSLT 27.9 28.2 28.2 STD 27.9 37.2 46.5 OVS 25.6 34.2 42.7 4 7/8 7 A490 SC Class B SSLT 27.9 37.2 42.9 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 41.0 54.7 68.4 X 41.0 54.7 68.4 STD 38.9 38.9 38.9 OVS 33.3 33.3 33.3 SC Class A SSLT 33.3 33.3 33.3 STD 41.0 54.7 59.1 OVS 37.7 50.3 50.6 A325/ F1852 SC Class B SSLT 41.0 50.6 50.6 N 41.0 54.7 68.4 X 41.0 54.7 68.4 STD 41.0 49.1 49.1 OVS 37.7 41.6 41.6 SC Class A SSLT 41.0 41.6 41.6 STD 41.0 54.7 68.4 OVS 37.7 50.3 62.9 5 7/8 7 A490 SC Class B SSLT 41.0 54.7 63.2

PAGE 277

266 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 56.0 74.6 93.3 X 56.0 74.6 93.3 STD 53.0 53.0 53.0 OVS 45.4 45.4 45.4 SC Class A SSLT 45.4 45.4 45.4 STD 56.0 74.6 80.6 OVS 51.4 68.6 68.9 A325/ F1852 SC Class B SSLT 56.0 68.9 68.9 N 56.0 74.6 93.3 X 56.0 74.6 93.3 STD 56.0 66.9 66.9 OVS 51.4 56.7 56.7 SC Class A SSLT 56.0 56.7 56.7 STD 56.0 74.6 93.3 OVS 51.4 68.6 85.7 6 7/8 7 A490 SC Class B SSLT 56.0 74.6 86.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 71.8 95.7 119.6 X 71.8 95.7 119.6 STD 68.0 68.0 68.0 OVS 58.2 58.2 58.2 SC Class A SSLT 58.2 58.2 58.2 STD 71.8 95.7 103.4 OVS 66.0 87.9 88.4 A325/ F1852 SC Class B SSLT 71.8 88.4 88.4 N 71.8 95.7 119.6 X 71.8 95.7 119.6 STD 71.8 85.8 85.8 OVS 66.0 72.7 72.7 SC Class A SSLT 71.8 72.7 72.7 STD 71.8 95.7 119.6 OVS 66.0 87.9 109.9 7 7/8 7 A490 SC Class B SSLT 71.8 95.7 110.5

PAGE 278

267 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 88.1 117.4 146.8 X 88.1 117.4 146.8 STD 83.4 83.4 83.4 OVS 71.4 71.4 71.4 SC Class A SSLT 71.4 71.4 71.4 STD 88.1 117.4 126.8 OVS 80.9 107.9 108.5 A325/ F1852 SC Class B SSLT 88.1 108.5 108.5 N 88.1 117.4 146.8 X 88.1 117.4 146.8 STD 88.1 105.3 105.3 OVS 80.9 89.2 89.2 SC Class A SSLT 88.1 89.2 89.2 STD 88.1 117.4 146.8 OVS 80.9 107.9 134.9 8 7/8 7 A490 SC Class B SSLT 88.1 117.4 135.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 104.5 139.3 174.2 X 104.5 139.3 174.2 STD 99.0 99.0 99.0 OVS 84.7 84.7 84.7 SC Class A SSLT 84.7 84.7 84.7 STD 104.5 139.3 150.5 OVS 96.0 128.1 128.7 A325/ F1852 SC Class B SSLT 104.5 128.7 128.7 N 104.5 139.3 174.2 X 104.5 139.3 174.2 STD 104.5 125.0 125.0 OVS 96.0 105.9 105.9 SC Class A SSLT 104.5 105.9 105.9 STD 104.5 139.3 174.2 OVS 96.0 128.1 160.1 9 7/8 7 A490 SC Class B SSLT 104.5 139.3 160.9

PAGE 279

268 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 121.1 161.5 201.9 X 121.1 161.5 201.9 STD 114.8 114.8 114.8 OVS 98.2 98.2 98.2 SC Class A SSLT 98.2 98.2 98.2 STD 121.1 161.5 174.5 OVS 111.3 148.5 149.2 A325/ F1852 SC Class B SSLT 121.1 149.2 149.2 N 121.1 161.5 201.9 X 121.1 161.5 201.9 STD 121.1 144.9 144.9 OVS 111.3 122.7 122.7 SC Class A SSLT 121.1 122.7 122.7 STD 121.1 161.5 201.9 OVS 111.3 148.5 185.6 10 7/8 7 A490 SC Class B SSLT 121.1 161.5 186.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 138.8 185.1 231.3 X 138.8 185.1 231.3 STD 131.6 131.6 131.6 OVS 112.5 112.5 112.5 SC Class A SSLT 112.5 112.5 112.5 STD 138.8 185.1 200.0 OVS 127.6 170.1 171.0 A325/ F1852 SC Class B SSLT 138.8 171.0 171.0 N 138.8 185.1 231.3 X 138.8 185.1 231.3 STD 138.8 166.0 166.0 OVS 127.6 140.6 140.6 SC Class A SSLT 138.8 140.6 140.6 STD 138.8 185.1 231.3 OVS 127.6 170.1 212.6 11 7/8 7 A490 SC Class B SSLT 138.8 185.1 213.7

PAGE 280

269 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 154.1 205.4 256.8 X 154.1 205.4 256.8 STD 146.0 146.0 146.0 OVS 124.9 124.9 124.9 SC Class A SSLT 124.9 124.9 124.9 STD 154.1 205.4 221.9 OVS 141.6 188.8 189.8 A325/ F1852 SC Class B SSLT 154.1 189.8 189.8 N 154.1 205.4 256.8 X 154.1 205.4 256.8 STD 154.1 184.3 184.3 OVS 141.6 156.1 156.1 SC Class A SSLT 154.1 156.1 156.1 STD 154.1 205.4 256.8 OVS 141.6 188.8 236.0 12 7/8 7 A490 SC Class B SSLT 154.1 205.4 237.2

PAGE 281

270 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 6.6 8.8 11.0 X 6.6 8.8 11.0 STD 6.3 6.3 6.3 OVS 5.4 5.4 5.4 SC Class A SSLT 5.4 5.4 5.4 STD 6.6 8.8 9.5 OVS 6.1 8.1 8.2 A325/ F1852 SC Class B SSLT 6.6 8.2 8.2 N 6.6 8.8 11.0 X 6.6 8.8 11.0 STD 6.6 7.9 7.9 OVS 6.1 6.7 6.7 SC Class A SSLT 6.6 6.7 6.7 STD 6.6 8.8 11.0 OVS 6.1 8.1 10.2 2 7/8 8 A490 SC Class B SSLT 6.6 8.8 10.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 13.4 17.9 22.3 X 13.4 17.9 22.3 STD 12.7 12.7 12.7 OVS 10.9 10.9 10.9 SC Class A SSLT 10.9 10.9 10.9 STD 13.4 17.9 19.3 OVS 12.3 16.4 16.5 A325/ F1852 SC Class B SSLT 13.4 16.5 16.5 N 13.4 17.9 22.3 X 13.4 17.9 22.3 STD 13.4 16.0 16.0 OVS 12.3 13.6 13.6 SC Class A SSLT 13.4 13.6 13.6 STD 13.4 17.9 22.3 OVS 12.3 16.4 20.5 3 7/8 8 A490 SC Class B SSLT 13.4 17.9 20.6

PAGE 282

271 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 24.2 32.3 40.4 X 24.2 32.3 40.4 STD 22.9 22.9 22.9 OVS 19.6 19.6 19.6 SC Class A SSLT 19.6 19.6 19.6 STD 24.2 32.3 34.9 OVS 22.3 29.7 29.8 A325/ F1852 SC Class B SSLT 24.2 29.8 29.8 N 24.2 32.3 40.4 X 24.2 32.3 40.4 STD 24.2 29.0 29.0 OVS 22.3 24.5 24.5 SC Class A SSLT 24.2 24.5 24.5 STD 24.2 32.3 40.4 OVS 22.3 29.7 37.1 4 7/8 8 A490 SC Class B SSLT 24.2 32.3 37.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 36.4 48.6 60.7 X 36.4 48.6 60.7 STD 34.5 34.5 34.5 OVS 29.5 29.5 29.5 SC Class A SSLT 29.5 29.5 29.5 STD 36.4 48.6 52.5 OVS 33.5 44.7 44.9 A325/ F1852 SC Class B SSLT 36.4 44.9 44.9 N 36.4 48.6 60.7 X 36.4 48.6 60.7 STD 36.4 43.6 43.6 OVS 33.5 36.9 36.9 SC Class A SSLT 36.4 36.9 36.9 STD 36.4 48.6 60.7 OVS 33.5 44.7 55.8 5 7/8 8 A490 SC Class B SSLT 36.4 48.6 56.1

PAGE 283

272 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 50.4 67.2 84.0 X 50.4 67.2 84.0 STD 47.8 47.8 47.8 OVS 40.9 40.9 40.9 SC Class A SSLT 40.9 40.9 40.9 STD 50.4 67.2 72.6 OVS 46.3 61.8 62.1 A325/ F1852 SC Class B SSLT 50.4 62.1 62.1 N 50.4 67.2 84.0 X 50.4 67.2 84.0 STD 50.4 60.3 60.3 OVS 46.3 51.1 51.1 SC Class A SSLT 50.4 51.1 51.1 STD 50.4 67.2 84.0 OVS 46.3 61.8 77.2 6 7/8 8 A490 SC Class B SSLT 50.4 67.2 77.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 65.4 87.2 109.0 X 65.4 87.2 109.0 STD 62.0 62.0 62.0 OVS 53.0 53.0 53.0 SC Class A SSLT 53.0 53.0 53.0 STD 65.4 87.2 94.2 OVS 60.1 80.2 80.6 A325/ F1852 SC Class B SSLT 65.4 80.6 80.6 N 65.4 87.2 109.0 X 65.4 87.2 109.0 STD 65.4 78.2 78.2 OVS 60.1 66.3 66.3 SC Class A SSLT 65.4 66.3 66.3 STD 65.4 87.2 109.0 OVS 60.1 80.2 100.2 7 7/8 8 A490 SC Class B SSLT 65.4 87.2 100.7

PAGE 284

273 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 81.2 108.3 135.4 X 81.2 108.3 135.4 STD 77.0 77.0 77.0 OVS 65.8 65.8 65.8 SC Class A SSLT 65.8 65.8 65.8 STD 81.2 108.3 117.0 OVS 74.6 99.5 100.1 A325/ F1852 SC Class B SSLT 81.2 100.1 100.1 N 81.2 108.3 135.4 X 81.2 108.3 135.4 STD 81.2 97.1 97.1 OVS 74.6 82.3 82.3 SC Class A SSLT 81.2 82.3 82.3 STD 81.2 108.3 135.4 OVS 74.6 99.5 124.4 8 7/8 8 A490 SC Class B SSLT 81.2 108.3 125.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 97.4 129.8 162.3 X 97.4 129.8 162.3 STD 92.3 92.3 92.3 OVS 78.9 78.9 78.9 SC Class A SSLT 78.9 78.9 78.9 STD 97.4 129.8 140.3 OVS 89.5 119.3 120.0 A325/ F1852 SC Class B SSLT 97.4 120.0 120.0 N 97.4 129.8 162.3 X 97.4 129.8 162.3 STD 97.4 116.5 116.5 OVS 89.5 98.7 98.7 SC Class A SSLT 97.4 98.7 98.7 STD 97.4 129.8 162.3 OVS 89.5 119.3 149.2 9 7/8 8 A490 SC Class B SSLT 97.4 129.8 150.0

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274 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 114.0 151.9 189.9 X 114.0 151.9 189.9 STD 108.0 108.0 108.0 OVS 92.4 92.4 92.4 SC Class A SSLT 92.4 92.4 92.4 STD 114.0 151.9 164.2 OVS 104.7 139.7 140.4 A325/ F1852 SC Class B SSLT 114.0 140.4 140.4 N 114.0 151.9 189.9 X 114.0 151.9 189.9 STD 114.0 136.3 136.3 OVS 104.7 115.4 115.4 SC Class A SSLT 114.0 115.4 115.4 STD 114.0 151.9 189.9 OVS 104.7 139.7 174.6 10 7/8 8 A490 SC Class B SSLT 114.0 151.9 175.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 130.5 174.0 217.5 X 130.5 174.0 217.5 STD 123.7 123.7 123.7 OVS 105.8 105.8 105.8 SC Class A SSLT 105.8 105.8 105.8 STD 130.5 174.0 188.0 OVS 119.9 159.9 160.7 A325/ F1852 SC Class B SSLT 130.5 160.7 160.7 N 130.5 174.0 217.5 X 130.5 174.0 217.5 STD 130.5 156.1 156.1 OVS 119.9 132.2 132.2 SC Class A SSLT 130.5 132.2 132.2 STD 130.5 174.0 217.5 OVS 119.9 159.9 199.9 11 7/8 8 A490 SC Class B SSLT 130.5 174.0 200.9

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275 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 147.1 196.1 245.1 X 147.1 196.1 245.1 STD 139.4 139.4 139.4 OVS 119.2 119.2 119.2 SC Class A SSLT 119.2 119.2 119.2 STD 147.1 196.1 211.8 OVS 135.2 180.2 181.2 A325/ F1852 SC Class B SSLT 147.1 181.2 181.2 N 147.1 196.1 245.1 X 147.1 196.1 245.1 STD 147.1 175.9 175.9 OVS 135.2 149.0 149.0 SC Class A SSLT 147.1 149.0 149.0 STD 147.1 196.1 245.1 OVS 135.2 180.2 225.3 12 7/8 8 A490 SC Class B SSLT 147.1 196.1 226.4

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276 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 5.0 6.6 8.3 X 5.0 6.6 8.3 STD 4.7 4.7 4.7 OVS 4.0 4.0 4.0 SC Class A SSLT 4.0 4.0 4.0 STD 5.0 6.6 7.2 OVS 4.6 6.1 6.1 A325/ F1852 SC Class B SSLT 5.0 6.1 6.1 N 5.0 6.6 8.3 X 5.0 6.6 8.3 STD 5.0 5.9 5.9 OVS 4.6 5.0 5.0 SC Class A SSLT 5.0 5.0 5.0 STD 5.0 6.6 8.3 OVS 4.6 6.1 7.6 2 7/8 9 A490 SC Class B SSLT 5.0 6.6 7.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 11.6 15.4 19.3 X 11.6 15.4 19.3 STD 10.9 10.9 10.9 OVS 9.4 9.4 9.4 SC Class A SSLT 9.4 9.4 9.4 STD 11.6 15.4 16.6 OVS 10.6 14.2 14.2 A325/ F1852 SC Class B SSLT 11.6 14.2 14.2 N 11.6 15.4 19.3 X 11.6 15.4 19.3 STD 11.6 13.8 13.8 OVS 10.6 11.7 11.7 SC Class A SSLT 11.6 11.7 11.7 STD 11.6 15.4 19.3 OVS 10.6 14.2 17.7 3 7/8 9 A490 SC Class B SSLT 11.6 15.4 17.8

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277 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 21.2 28.2 35.3 X 21.2 28.2 35.3 STD 20.0 20.0 20.0 OVS 17.1 17.1 17.1 SC Class A SSLT 17.1 17.1 17.1 STD 21.2 28.2 30.5 OVS 19.4 25.9 26.1 A325/ F1852 SC Class B SSLT 21.2 26.1 26.1 N 21.2 28.2 35.3 X 21.2 28.2 35.3 STD 21.2 25.3 25.3 OVS 19.4 21.4 21.4 SC Class A SSLT 21.2 21.4 21.4 STD 21.2 28.2 35.3 OVS 19.4 25.9 32.4 4 7/8 9 A490 SC Class B SSLT 21.2 28.2 32.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 32.1 42.8 53.6 X 32.1 42.8 53.6 STD 30.5 30.5 30.5 OVS 26.0 26.0 26.0 SC Class A SSLT 26.0 26.0 26.0 STD 32.1 42.8 46.3 OVS 29.5 39.4 39.6 A325/ F1852 SC Class B SSLT 32.1 39.6 39.6 N 32.1 42.8 53.6 X 32.1 42.8 53.6 STD 32.1 38.4 38.4 OVS 29.5 32.6 32.6 SC Class A SSLT 32.1 32.6 32.6 STD 32.1 42.8 53.6 OVS 29.5 39.4 49.2 5 7/8 9 A490 SC Class B SSLT 32.1 42.8 49.5

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278 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 44.8 59.8 74.7 X 44.8 59.8 74.7 STD 42.5 42.5 42.5 OVS 36.3 36.3 36.3 SC Class A SSLT 36.3 36.3 36.3 STD 44.8 59.8 64.6 OVS 41.2 54.9 55.2 A325/ F1852 SC Class B SSLT 44.8 55.2 55.2 N 44.8 59.8 74.7 X 44.8 59.8 74.7 STD 44.8 53.6 53.6 OVS 41.2 45.4 45.4 SC Class A SSLT 44.8 45.4 45.4 STD 44.8 59.8 74.7 OVS 41.2 54.9 68.7 6 7/8 9 A490 SC Class B SSLT 44.8 59.8 69.0 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 58.8 78.4 98.0 X 58.8 78.4 98.0 STD 55.8 55.8 55.8 OVS 47.7 47.7 47.7 SC Class A SSLT 47.7 47.7 47.7 STD 58.8 78.4 84.7 OVS 54.1 72.1 72.5 A325/ F1852 SC Class B SSLT 58.8 72.5 72.5 N 58.8 78.4 98.0 X 58.8 78.4 98.0 STD 58.8 70.4 70.4 OVS 54.1 59.6 59.6 SC Class A SSLT 58.8 59.6 59.6 STD 58.8 78.4 98.0 OVS 54.1 72.1 90.1 7 7/8 9 A490 SC Class B SSLT 58.8 78.4 90.6

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279 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 73.9 98.5 123.1 X 73.9 98.5 123.1 STD 70.0 70.0 70.0 OVS 59.9 59.9 59.9 SC Class A SSLT 59.9 59.9 59.9 STD 73.9 98.5 106.4 OVS 67.9 90.5 91.0 A325/ F1852 SC Class B SSLT 73.9 91.0 91.0 N 73.9 98.5 123.1 X 73.9 98.5 123.1 STD 73.9 88.3 88.3 OVS 67.9 74.8 74.8 SC Class A SSLT 73.9 74.8 74.8 STD 73.9 98.5 123.1 OVS 67.9 90.5 113.1 8 7/8 9 A490 SC Class B SSLT 73.9 98.5 113.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 89.5 119.3 149.1 X 89.5 119.3 149.1 STD 84.8 84.8 84.8 OVS 72.5 72.5 72.5 SC Class A SSLT 72.5 72.5 72.5 STD 89.5 119.3 128.9 OVS 82.2 109.6 110.2 A325/ F1852 SC Class B SSLT 89.5 110.2 110.2 N 89.5 119.3 149.1 X 89.5 119.3 149.1 STD 89.5 107.0 107.0 OVS 82.2 90.6 90.6 SC Class A SSLT 89.5 90.6 90.6 STD 89.5 119.3 149.1 OVS 82.2 109.6 137.1 9 7/8 9 A490 SC Class B SSLT 89.5 119.3 137.8

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280 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 105.6 140.9 176.1 X 105.6 140.9 176.1 STD 100.1 100.1 100.1 OVS 85.6 85.6 85.6 SC Class A SSLT 85.6 85.6 85.6 STD 105.6 140.9 152.2 OVS 97.1 129.5 130.1 A325/ F1852 SC Class B SSLT 105.6 130.1 130.1 N 105.6 140.9 176.1 X 105.6 140.9 176.1 STD 105.6 126.4 126.4 OVS 97.1 107.0 107.0 SC Class A SSLT 105.6 107.0 107.0 STD 105.6 140.9 176.1 OVS 97.1 129.5 161.8 10 7/8 9 A490 SC Class B SSLT 105.6 140.9 162.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 122.1 162.7 203.4 X 122.1 162.7 203.4 STD 115.7 115.7 115.7 OVS 98.9 98.9 98.9 SC Class A SSLT 98.9 98.9 98.9 STD 122.1 162.7 175.8 OVS 112.2 149.6 150.4 A325/ F1852 SC Class B SSLT 122.1 150.4 150.4 N 122.1 162.7 203.4 X 122.1 162.7 203.4 STD 122.1 146.0 146.0 OVS 112.2 123.7 123.7 SC Class A SSLT 122.1 123.7 123.7 STD 122.1 162.7 203.4 OVS 112.2 149.6 187.0 11 7/8 9 A490 SC Class B SSLT 122.1 162.7 187.9

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281 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 138.6 184.8 231.0 X 138.6 184.8 231.0 STD 131.3 131.3 131.3 OVS 112.3 112.3 112.3 SC Class A SSLT 112.3 112.3 112.3 STD 138.6 184.8 199.6 OVS 127.4 169.8 170.7 A325/ F1852 SC Class B SSLT 138.6 170.7 170.7 N 138.6 184.8 231.0 X 138.6 184.8 231.0 STD 138.6 165.8 165.8 OVS 127.4 140.4 140.4 SC Class A SSLT 138.6 140.4 140.4 STD 138.6 184.8 231.0 OVS 127.4 169.8 212.3 12 7/8 9 A490 SC Class B SSLT 138.6 184.8 213.4

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282 APPENDIX I 1-INCH DIAMETER ALL-BOLTED A 36 STEEL SINGLE ANGLE CONNECTIONS The tables given in Appendi x A are all-bolted single angl e connections. The angles are A36 angles using either A325/F 1852 or A490 1-inch diameter bolts.

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283 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 7.6 10.2 12.7 X 7.6 10.2 12.7 STD 7.6 10.2 10.3 OVS 6.6 8.8 8.8 SC Class A SSLT 7.6 8.8 8.8 STD 7.6 10.2 12.7 OVS 6.6 8.8 11.1 A325/ F1852 SC Class B SSLT 7.6 10.2 12.7 N 7.6 10.2 12.7 X 7.6 10.2 12.7 STD 7.6 10.2 12.7 OVS 6.6 8.8 11.0 SC Class A SSLT 7.6 10.2 11.0 STD 7.6 10.2 12.7 OVS 6.6 8.8 11.1 2 1 6 A490 SC Class B SSLT 7.6 10.2 12.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 17.1 22.7 28.4 X 17.1 22.7 28.4 STD 17.1 22.7 23.0 OVS 14.8 19.6 19.6 SC Class A SSLT 17.1 19.6 19.6 STD 17.1 22.7 28.4 OVS 14.8 19.8 24.7 A325/ F1852 SC Class B SSLT 17.1 22.7 28.4 N 17.1 22.7 28.4 X 17.1 22.7 28.4 STD 17.1 22.7 28.4 OVS 14.8 19.8 24.6 SC Class A SSLT 17.1 22.7 24.6 STD 17.1 22.7 28.4 OVS 14.8 19.8 24.7 3 1 6 A490 SC Class B SSLT 17.1 22.7 28.4

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284 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 29.5 39.3 49.2 X 29.5 39.3 49.2 STD 29.5 39.3 39.9 OVS 25.6 34.0 34.0 SC Class A SSLT 29.5 34.0 34.0 STD 29.5 39.3 49.2 OVS 25.6 34.2 42.7 A325/ F1852 SC Class B SSLT 29.5 39.3 49.2 N 29.5 39.3 49.2 X 29.5 39.3 49.2 STD 29.5 39.3 49.2 OVS 25.6 34.2 42.6 SC Class A SSLT 29.5 39.3 42.6 STD 29.5 39.3 49.2 OVS 25.6 34.2 42.7 4 1 6 A490 SC Class B SSLT 29.5 39.3 49.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 43.2 57.6 72.0 X 43.2 57.6 72.0 STD 43.2 57.6 58.3 OVS 37.5 49.7 49.7 SC Class A SSLT 43.2 49.7 49.7 STD 43.2 57.6 72.0 OVS 37.5 50.0 62.6 A325/ F1852 SC Class B SSLT 43.2 57.6 72.0 N 43.2 57.6 72.0 X 43.2 57.6 72.0 STD 43.2 57.6 72.0 OVS 37.5 50.0 62.3 SC Class A SSLT 43.2 57.6 62.3 STD 43.2 57.6 72.0 OVS 37.5 50.0 62.6 5 1 6 A490 SC Class B SSLT 43.2 57.6 72.0

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285 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 57.7 76.9 96.2 X 57.7 76.9 96.2 STD 57.7 76.9 77.9 OVS 50.2 66.5 66.5 SC Class A SSLT 57.7 66.5 66.5 STD 57.7 76.9 96.2 OVS 50.2 66.9 83.6 A325/ F1852 SC Class B SSLT 57.7 76.9 96.2 N 57.7 76.9 96.2 X 57.7 76.9 96.2 STD 57.7 76.9 96.2 OVS 50.2 66.9 83.3 SC Class A SSLT 57.7 76.9 83.3 STD 57.7 76.9 96.2 OVS 50.2 66.9 83.6 6 1 6 A490 SC Class B SSLT 57.7 76.9 96.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 72.9 97.2 121.5 X 72.9 97.2 121.5 STD 72.9 97.2 98.5 OVS 63.4 84.0 84.0 SC Class A SSLT 72.9 84.0 84.0 STD 72.9 97.2 121.5 OVS 63.4 84.5 105.6 A325/ F1852 SC Class B SSLT 72.9 97.2 121.5 N 72.9 97.2 121.5 X 72.9 97.2 121.5 STD 72.9 97.2 121.5 OVS 63.4 84.5 105.3 SC Class A SSLT 72.9 97.2 105.3 STD 72.9 97.2 121.5 OVS 63.4 84.5 105.6 7 1 6 A490 SC Class B SSLT 72.9 97.2 121.5

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286 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 88.0 117.3 146.7 X 88.0 117.3 146.7 STD 88.0 117.3 118.9 OVS 76.5 101.4 101.4 SC Class A SSLT 88.0 101.4 101.4 STD 88.0 117.3 146.7 OVS 76.5 102.0 127.5 A325/ F1852 SC Class B SSLT 88.0 117.3 146.7 N 88.0 117.3 146.7 X 88.0 117.3 146.7 STD 88.0 117.3 146.7 OVS 76.5 102.0 127.0 SC Class A SSLT 88.0 117.3 127.0 STD 88.0 117.3 146.7 OVS 76.5 102.0 127.5 8 1 6 A490 SC Class B SSLT 88.0 117.3 146.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 103.3 137.7 172.1 X 103.3 137.7 172.1 STD 103.3 137.7 139.6 OVS 89.8 119.0 119.0 SC Class A SSLT 103.3 119.0 119.0 STD 103.3 137.7 172.1 OVS 89.8 119.7 149.7 A325/ F1852 SC Class B SSLT 103.3 137.7 172.1 N 103.3 137.7 172.1 X 103.3 137.7 172.1 STD 103.3 137.7 172.1 OVS 89.8 119.7 149.1 SC Class A SSLT 103.3 137.7 149.1 STD 103.3 137.7 172.1 OVS 89.8 119.7 149.7 9 1 6 A490 SC Class B SSLT 103.3 137.7 172.1

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287 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 118.4 157.9 197.3 X 118.4 157.9 197.3 STD 118.4 157.9 160.0 OVS 102.9 136.4 136.4 SC Class A SSLT 118.4 136.4 136.4 STD 118.4 157.9 197.3 OVS 102.9 137.2 171.6 A325/ F1852 SC Class B SSLT 118.4 157.9 197.3 N 118.4 157.9 197.3 X 118.4 157.9 197.3 STD 118.4 157.9 197.3 OVS 102.9 137.2 170.9 SC Class A SSLT 118.4 157.9 170.9 STD 118.4 157.9 197.3 OVS 102.9 137.2 171.6 10 1 6 A490 SC Class B SSLT 118.4 157.9 197.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 133.5 178.0 222.5 X 133.5 178.0 222.5 STD 133.5 178.0 180.4 OVS 116.1 153.8 153.8 SC Class A SSLT 133.5 153.8 153.8 STD 133.5 178.0 222.5 OVS 116.1 154.8 193.5 A325/ F1852 SC Class B SSLT 133.5 178.0 222.5 N 133.5 178.0 222.5 X 133.5 178.0 222.5 STD 133.5 178.0 222.5 OVS 116.1 154.8 192.7 SC Class A SSLT 133.5 178.0 192.7 STD 133.5 178.0 222.5 OVS 116.1 154.8 193.5 11 1 6 A490 SC Class B SSLT 133.5 178.0 222.5

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288 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 148.0 197.3 246.7 X 148.0 197.3 246.7 STD 148.0 197.3 200.0 OVS 128.7 170.5 170.5 SC Class A SSLT 148.0 170.5 170.5 STD 148.0 197.3 246.7 OVS 128.7 171.6 214.4 A325/ F1852 SC Class B SSLT 148.0 197.3 246.7 N 148.0 197.3 246.7 X 148.0 197.3 246.7 STD 148.0 197.3 246.7 OVS 128.7 171.6 213.7 SC Class A SSLT 148.0 197.3 213.7 STD 148.0 197.3 246.7 OVS 128.7 171.6 214.4 12 1 6 A490 SC Class B SSLT 148.0 197.3 246.7

PAGE 300

289 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 7.0 9.4 11.7 X 7.0 9.4 11.7 STD 7.0 9.4 9.5 OVS 6.1 8.1 8.1 SC Class A SSLT 7.0 8.1 8.1 STD 7.0 9.4 11.7 OVS 6.1 8.2 10.2 A325/ F1852 SC Class B SSLT 7.0 9.4 11.7 N 7.0 9.4 11.7 X 7.0 9.4 11.7 STD 7.0 9.4 11.7 OVS 6.1 8.2 10.2 SC Class A SSLT 7.0 9.4 10.2 STD 7.0 9.4 11.7 OVS 6.1 8.2 10.2 2 1 7 A490 SC Class B SSLT 7.0 9.4 11.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 14.3 19.0 23.8 X 14.3 19.0 23.8 STD 14.3 19.0 19.3 OVS 12.4 16.4 16.4 SC Class A SSLT 14.3 16.4 16.4 STD 14.3 19.0 23.8 OVS 12.4 16.5 20.7 A325/ F1852 SC Class B SSLT 14.3 19.0 23.8 N 14.3 19.0 23.8 X 14.3 19.0 23.8 STD 14.3 19.0 23.8 OVS 12.4 16.5 20.6 SC Class A SSLT 14.3 19.0 20.6 STD 14.3 19.0 23.8 OVS 12.4 16.5 20.7 3 1 7 A490 SC Class B SSLT 14.3 19.0 23.8

PAGE 301

290 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 25.6 34.2 42.7 X 25.6 34.2 42.7 STD 25.6 34.2 34.6 OVS 22.3 29.5 29.5 SC Class A SSLT 25.6 29.5 29.5 STD 25.6 34.2 42.7 OVS 22.3 29.7 37.1 A325/ F1852 SC Class B SSLT 25.6 34.2 42.7 N 25.6 34.2 42.7 X 25.6 34.2 42.7 STD 25.6 34.2 42.7 OVS 22.3 29.7 37.0 SC Class A SSLT 25.6 34.2 37.0 STD 25.6 34.2 42.7 OVS 22.3 29.7 37.1 4 1 7 A490 SC Class B SSLT 25.6 34.2 42.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 37.7 50.3 62.9 X 37.7 50.3 62.9 STD 37.7 50.3 51.0 OVS 32.8 43.5 43.5 SC Class A SSLT 37.7 43.5 43.5 STD 37.7 50.3 62.9 OVS 32.8 43.7 54.7 A325/ F1852 SC Class B SSLT 37.7 50.3 62.9 N 37.7 50.3 62.9 X 37.7 50.3 62.9 STD 37.7 50.3 62.9 OVS 32.8 43.7 54.5 SC Class A SSLT 37.7 50.3 54.5 STD 37.7 50.3 62.9 OVS 32.8 43.7 54.7 5 1 7 A490 SC Class B SSLT 37.7 50.3 62.9

PAGE 302

291 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 51.4 68.6 85.7 X 51.4 68.6 85.7 STD 51.4 68.6 69.5 OVS 44.7 59.3 59.3 SC Class A SSLT 51.4 59.3 59.3 STD 51.4 68.6 85.7 OVS 44.7 59.6 74.5 A325/ F1852 SC Class B SSLT 51.4 68.6 85.7 N 51.4 68.6 85.7 X 51.4 68.6 85.7 STD 51.4 68.6 85.7 OVS 44.7 59.6 74.2 SC Class A SSLT 51.4 68.6 74.2 STD 51.4 68.6 85.7 OVS 44.7 59.6 74.5 6 1 7 A490 SC Class B SSLT 51.4 68.6 85.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 66.0 87.9 109.9 X 66.0 87.9 109.9 STD 66.0 87.9 89.1 OVS 57.3 76.0 76.0 SC Class A SSLT 66.0 76.0 76.0 STD 66.0 87.9 109.9 OVS 57.3 76.4 95.6 A325/ F1852 SC Class B SSLT 66.0 87.9 109.9 N 66.0 87.9 109.9 X 66.0 87.9 109.9 STD 66.0 87.9 109.9 OVS 57.3 76.4 95.2 SC Class A SSLT 66.0 87.9 95.2 STD 66.0 87.9 109.9 OVS 57.3 76.4 95.6 7 1 7 A490 SC Class B SSLT 66.0 87.9 109.9

PAGE 303

292 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 80.9 107.9 134.9 X 80.9 107.9 134.9 STD 80.9 107.9 109.3 OVS 70.4 93.2 93.2 SC Class A SSLT 80.9 93.2 93.2 STD 80.9 107.9 134.9 OVS 70.4 93.8 117.3 A325/ F1852 SC Class B SSLT 80.9 107.9 134.9 N 80.9 107.9 134.9 X 80.9 107.9 134.9 STD 80.9 107.9 134.9 OVS 70.4 93.8 116.8 SC Class A SSLT 80.9 107.9 116.8 STD 80.9 107.9 134.9 OVS 70.4 93.8 117.3 8 1 7 A490 SC Class B SSLT 80.9 107.9 134.9 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 96.0 128.1 160.1 X 96.0 128.1 160.1 STD 96.0 128.1 129.8 OVS 83.5 110.6 110.6 SC Class A SSLT 96.0 110.6 110.6 STD 96.0 128.1 160.1 OVS 83.5 111.3 139.2 A325/ F1852 SC Class B SSLT 96.0 128.1 160.1 N 96.0 128.1 160.1 X 96.0 128.1 160.1 STD 96.0 128.1 160.1 OVS 83.5 111.3 138.6 SC Class A SSLT 96.0 128.1 138.6 STD 96.0 128.1 160.1 OVS 83.5 111.3 139.2 9 1 7 A490 SC Class B SSLT 96.0 128.1 160.1

PAGE 304

293 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 111.3 148.5 185.6 X 111.3 148.5 185.6 STD 111.3 148.5 150.4 OVS 96.8 128.3 128.3 SC Class A SSLT 111.3 128.3 128.3 STD 111.3 148.5 185.6 OVS 96.8 129.1 161.3 A325/ F1852 SC Class B SSLT 111.3 148.5 185.6 N 111.3 148.5 185.6 X 111.3 148.5 185.6 STD 111.3 148.5 185.6 OVS 96.8 129.1 160.7 SC Class A SSLT 111.3 148.5 160.7 STD 111.3 148.5 185.6 OVS 96.8 129.1 161.3 10 1 7 A490 SC Class B SSLT 111.3 148.5 185.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 127.6 170.1 212.6 X 127.6 170.1 212.6 STD 127.6 170.1 172.4 OVS 110.9 147.0 147.0 SC Class A SSLT 127.6 147.0 147.0 STD 127.6 170.1 212.6 OVS 110.9 147.9 184.9 A325/ F1852 SC Class B SSLT 127.6 170.1 212.6 N 127.6 170.1 212.6 X 127.6 170.1 212.6 STD 127.6 170.1 212.6 OVS 110.9 147.9 184.2 SC Class A SSLT 127.6 170.1 184.2 STD 127.6 170.1 212.6 OVS 110.9 147.9 184.9 11 1 7 A490 SC Class B SSLT 127.6 170.1 212.6

PAGE 305

294 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 141.6 188.8 236.0 X 141.6 188.8 236.0 STD 141.6 188.8 191.3 OVS 123.1 163.1 163.1 SC Class A SSLT 141.6 163.1 163.1 STD 141.6 188.8 236.0 OVS 123.1 164.1 205.2 A325/ F1852 SC Class B SSLT 141.6 188.8 236.0 N 141.6 188.8 236.0 X 141.6 188.8 236.0 STD 141.6 188.8 236.0 OVS 123.1 164.1 204.4 SC Class A SSLT 141.6 188.8 204.4 STD 141.6 188.8 236.0 OVS 123.1 164.1 205.2 12 1 7 A490 SC Class B SSLT 141.6 188.8 236.0

PAGE 306

295 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 6.1 8.1 10.2 X 6.1 8.1 10.2 STD 6.1 8.1 8.2 OVS 5.3 7.0 7.0 SC Class A SSLT 6.1 7.0 7.0 STD 6.1 8.1 10.2 OVS 5.3 7.1 8.8 A325/ F1852 SC Class B SSLT 6.1 8.1 10.2 N 6.1 8.1 10.2 X 6.1 8.1 10.2 STD 6.1 8.1 10.2 OVS 5.3 7.1 8.8 SC Class A SSLT 6.1 8.1 8.8 STD 6.1 8.1 10.2 OVS 5.3 7.1 8.8 2 1 8 A490 SC Class B SSLT 6.1 8.1 10.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 12.3 16.4 20.5 X 12.3 16.4 20.5 STD 12.3 16.4 16.6 OVS 10.7 14.2 14.2 SC Class A SSLT 12.3 14.2 14.2 STD 12.3 16.4 20.5 OVS 10.7 14.3 17.9 A325/ F1852 SC Class B SSLT 12.3 16.4 20.5 N 12.3 16.4 20.5 X 12.3 16.4 20.5 STD 12.3 16.4 20.5 OVS 10.7 14.3 17.8 SC Class A SSLT 12.3 16.4 17.8 STD 12.3 16.4 20.5 OVS 10.7 14.3 17.9 3 1 8 A490 SC Class B SSLT 12.3 16.4 20.5

PAGE 307

296 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 22.3 29.7 37.1 X 22.3 29.7 37.1 STD 22.3 29.7 30.1 OVS 19.3 25.6 25.6 SC Class A SSLT 22.3 25.6 25.6 STD 22.3 29.7 37.1 OVS 19.3 25.8 32.2 A325/ F1852 SC Class B SSLT 22.3 29.7 37.1 N 22.3 29.7 37.1 X 22.3 29.7 37.1 STD 22.3 29.7 37.1 OVS 19.3 25.8 32.1 SC Class A SSLT 22.3 29.7 32.1 STD 22.3 29.7 37.1 OVS 19.3 25.8 32.2 4 1 8 A490 SC Class B SSLT 22.3 29.7 37.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 33.5 44.7 55.8 X 33.5 44.7 55.8 STD 33.5 44.7 45.3 OVS 29.1 38.6 38.6 SC Class A SSLT 33.5 38.6 38.6 STD 33.5 44.7 55.8 OVS 29.1 38.8 48.5 A325/ F1852 SC Class B SSLT 33.5 44.7 55.8 N 33.5 44.7 55.8 X 33.5 44.7 55.8 STD 33.5 44.7 55.8 OVS 29.1 38.8 48.4 SC Class A SSLT 33.5 44.7 48.4 STD 33.5 44.7 55.8 OVS 29.1 38.8 48.5 5 1 8 A490 SC Class B SSLT 33.5 44.7 55.8

PAGE 308

297 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 46.3 61.8 77.2 X 46.3 61.8 77.2 STD 46.3 61.8 62.6 OVS 40.3 53.4 53.4 SC Class A SSLT 46.3 53.4 53.4 STD 46.3 61.8 77.2 OVS 40.3 53.7 67.1 A325/ F1852 SC Class B SSLT 46.3 61.8 77.2 N 46.3 61.8 77.2 X 46.3 61.8 77.2 STD 46.3 61.8 77.2 OVS 40.3 53.7 66.9 SC Class A SSLT 46.3 61.8 66.9 STD 46.3 61.8 77.2 OVS 40.3 53.7 67.1 6 1 8 A490 SC Class B SSLT 46.3 61.8 77.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 60.1 80.2 100.2 X 60.1 80.2 100.2 STD 60.1 80.2 81.2 OVS 52.3 69.3 69.3 SC Class A SSLT 60.1 69.3 69.3 STD 60.1 80.2 100.2 OVS 52.3 69.7 87.1 A325/ F1852 SC Class B SSLT 60.1 80.2 100.2 N 60.1 80.2 100.2 X 60.1 80.2 100.2 STD 60.1 80.2 100.2 OVS 52.3 69.7 86.8 SC Class A SSLT 60.1 80.2 86.8 STD 60.1 80.2 100.2 OVS 52.3 69.7 87.1 7 1 8 A490 SC Class B SSLT 60.1 80.2 100.2

PAGE 309

298 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 74.6 99.5 124.4 X 74.6 99.5 124.4 STD 74.6 99.5 100.9 OVS 64.9 86.0 86.0 SC Class A SSLT 74.6 86.0 86.0 STD 74.6 99.5 124.4 OVS 64.9 86.5 108.2 A325/ F1852 SC Class B SSLT 74.6 99.5 124.4 N 74.6 99.5 124.4 X 74.6 99.5 124.4 STD 74.6 99.5 124.4 OVS 64.9 86.5 107.8 SC Class A SSLT 74.6 99.5 107.8 STD 74.6 99.5 124.4 OVS 64.9 86.5 108.2 8 1 8 A490 SC Class B SSLT 74.6 99.5 124.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 89.5 119.3 149.2 X 89.5 119.3 149.2 STD 89.5 119.3 120.9 OVS 77.8 103.1 103.1 SC Class A SSLT 89.5 103.1 103.1 STD 89.5 119.3 149.2 OVS 77.8 103.7 129.7 A325/ F1852 SC Class B SSLT 89.5 119.3 149.2 N 89.5 119.3 149.2 X 89.5 119.3 149.2 STD 89.5 119.3 149.2 OVS 77.8 103.7 129.2 SC Class A SSLT 89.5 119.3 129.2 STD 89.5 119.3 149.2 OVS 77.8 103.7 129.7 9 1 8 A490 SC Class B SSLT 89.5 119.3 149.2

PAGE 310

299 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 104.7 139.7 174.6 X 104.7 139.7 174.6 STD 104.7 139.7 141.5 OVS 91.1 120.7 120.7 SC Class A SSLT 104.7 120.7 120.7 STD 104.7 139.7 174.6 OVS 91.1 121.4 151.8 A325/ F1852 SC Class B SSLT 104.7 139.7 174.6 N 104.7 139.7 174.6 X 104.7 139.7 174.6 STD 104.7 139.7 174.6 OVS 91.1 121.4 151.2 SC Class A SSLT 104.7 139.7 151.2 STD 104.7 139.7 174.6 OVS 91.1 121.4 151.8 10 1 8 A490 SC Class B SSLT 104.7 139.7 174.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 119.9 159.9 199.9 X 119.9 159.9 199.9 STD 119.9 159.9 162.0 OVS 104.3 138.2 138.2 SC Class A SSLT 119.9 138.2 138.2 STD 119.9 159.9 199.9 OVS 104.3 139.0 173.8 A325/ F1852 SC Class B SSLT 119.9 159.9 199.9 N 119.9 159.9 199.9 X 119.9 159.9 199.9 STD 119.9 159.9 199.9 OVS 104.3 139.0 173.1 SC Class A SSLT 119.9 159.9 173.1 STD 119.9 159.9 199.9 OVS 104.3 139.0 173.8 11 1 8 A490 SC Class B SSLT 119.9 159.9 199.9

PAGE 311

300 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 135.2 180.2 225.3 X 135.2 180.2 225.3 STD 135.2 180.2 182.6 OVS 117.5 155.7 155.7 SC Class A SSLT 135.2 155.7 155.7 STD 135.2 180.2 225.3 OVS 117.5 156.7 195.8 A325/ F1852 SC Class B SSLT 135.2 180.2 225.3 N 135.2 180.2 225.3 X 135.2 180.2 225.3 STD 135.2 180.2 225.3 OVS 117.5 156.7 195.1 SC Class A SSLT 135.2 180.2 195.1 STD 135.2 180.2 225.3 OVS 117.5 156.7 195.8 12 1 8 A490 SC Class B SSLT 135.2 180.2 225.3

PAGE 312

301 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 4.6 6.1 7.6 X 4.6 6.1 7.6 STD 4.6 6.1 6.2 OVS 4.0 5.3 5.3 SC Class A SSLT 4.6 5.3 5.3 STD 4.6 6.1 7.6 OVS 4.0 5.3 6.6 A325/ F1852 SC Class B SSLT 4.6 6.1 7.6 N 4.6 6.1 7.6 X 4.6 6.1 7.6 STD 4.6 6.1 7.6 OVS 4.0 5.3 6.6 SC Class A SSLT 4.6 6.1 6.6 STD 4.6 6.1 7.6 OVS 4.0 5.3 6.6 2 1 9 A490 SC Class B SSLT 4.6 6.1 7.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 10.6 14.2 17.7 X 10.6 14.2 17.7 STD 10.6 14.2 14.3 OVS 9.2 12.2 12.2 SC Class A SSLT 10.6 12.2 12.2 STD 10.6 14.2 17.7 OVS 9.2 12.3 15.4 A325/ F1852 SC Class B SSLT 10.6 14.2 17.7 N 10.6 14.2 17.7 X 10.6 14.2 17.7 STD 10.6 14.2 17.7 OVS 9.2 12.3 15.3 SC Class A SSLT 10.6 14.2 15.3 STD 10.6 14.2 17.7 OVS 9.2 12.3 15.4 3 1 9 A490 SC Class B SSLT 10.6 14.2 17.7

PAGE 313

302 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 19.4 25.9 32.4 X 19.4 25.9 32.4 STD 19.4 25.9 26.3 OVS 16.9 22.4 22.4 SC Class A SSLT 19.4 22.4 22.4 STD 19.4 25.9 32.4 OVS 16.9 22.5 28.2 A325/ F1852 SC Class B SSLT 19.4 25.9 32.4 N 19.4 25.9 32.4 X 19.4 25.9 32.4 STD 19.4 25.9 32.4 OVS 16.9 22.5 28.1 SC Class A SSLT 19.4 25.9 28.1 STD 19.4 25.9 32.4 OVS 16.9 22.5 28.2 4 1 9 A490 SC Class B SSLT 19.4 25.9 32.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 29.5 39.4 49.2 X 29.5 39.4 49.2 STD 29.5 39.4 39.9 OVS 25.7 34.0 34.0 SC Class A SSLT 29.5 34.0 34.0 STD 29.5 39.4 49.2 OVS 25.7 34.2 42.8 A325/ F1852 SC Class B SSLT 29.5 39.4 49.2 N 29.5 39.4 49.2 X 29.5 39.4 49.2 STD 29.5 39.4 49.2 OVS 25.7 34.2 42.6 SC Class A SSLT 29.5 39.4 42.6 STD 29.5 39.4 49.2 OVS 25.7 34.2 42.8 5 1 9 A490 SC Class B SSLT 29.5 39.4 49.2

PAGE 314

303 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 41.2 54.9 68.7 X 41.2 54.9 68.7 STD 41.2 54.9 55.7 OVS 35.8 47.5 47.5 SC Class A SSLT 41.2 47.5 47.5 STD 41.2 54.9 68.7 OVS 35.8 47.8 59.7 A325/ F1852 SC Class B SSLT 41.2 54.9 68.7 N 41.2 54.9 68.7 X 41.2 54.9 68.7 STD 41.2 54.9 68.7 OVS 35.8 47.8 59.5 SC Class A SSLT 41.2 54.9 59.5 STD 41.2 54.9 68.7 OVS 35.8 47.8 59.7 6 1 9 A490 SC Class B SSLT 41.2 54.9 68.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 54.1 72.1 90.1 X 54.1 72.1 90.1 STD 54.1 72.1 73.1 OVS 47.0 62.3 62.3 SC Class A SSLT 54.1 62.3 62.3 STD 54.1 72.1 90.1 OVS 47.0 62.7 78.3 A325/ F1852 SC Class B SSLT 54.1 72.1 90.1 N 54.1 72.1 90.1 X 54.1 72.1 90.1 STD 54.1 72.1 90.1 OVS 47.0 62.7 78.1 SC Class A SSLT 54.1 72.1 78.1 STD 54.1 72.1 90.1 OVS 47.0 62.7 78.3 7 1 9 A490 SC Class B SSLT 54.1 72.1 90.1

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304 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 67.9 90.5 113.1 X 67.9 90.5 113.1 STD 67.9 90.5 91.7 OVS 59.0 78.2 78.2 SC Class A SSLT 67.9 78.2 78.2 STD 67.9 90.5 113.1 OVS 59.0 78.7 98.4 A325/ F1852 SC Class B SSLT 67.9 90.5 113.1 N 67.9 90.5 113.1 X 67.9 90.5 113.1 STD 67.9 90.5 113.1 OVS 59.0 78.7 98.0 SC Class A SSLT 67.9 90.5 98.0 STD 67.9 90.5 113.1 OVS 59.0 78.7 98.4 8 1 9 A490 SC Class B SSLT 67.9 90.5 113.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 82.2 109.6 137.1 X 82.2 109.6 137.1 STD 82.2 109.6 111.1 OVS 71.5 94.7 94.7 SC Class A SSLT 82.2 94.7 94.7 STD 82.2 109.6 137.1 OVS 71.5 95.3 119.1 A325/ F1852 SC Class B SSLT 82.2 109.6 137.1 N 82.2 109.6 137.1 X 82.2 109.6 137.1 STD 82.2 109.6 137.1 OVS 71.5 95.3 118.7 SC Class A SSLT 82.2 109.6 118.7 STD 82.2 109.6 137.1 OVS 71.5 95.3 119.1 9 1 9 A490 SC Class B SSLT 82.2 109.6 137.1

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305 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 97.1 129.5 161.8 X 97.1 129.5 161.8 STD 97.1 129.5 131.2 OVS 84.4 111.9 111.9 SC Class A SSLT 97.1 111.9 111.9 STD 97.1 129.5 161.8 OVS 84.4 112.6 140.7 A325/ F1852 SC Class B SSLT 97.1 129.5 161.8 N 97.1 129.5 161.8 X 97.1 129.5 161.8 STD 97.1 129.5 161.8 OVS 84.4 112.6 140.2 SC Class A SSLT 97.1 129.5 140.2 STD 97.1 129.5 161.8 OVS 84.4 112.6 140.7 10 1 9 A490 SC Class B SSLT 97.1 129.5 161.8 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 112.2 149.6 187.0 X 112.2 149.6 187.0 STD 112.2 149.6 151.6 OVS 97.5 129.2 129.2 SC Class A SSLT 112.2 129.2 129.2 STD 112.2 149.6 187.0 OVS 97.5 130.0 162.5 A325/ F1852 SC Class B SSLT 112.2 149.6 187.0 N 112.2 149.6 187.0 X 112.2 149.6 187.0 STD 112.2 149.6 187.0 OVS 97.5 130.0 161.9 SC Class A SSLT 112.2 149.6 161.9 STD 112.2 149.6 187.0 OVS 97.5 130.0 162.5 11 1 9 A490 SC Class B SSLT 112.2 149.6 187.0

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306 Notes: Angles are assumed to be A36 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 127.4 169.8 212.3 X 127.4 169.8 212.3 STD 127.4 169.8 172.1 OVS 110.7 146.7 146.7 SC Class A SSLT 127.4 146.7 146.7 STD 127.4 169.8 212.3 OVS 110.7 147.6 184.5 A325/ F1852 SC Class B SSLT 127.4 169.8 212.3 N 127.4 169.8 212.3 X 127.4 169.8 212.3 STD 127.4 169.8 212.3 OVS 110.7 147.6 183.9 SC Class A SSLT 127.4 169.8 183.9 STD 127.4 169.8 212.3 OVS 110.7 147.6 184.5 12 1 9 A490 SC Class B SSLT 127.4 169.8 212.3

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307 APPENDIX J 3/4-INCH DIAMETER ALL-BO LTED A992 STEEL SINGLE ANGLE CONNECTIONS The tables given in Appendix J are all-bolte d single angle connections. The angles are A992 angles using either A325/F1852 or A490 3/4-inch diameter bolts.

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308 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 8.6 8.6 8.6 X 10.0 10.8 10.8 STD 5.6 5.6 5.6 OVS 4.8 4.8 4.8 SC Class A SSLT 4.8 4.8 4.8 STD 8.6 8.6 8.6 OVS 7.3 7.3 7.3 A325/ F1852 SC Class B SSLT 7.3 7.3 7.3 N 10.0 10.8 10.8 X 10.0 13.4 13.5 STD 7.1 7.1 7.1 OVS 6.0 6.0 6.0 SC Class A SSLT 6.0 6.0 6.0 STD 10.0 10.8 10.8 OVS 9.2 9.2 9.2 2 3/4 6 A490 SC Class B SSLT 9.2 9.2 9.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 19.3 19.3 19.3 X 22.5 24.1 24.1 STD 12.6 12.6 12.6 OVS 10.8 10.8 10.8 SC Class A SSLT 10.8 10.8 10.8 STD 19.2 19.2 19.2 OVS 16.4 16.4 16.4 A325/ F1852 SC Class B SSLT 16.4 16.4 16.4 N 22.5 24.1 24.1 X 22.5 29.9 30.2 STD 15.9 15.9 15.9 OVS 13.5 13.5 13.5 SC Class A SSLT 13.5 13.5 13.5 STD 22.5 24.1 24.1 OVS 20.5 20.5 20.5 3 3/4 6 A490 SC Class B SSLT 20.5 20.5 20.5

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309 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 33.4 33.4 33.4 X 38.9 41.7 41.7 STD 21.8 21.8 21.8 OVS 18.6 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 33.2 33.2 33.2 OVS 28.3 28.3 28.3 A325/ F1852 SC Class B SSLT 28.3 28.3 28.3 N 38.9 41.7 41.7 X 38.9 51.8 52.2 STD 27.5 27.5 27.5 OVS 23.3 23.3 23.3 SC Class A SSLT 23.3 23.3 23.3 STD 38.9 41.8 41.8 OVS 35.4 35.4 35.4 4 3/4 6 A490 SC Class B SSLT 35.4 35.4 35.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 48.8 48.8 48.8 X 56.9 61.1 61.1 STD 31.9 31.9 31.9 OVS 27.3 27.3 27.3 SC Class A SSLT 27.3 27.3 27.3 STD 48.5 48.5 48.5 OVS 41.4 41.4 41.4 A325/ F1852 SC Class B SSLT 41.4 41.4 41.4 N 56.9 61.1 61.1 X 56.9 75.8 76.4 STD 40.2 40.2 40.2 OVS 34.1 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 56.9 61.1 61.1 OVS 51.8 51.8 51.8 5 3/4 6 A490 SC Class B SSLT 51.8 51.8 51.8

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310 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 65.2 65.2 65.2 X 76.0 81.6 81.6 STD 42.7 42.7 42.7 OVS 36.4 36.4 36.4 SC Class A SSLT 36.4 36.4 36.4 STD 64.9 64.9 64.9 OVS 55.4 55.4 55.4 A325/ F1852 SC Class B SSLT 55.4 55.4 55.4 N 76.0 81.6 81.6 X 76.0 101.3 102.2 STD 53.7 53.7 53.7 OVS 45.5 45.5 45.5 SC Class A SSLT 45.5 45.5 45.5 STD 76.0 81.7 81.7 OVS 69.2 69.2 69.2 6 3/4 6 A490 SC Class B SSLT 69.2 69.2 69.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 82.4 82.4 82.4 X 96.1 103.2 103.2 STD 53.9 53.9 53.9 OVS 46.0 46.0 46.0 SC Class A SSLT 46.0 46.0 46.0 STD 82.0 82.0 82.0 OVS 70.0 70.0 70.0 A325/ F1852 SC Class B SSLT 70.0 70.0 70.0 N 96.1 103.2 103.2 X 96.1 128.1 129.1 STD 67.9 67.9 67.9 OVS 57.6 57.6 57.6 SC Class A SSLT 57.6 57.6 57.6 STD 96.1 103.2 103.2 OVS 87.5 87.5 87.5 7 3/4 6 A490 SC Class B SSLT 87.5 87.5 87.5

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311 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 99.5 99.5 99.5 X 115.9 124.5 124.5 STD 65.1 65.1 65.1 OVS 55.6 55.6 55.6 SC Class A SSLT 55.6 55.6 55.6 STD 98.9 98.9 98.9 OVS 84.5 84.5 84.5 A325/ F1852 SC Class B SSLT 84.5 84.5 84.5 N 115.9 124.5 124.5 X 115.9 154.6 155.8 STD 82.0 82.0 82.0 OVS 69.5 69.5 69.5 SC Class A SSLT 69.5 69.5 69.5 STD 115.9 124.6 124.6 OVS 105.6 105.6 105.6 8 3/4 6 A490 SC Class B SSLT 105.6 105.6 105.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 116.8 116.8 116.8 X 136.1 146.2 146.2 STD 76.4 76.4 76.4 OVS 65.2 65.2 65.2 SC Class A SSLT 65.2 65.2 65.2 STD 116.1 116.1 116.1 OVS 99.1 99.1 99.1 A325/ F1852 SC Class B SSLT 99.1 99.1 99.1 N 136.1 146.2 146.2 X 136.1 181.4 182.9 STD 96.2 96.2 96.2 OVS 81.5 81.5 81.5 SC Class A SSLT 81.5 81.5 81.5 STD 136.1 146.3 146.3 OVS 123.9 123.9 123.9 9 3/4 6 A490 SC Class B SSLT 123.9 123.9 123.9

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312 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 133.9 133.9 133.9 X 156.0 167.6 167.6 STD 87.6 87.6 87.6 OVS 74.8 74.8 74.8 SC Class A SSLT 74.8 74.8 74.8 STD 133.1 133.1 133.1 OVS 113.6 113.6 113.6 A325/ F1852 SC Class B SSLT 113.6 113.6 113.6 N 156.0 167.6 167.6 X 156.0 208.0 209.7 STD 110.3 110.3 110.3 OVS 93.5 93.5 93.5 SC Class A SSLT 93.5 93.5 93.5 STD 156.0 167.7 167.7 OVS 142.1 142.1 142.1 10 3/4 6 A490 SC Class B SSLT 142.1 142.1 142.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 151.0 151.0 151.0 X 175.9 189.0 189.0 STD 98.7 98.7 98.7 OVS 84.3 84.3 84.3 SC Class A SSLT 84.3 84.3 84.3 STD 150.1 150.1 150.1 OVS 128.2 128.2 128.2 A325/ F1852 SC Class B SSLT 128.2 128.2 128.2 N 175.9 189.0 189.0 X 175.9 234.5 236.4 STD 124.4 124.4 124.4 OVS 105.4 105.4 105.4 SC Class A SSLT 105.4 105.4 105.4 STD 175.9 189.1 189.1 OVS 160.2 160.2 160.2 11 3/4 6 A490 SC Class B SSLT 160.2 160.2 160.2

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313 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Condition Hole Type Angle Thickness 3/8 1/2 5/8 N 167.3 167.3 167.3 X 195.0 209.4 209.4 STD 109.5 109.5 109.5 OVS 93.5 93.5 93.5 SC Class A SSLT 93.5 93.5 93.5 STD 166.4 166.4 166.4 OVS 142.1 142.1 142.1 A325/ F1852 SC Class B SSLT 142.1 142.1 142.1 N 195.0 209.4 209.4 X 195.0 260.0 262.1 STD 137.9 137.9 137.9 OVS 116.8 116.8 116.8 SC Class A SSLT 116.8 116.8 116.8 STD 195.0 209.6 209.6 OVS 177.6 177.6 177.6 12 3/4 6 A490 SC Class B SSLT 177.6 177.6 177.6

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314 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 8.0 8.0 8.0 X 9.3 10.0 10.0 STD 5.2 5.2 5.2 OVS 4.4 4.4 4.4 SC Class A SSLT 4.4 4.4 4.4 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 A325/ F1852 SC Class B SSLT 6.7 6.7 6.7 N 9.3 10.0 10.0 X 9.3 12.4 12.5 STD 6.6 6.6 6.6 OVS 5.6 5.6 5.6 SC Class A SSLT 5.6 5.6 5.6 STD 9.3 10.0 10.0 OVS 8.4 8.4 8.4 2 3/4 7 A490 SC Class B SSLT 8.4 8.4 8.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 16.1 16.1 16.1 X 18.8 20.2 20.2 STD 10.6 10.6 10.6 OVS 9.0 9.0 9.0 SC Class A SSLT 9.0 9.0 9.0 STD 16.0 16.0 16.0 OVS 13.7 13.7 13.7 A325/ F1852 SC Class B SSLT 13.7 13.7 13.7 N 18.8 20.2 20.2 X 18.8 25.1 25.3 STD 13.3 13.3 13.3 OVS 11.3 11.3 11.3 SC Class A SSLT 11.3 11.3 11.3 STD 18.8 20.2 20.2 OVS 17.1 17.1 17.1 3 3/4 7 A490 SC Class B SSLT 17.1 17.1 17.1

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315 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 29.0 29.0 29.0 X 33.8 36.3 36.3 STD 19.0 19.0 19.0 OVS 16.2 16.2 16.2 SC Class A SSLT 16.2 16.2 16.2 STD 28.8 28.8 28.8 OVS 24.6 24.6 24.6 A325/ F1852 SC Class B SSLT 24.6 24.6 24.6 N 33.8 36.3 36.3 X 33.8 45.0 45.4 STD 23.9 23.9 23.9 OVS 20.2 20.2 20.2 SC Class A SSLT 20.2 20.2 20.2 STD 33.8 36.3 36.3 OVS 30.7 30.7 30.7 4 3/4 7 A490 SC Class B SSLT 30.7 30.7 30.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 42.7 42.7 42.7 X 49.7 53.4 53.4 STD 27.9 27.9 27.9 OVS 23.8 23.8 23.8 SC Class A SSLT 23.8 23.8 23.8 STD 42.4 42.4 42.4 OVS 36.2 36.2 36.2 A325/ F1852 SC Class B SSLT 36.2 36.2 36.2 N 49.7 53.4 53.4 X 49.7 66.3 66.8 STD 35.1 35.1 35.1 OVS 29.8 29.8 29.8 SC Class A SSLT 29.8 29.8 29.8 STD 49.7 53.4 53.4 OVS 45.3 45.3 45.3 5 3/4 7 A490 SC Class B SSLT 45.3 45.3 45.3

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316 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 58.2 58.2 58.2 X 67.8 72.8 72.8 STD 38.0 38.0 38.0 OVS 32.5 32.5 32.5 SC Class A SSLT 32.5 32.5 32.5 STD 57.8 57.8 57.8 OVS 49.4 49.4 49.4 A325/ F1852 SC Class B SSLT 49.4 49.4 49.4 N 67.8 72.8 72.8 X 67.8 90.3 91.1 STD 47.9 47.9 47.9 OVS 40.6 40.6 40.6 SC Class A SSLT 40.6 40.6 40.6 STD 67.8 72.8 72.8 OVS 61.7 61.7 61.7 6 3/4 7 A490 SC Class B SSLT 61.7 61.7 61.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 74.6 74.6 74.6 X 86.9 93.3 93.3 STD 48.8 48.8 48.8 OVS 41.6 41.6 41.6 SC Class A SSLT 41.6 41.6 41.6 STD 74.1 74.1 74.1 OVS 63.3 63.3 63.3 A325/ F1852 SC Class B SSLT 63.3 63.3 63.3 N 86.9 93.3 93.3 X 86.9 115.8 116.8 STD 61.4 61.4 61.4 OVS 52.1 52.1 52.1 SC Class A SSLT 52.1 52.1 52.1 STD 86.9 93.4 93.4 OVS 79.1 79.1 79.1 7 3/4 7 A490 SC Class B SSLT 79.1 79.1 79.1

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317 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 91.5 91.5 91.5 X 106.6 114.5 114.5 STD 59.9 59.9 59.9 OVS 51.1 51.1 51.1 SC Class A SSLT 51.1 51.1 51.1 STD 91.0 91.0 91.0 OVS 77.7 77.7 77.7 A325/ F1852 SC Class B SSLT 77.7 77.7 77.7 N 106.6 114.5 114.5 X 106.6 142.1 143.3 STD 75.4 75.4 75.4 OVS 63.9 63.9 63.9 SC Class A SSLT 63.9 63.9 63.9 STD 106.6 114.6 114.6 OVS 97.1 97.1 97.1 8 3/4 7 A490 SC Class B SSLT 97.1 97.1 97.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 108.6 108.6 108.6 X 126.5 135.9 135.9 STD 71.0 71.0 71.0 OVS 60.7 60.7 60.7 SC Class A SSLT 60.7 60.7 60.7 STD 108.0 108.0 108.0 OVS 92.2 92.2 92.2 A325/ F1852 SC Class B SSLT 92.2 92.2 92.2 N 126.5 135.9 135.9 X 126.5 168.7 170.1 STD 89.5 89.5 89.5 OVS 75.8 75.8 75.8 SC Class A SSLT 75.8 75.8 75.8 STD 126.5 136.0 136.0 OVS 115.2 115.2 115.2 9 3/4 7 A490 SC Class B SSLT 115.2 115.2 115.2

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318 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 125.9 125.9 125.9 X 146.7 157.6 157.6 STD 82.3 82.3 82.3 OVS 70.3 70.3 70.3 SC Class A SSLT 70.3 70.3 70.3 STD 125.2 125.2 125.2 OVS 106.9 106.9 106.9 A325/ F1852 SC Class B SSLT 106.9 106.9 106.9 N 146.7 157.6 157.6 X 146.7 195.6 197.1 STD 103.7 103.7 103.7 OVS 87.9 87.9 87.9 SC Class A SSLT 87.9 87.9 87.9 STD 146.7 157.7 157.7 OVS 133.6 133.6 133.6 10 3/4 7 A490 SC Class B SSLT 133.6 133.6 133.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 144.3 144.3 144.3 X 168.1 180.5 180.5 STD 94.4 94.4 94.4 OVS 80.6 80.6 80.6 SC Class A SSLT 80.6 80.6 80.6 STD 143.4 143.4 143.4 OVS 122.5 122.5 122.5 A325/ F1852 SC Class B SSLT 122.5 122.5 122.5 N 168.1 180.5 180.5 X 168.1 224.1 225.9 STD 118.8 118.8 118.8 OVS 100.7 100.7 100.7 SC Class A SSLT 100.7 100.7 100.7 STD 168.1 180.7 180.7 OVS 153.1 153.1 153.1 11 3/4 7 A490 SC Class B SSLT 153.1 153.1 153.1

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319 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 160.1 160.1 160.1 X 186.5 200.4 200.4 STD 104.7 104.7 104.7 OVS 89.4 89.4 89.4 SC Class A SSLT 89.4 89.4 89.4 STD 159.2 159.2 159.2 OVS 135.9 135.9 135.9 A325/ F1852 SC Class B SSLT 135.9 135.9 135.9 N 186.5 200.4 200.4 X 186.5 248.7 250.7 STD 131.9 131.9 131.9 OVS 111.8 111.8 111.8 SC Class A SSLT 111.8 111.8 111.8 STD 186.5 200.5 200.5 OVS 169.9 169.9 169.9 12 3/4 7 A490 SC Class B SSLT 169.9 169.9 169.9

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320 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 6.9 6.9 6.9 X 8.0 8.6 8.6 STD 4.5 4.5 4.5 OVS 3.8 3.8 3.8 SC Class A SSLT 3.8 3.8 3.8 STD 6.8 6.8 6.8 OVS 5.8 5.8 5.8 A325/ F1852 SC Class B SSLT 5.8 5.8 5.8 N 8.0 8.6 8.6 X 8.0 10.7 10.8 STD 5.7 5.7 5.7 OVS 4.8 4.8 4.8 SC Class A SSLT 4.8 4.8 4.8 STD 8.0 8.6 8.6 OVS 7.3 7.3 7.3 2 3/4 8 A490 SC Class B SSLT 7.3 7.3 7.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 13.9 13.9 13.9 X 16.2 17.4 17.4 STD 9.1 9.1 9.1 OVS 7.8 7.8 7.8 SC Class A SSLT 7.8 7.8 7.8 STD 13.9 13.9 13.9 OVS 11.8 11.8 11.8 A325/ F1852 SC Class B SSLT 11.8 11.8 11.8 N 16.2 17.4 17.4 X 16.2 21.6 21.8 STD 11.5 11.5 11.5 OVS 9.7 9.7 9.7 SC Class A SSLT 9.7 9.7 9.7 STD 16.2 17.4 17.4 OVS 14.8 14.8 14.8 3 3/4 8 A490 SC Class B SSLT 14.8 14.8 14.8

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321 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 25.2 25.2 25.2 X 29.3 31.5 31.5 STD 16.5 16.5 16.5 OVS 14.1 14.1 14.1 SC Class A SSLT 14.1 14.1 14.1 STD 25.0 25.0 25.0 OVS 21.4 21.4 21.4 A325/ F1852 SC Class B SSLT 21.4 21.4 21.4 N 29.3 31.5 31.5 X 29.3 39.1 39.4 STD 20.7 20.7 20.7 OVS 17.6 17.6 17.6 SC Class A SSLT 17.6 17.6 17.6 STD 29.3 31.5 31.5 OVS 26.7 26.7 26.7 4 3/4 8 A490 SC Class B SSLT 26.7 26.7 26.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 37.9 37.9 37.9 X 44.1 47.4 47.4 STD 24.8 24.8 24.8 OVS 21.2 21.2 21.2 SC Class A SSLT 21.2 21.2 21.2 STD 37.7 37.7 37.7 OVS 32.2 32.2 32.2 A325/ F1852 SC Class B SSLT 32.2 32.2 32.2 N 44.1 47.4 47.4 X 44.1 58.8 59.3 STD 31.2 31.2 31.2 OVS 26.4 26.4 26.4 SC Class A SSLT 26.4 26.4 26.4 STD 44.1 47.4 47.4 OVS 40.2 40.2 40.2 5 3/4 8 A490 SC Class B SSLT 40.2 40.2 40.2

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322 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 52.4 52.4 52.4 X 61.0 65.6 65.6 STD 34.3 34.3 34.3 OVS 29.3 29.3 29.3 SC Class A SSLT 29.3 29.3 29.3 STD 52.1 52.1 52.1 OVS 44.5 44.5 44.5 A325/ F1852 SC Class B SSLT 44.5 44.5 44.5 N 61.0 65.6 65.6 X 61.0 81.4 82.1 STD 43.2 43.2 43.2 OVS 36.6 36.6 36.6 SC Class A SSLT 36.6 36.6 36.6 STD 61.0 65.6 65.6 OVS 55.6 55.6 55.6 6 3/4 8 A490 SC Class B SSLT 55.6 55.6 55.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 68.0 68.0 68.0 X 79.2 85.1 85.1 STD 44.5 44.5 44.5 OVS 38.0 38.0 38.0 SC Class A SSLT 38.0 38.0 38.0 STD 67.6 67.6 67.6 OVS 57.7 57.7 57.7 A325/ F1852 SC Class B SSLT 57.7 57.7 57.7 N 79.2 85.1 85.1 X 79.2 105.6 106.5 STD 56.0 56.0 56.0 OVS 47.5 47.5 47.5 SC Class A SSLT 47.5 47.5 47.5 STD 79.2 85.1 85.1 OVS 72.1 72.1 72.1 7 3/4 8 A490 SC Class B SSLT 72.1 72.1 72.1

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323 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 84.4 84.4 84.4 X 98.3 105.6 105.6 STD 55.2 55.2 55.2 OVS 47.1 47.1 47.1 SC Class A SSLT 47.1 47.1 47.1 STD 83.9 83.9 83.9 OVS 71.7 71.7 71.7 A325/ F1852 SC Class B SSLT 71.7 71.7 71.7 N 98.3 105.6 105.6 X 98.3 131.1 132.2 STD 69.5 69.5 69.5 OVS 58.9 58.9 58.9 SC Class A SSLT 58.9 58.9 58.9 STD 98.3 105.7 105.7 OVS 89.6 89.6 89.6 8 3/4 8 A490 SC Class B SSLT 89.6 89.6 89.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 101.2 101.2 101.2 X 117.9 126.7 126.7 STD 66.2 66.2 66.2 OVS 56.5 56.5 56.5 SC Class A SSLT 56.5 56.5 56.5 STD 100.6 100.6 100.6 OVS 85.9 85.9 85.9 A325/ F1852 SC Class B SSLT 85.9 85.9 85.9 N 117.9 126.7 126.7 X 117.9 157.2 158.5 STD 83.4 83.4 83.4 OVS 70.7 70.7 70.7 SC Class A SSLT 70.7 70.7 70.7 STD 117.9 126.7 126.7 OVS 107.4 107.4 107.4 9 3/4 8 A490 SC Class B SSLT 107.4 107.4 107.4

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324 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 118.4 118.4 118.4 X 138.0 148.2 148.2 STD 77.5 77.5 77.5 OVS 66.1 66.1 66.1 SC Class A SSLT 66.1 66.1 66.1 STD 117.7 117.7 117.7 OVS 100.5 100.5 100.5 A325/ F1852 SC Class B SSLT 100.5 100.5 100.5 N 138.0 148.2 148.2 X 138.0 184.0 185.5 STD 97.6 97.6 97.6 OVS 82.7 82.7 82.7 SC Class A SSLT 82.7 82.7 82.7 STD 138.0 148.3 148.3 OVS 125.7 125.7 125.7 10 3/4 8 A490 SC Class B SSLT 125.7 125.7 125.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 135.6 135.6 135.6 X 158.0 169.7 169.7 STD 88.7 88.7 88.7 OVS 75.7 75.7 75.7 SC Class A SSLT 75.7 75.7 75.7 STD 134.8 134.8 134.8 OVS 115.1 115.1 115.1 A325/ F1852 SC Class B SSLT 115.1 115.1 115.1 N 158.0 169.7 169.7 X 158.0 210.6 212.4 STD 111.7 111.7 111.7 OVS 94.7 94.7 94.7 SC Class A SSLT 94.7 94.7 94.7 STD 158.0 169.8 169.8 OVS 143.9 143.9 143.9 11 3/4 8 A490 SC Class B SSLT 143.9 143.9 143.9

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325 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 152.8 152.8 152.8 X 178.1 191.3 191.3 STD 100.0 100.0 100.0 OVS 85.4 85.4 85.4 SC Class A SSLT 85.4 85.4 85.4 STD 151.9 151.9 151.9 OVS 129.7 129.7 129.7 A325/ F1852 SC Class B SSLT 129.7 129.7 129.7 N 178.1 191.3 191.3 X 178.1 237.4 239.3 STD 125.9 125.9 125.9 OVS 106.7 106.7 106.7 SC Class A SSLT 106.7 106.7 106.7 STD 178.1 191.4 191.4 OVS 162.2 162.2 162.2 12 3/4 8 A490 SC Class B SSLT 162.2 162.2 162.2

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326 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 5.2 5.2 5.2 X 6.0 6.5 6.5 STD 3.4 3.4 3.4 OVS 2.9 2.9 2.9 SC Class A SSLT 2.9 2.9 2.9 STD 5.1 5.1 5.1 OVS 4.4 4.4 4.4 A325/ F1852 SC Class B SSLT 4.4 4.4 4.4 N 6.0 6.5 6.5 X 6.0 8.0 8.1 STD 4.3 4.3 4.3 OVS 3.6 3.6 3.6 SC Class A SSLT 3.6 3.6 3.6 STD 6.0 6.5 6.5 OVS 5.5 5.5 5.5 2 3/4 9 A490 SC Class B SSLT 5.5 5.5 5.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 12.0 12.0 12.0 X 14.0 15.0 15.0 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 SC Class A SSLT 6.7 6.7 6.7 STD 11.9 11.9 11.9 OVS 10.2 10.2 10.2 A325/ F1852 SC Class B SSLT 10.2 10.2 10.2 N 14.0 15.0 15.0 X 14.0 18.6 18.8 STD 9.9 9.9 9.9 OVS 8.4 8.4 8.4 SC Class A SSLT 8.4 8.4 8.4 STD 14.0 15.0 15.0 OVS 12.7 12.7 12.7 3 3/4 9 A490 SC Class B SSLT 12.7 12.7 12.7

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327 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 22.0 22.0 22.0 X 25.6 27.5 27.5 STD 14.4 14.4 14.4 OVS 12.3 12.3 12.3 SC Class A SSLT 12.3 12.3 12.3 STD 21.9 21.9 21.9 OVS 18.7 18.7 18.7 A325/ F1852 SC Class B SSLT 18.7 18.7 18.7 N 25.6 27.5 27.5 X 25.6 34.1 34.4 STD 18.1 18.1 18.1 OVS 15.3 15.3 15.3 SC Class A SSLT 15.3 15.3 15.3 STD 25.6 27.5 27.5 OVS 23.3 23.3 23.3 4 3/4 9 A490 SC Class B SSLT 23.3 23.3 23.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 33.4 33.4 33.4 X 38.9 41.8 41.8 STD 21.8 21.8 21.8 OVS 18.6 18.6 18.6 SC Class A SSLT 18.6 18.6 18.6 STD 33.2 33.2 33.2 OVS 28.3 28.3 28.3 A325/ F1852 SC Class B SSLT 28.3 28.3 28.3 N 38.9 41.8 41.8 X 38.9 51.9 52.3 STD 27.5 27.5 27.5 OVS 23.3 23.3 23.3 SC Class A SSLT 23.3 23.3 23.3 STD 38.9 41.8 41.8 OVS 35.4 35.4 35.4 5 3/4 9 A490 SC Class B SSLT 35.4 35.4 35.4

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328 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 46.6 46.6 46.6 X 54.3 58.3 58.3 STD 30.5 30.5 30.5 OVS 26.0 26.0 26.0 SC Class A SSLT 26.0 26.0 26.0 STD 46.3 46.3 46.3 OVS 39.5 39.5 39.5 A325/ F1852 SC Class B SSLT 39.5 39.5 39.5 N 54.3 58.3 58.3 X 54.3 72.4 73.0 STD 38.4 38.4 38.4 OVS 32.5 32.5 32.5 SC Class A SSLT 32.5 32.5 32.5 STD 54.3 58.3 58.3 OVS 49.4 49.4 49.4 6 3/4 9 A490 SC Class B SSLT 49.4 49.4 49.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 61.1 61.1 61.1 X 71.2 76.5 76.5 STD 40.0 40.0 40.0 OVS 34.1 34.1 34.1 SC Class A SSLT 34.1 34.1 34.1 STD 60.8 60.8 60.8 OVS 51.9 51.9 51.9 A325/ F1852 SC Class B SSLT 51.9 51.9 51.9 N 71.2 76.5 76.5 X 71.2 95.0 95.7 STD 50.4 50.4 50.4 OVS 42.7 42.7 42.7 SC Class A SSLT 42.7 42.7 42.7 STD 71.2 76.6 76.6 OVS 64.9 64.9 64.9 7 3/4 9 A490 SC Class B SSLT 64.9 64.9 64.9

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329 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 76.8 76.8 76.8 X 89.4 96.1 96.1 STD 50.2 50.2 50.2 OVS 42.9 42.9 42.9 SC Class A SSLT 42.9 42.9 42.9 STD 76.3 76.3 76.3 OVS 65.2 65.2 65.2 A325/ F1852 SC Class B SSLT 65.2 65.2 65.2 N 89.4 96.1 96.1 X 89.4 119.2 120.2 STD 63.2 63.2 63.2 OVS 53.6 53.6 53.6 SC Class A SSLT 53.6 53.6 53.6 STD 89.4 96.1 96.1 OVS 81.4 81.4 81.4 8 3/4 9 A490 SC Class B SSLT 81.4 81.4 81.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 93.0 93.0 93.0 X 108.3 116.4 116.4 STD 60.8 60.8 60.8 OVS 51.9 51.9 51.9 SC Class A SSLT 51.9 51.9 51.9 STD 92.4 92.4 92.4 OVS 78.9 78.9 78.9 A325/ F1852 SC Class B SSLT 78.9 78.9 78.9 N 108.3 116.4 116.4 X 108.3 144.4 145.6 STD 76.6 76.6 76.6 OVS 64.9 64.9 64.9 SC Class A SSLT 64.9 64.9 64.9 STD 108.3 116.4 116.4 OVS 98.7 98.7 98.7 9 3/4 9 A490 SC Class B SSLT 98.7 98.7 98.7

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330 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 109.8 109.8 109.8 X 127.9 137.4 137.4 STD 71.8 71.8 71.8 OVS 61.3 61.3 61.3 SC Class A SSLT 61.3 61.3 61.3 STD 109.2 109.2 109.2 OVS 93.2 93.2 93.2 A325/ F1852 SC Class B SSLT 93.2 93.2 93.2 N 127.9 137.4 137.4 X 127.9 170.6 171.9 STD 90.5 90.5 90.5 OVS 76.6 76.6 76.6 SC Class A SSLT 76.6 76.6 76.6 STD 127.9 137.5 137.5 OVS 116.5 116.5 116.5 10 3/4 9 A490 SC Class B SSLT 116.5 116.5 116.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 126.8 126.8 126.8 X 147.8 158.8 158.8 STD 83.0 83.0 83.0 OVS 70.8 70.8 70.8 SC Class A SSLT 70.8 70.8 70.8 STD 126.1 126.1 126.1 OVS 107.7 107.7 107.7 A325/ F1852 SC Class B SSLT 107.7 107.7 107.7 N 147.8 158.8 158.8 X 147.8 197.0 198.6 STD 104.5 104.5 104.5 OVS 88.6 88.6 88.6 SC Class A SSLT 88.6 88.6 88.6 STD 147.8 158.8 158.8 OVS 134.6 134.6 134.6 11 3/4 9 A490 SC Class B SSLT 134.6 134.6 134.6

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331 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 144.0 144.0 144.0 X 167.8 180.2 180.2 STD 94.2 94.2 94.2 OVS 80.4 80.4 80.4 SC Class A SSLT 80.4 80.4 80.4 STD 143.2 143.2 143.2 OVS 122.3 122.3 122.3 A325/ F1852 SC Class B SSLT 122.3 122.3 122.3 N 167.8 180.2 180.2 X 167.8 223.7 225.5 STD 118.7 118.7 118.7 OVS 100.5 100.5 100.5 SC Class A SSLT 100.5 100.5 100.5 STD 167.8 180.4 180.4 OVS 152.8 152.8 152.8 12 3/4 9 A490 SC Class B SSLT 152.8 152.8 152.8

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332 APPENDIX K 7/8-INCH DIAMETER ALL-BO LTED A992 STEEL SINGLE ANGLE CONNECTIONS The tables given in Appendi x K are all-bolted single angl e connections. The angles are A992 angles using either A325/F1852 or A490 7/8-inch diameter bolts.

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Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 9.3 11.7 11.7 X 9.3 12.4 14.7 STD 7.9 7.9 7.9 OVS 6.7 6.7 6.7 SC Class A SSLT 6.7 6.7 6.7 STD 9.3 12.0 12.0 OVS 8.5 10.2 10.2 A325/ F1852 SC Class B SSLT 9.3 10.2 10.2 N 9.3 12.4 14.7 X 9.3 12.4 15.5 STD 9.3 9.9 9.9 OVS 8.4 8.4 8.4 SC Class A SSLT 8.4 8.4 8.4 STD 9.3 12.4 15.1 OVS 8.5 11.4 12.8 2 7/8 6 A490 SC Class B SSLT 9.3 12.4 12.8 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 20.8 26.2 26.2 X 20.8 27.7 32.9 STD 17.6 17.6 17.6 OVS 15.0 15.0 15.0 SC Class A SSLT 15.0 15.0 15.0 STD 20.8 26.7 26.7 OVS 19.1 22.9 22.9 A325/ F1852 SC Class B SSLT 20.8 22.9 22.9 N 20.8 27.7 32.9 X 20.8 27.7 34.6 STD 20.8 22.2 22.2 OVS 18.8 18.8 18.8 SC Class A SSLT 18.8 18.8 18.8 STD 20.8 27.7 33.7 OVS 19.1 25.5 28.6 3 7/8 6 A490 SC Class B SSLT 20.8 27.7 28.6

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334 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 35.9 45.3 45.3 X 35.9 48.0 56.8 STD 30.4 30.4 30.4 OVS 26.0 26.0 26.0 SC Class A SSLT 26.0 26.0 26.0 STD 35.9 46.2 46.2 OVS 33.0 39.5 39.5 A325/ F1852 SC Class B SSLT 35.9 39.5 39.5 N 35.9 47.9 56.8 X 35.9 47.9 59.9 STD 35.9 38.4 38.4 OVS 32.5 32.5 32.5 SC Class A SSLT 32.5 32.5 32.5 STD 35.9 47.9 58.3 OVS 33.0 44.0 49.4 4 7/8 6 A490 SC Class B SSLT 35.9 47.9 49.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 52.6 66.3 66.3 X 52.6 70.2 83.2 STD 44.5 44.5 44.5 OVS 38.1 38.1 38.1 SC Class A SSLT 38.1 38.1 38.1 STD 52.6 67.7 67.7 OVS 48.4 57.9 57.9 A325/ F1852 SC Class B SSLT 52.6 57.9 57.9 N 52.6 70.1 83.2 X 52.6 70.1 87.7 STD 52.6 56.2 56.2 OVS 47.6 47.6 47.6 SC Class A SSLT 47.6 47.6 47.6 STD 52.6 70.1 85.4 OVS 48.4 64.5 72.3 5 7/8 6 A490 SC Class B SSLT 52.6 70.1 72.3

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335 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 70.3 88.6 88.6 X 70.3 93.8 111.2 STD 59.5 59.5 59.5 OVS 50.9 50.9 50.9 SC Class A SSLT 50.9 50.9 50.9 STD 70.3 90.4 90.4 OVS 64.6 77.3 77.3 A325/ F1852 SC Class B SSLT 70.3 77.3 77.3 N 70.3 93.7 111.2 X 70.3 93.7 117.2 STD 70.3 75.1 75.1 OVS 63.6 63.6 63.6 SC Class A SSLT 63.6 63.6 63.6 STD 70.3 93.7 114.1 OVS 64.6 86.2 96.7 6 7/8 6 A490 SC Class B SSLT 70.3 93.7 96.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 88.9 112.0 112.0 X 88.9 118.6 140.5 STD 75.2 75.2 75.2 OVS 64.3 64.3 64.3 SC Class A SSLT 64.3 64.3 64.3 STD 88.9 114.3 114.3 OVS 81.7 97.7 97.7 A325/ F1852 SC Class B SSLT 88.9 97.7 97.7 N 88.9 118.5 140.5 X 88.9 118.5 148.1 STD 88.9 94.9 94.9 OVS 80.4 80.4 80.4 SC Class A SSLT 80.4 80.4 80.4 STD 88.9 118.5 144.2 OVS 81.7 108.9 122.2 7 7/8 6 A490 SC Class B SSLT 88.9 118.5 122.2

PAGE 347

336 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 107.2 135.2 135.2 X 107.2 143.1 169.6 STD 90.7 90.7 90.7 OVS 77.6 77.6 77.6 SC Class A SSLT 77.6 77.6 77.6 STD 107.2 137.9 137.9 OVS 98.6 117.9 117.9 A325/ F1852 SC Class B SSLT 107.2 117.9 117.9 N 107.2 143.0 169.6 X 107.2 143.0 178.7 STD 107.2 114.5 114.5 OVS 97.0 97.0 97.0 SC Class A SSLT 97.0 97.0 97.0 STD 107.2 143.0 174.1 OVS 98.6 131.4 147.4 8 7/8 6 A490 SC Class B SSLT 107.2 143.0 147.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 125.9 158.7 158.7 X 125.9 168.0 199.0 STD 106.5 106.5 106.5 OVS 91.1 91.1 91.1 SC Class A SSLT 91.1 91.1 91.1 STD 125.9 161.9 161.9 OVS 115.7 138.4 138.4 A325/ F1852 SC Class B SSLT 125.9 138.4 138.4 N 125.9 167.8 199.0 X 125.9 167.8 209.8 STD 125.9 134.4 134.4 OVS 113.8 113.8 113.8 SC Class A SSLT 113.8 113.8 113.8 STD 125.9 167.8 204.3 OVS 115.7 154.2 173.0 9 7/8 6 A490 SC Class B SSLT 125.9 167.8 173.0

PAGE 348

337 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 144.3 181.9 181.9 X 144.3 192.6 228.2 STD 122.1 122.1 122.1 OVS 104.4 104.4 104.4 SC Class A SSLT 104.4 104.4 104.4 STD 144.3 185.6 185.6 OVS 132.6 158.7 158.7 A325/ F1852 SC Class B SSLT 144.3 158.7 158.7 N 144.3 192.4 228.2 X 144.3 192.4 240.5 STD 144.3 154.1 154.1 OVS 130.5 130.5 130.5 SC Class A SSLT 130.5 130.5 130.5 STD 144.3 192.4 234.2 OVS 132.6 176.8 198.4 10 7/8 6 A490 SC Class B SSLT 144.3 192.4 198.4 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 162.7 205.1 205.1 X 162.7 217.2 257.3 STD 137.7 137.7 137.7 OVS 117.7 117.7 117.7 SC Class A SSLT 117.7 117.7 117.7 STD 162.7 209.3 209.3 OVS 149.5 179.0 179.0 A325/ F1852 SC Class B SSLT 162.7 179.0 179.0 N 162.7 217.0 257.3 X 162.7 217.0 271.2 STD 162.7 173.8 173.8 OVS 147.2 147.2 147.2 SC Class A SSLT 147.2 147.2 147.2 STD 162.7 217.0 264.1 OVS 149.5 199.4 223.7 11 7/8 6 A490 SC Class B SSLT 162.7 217.0 223.7

PAGE 349

338 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 180.4 227.3 227.3 X 180.4 240.8 285.2 STD 152.6 152.6 152.6 OVS 130.5 130.5 130.5 SC Class A SSLT 130.5 130.5 130.5 STD 180.4 232.0 232.0 OVS 165.8 198.4 198.4 A325/ F1852 SC Class B SSLT 180.4 198.4 198.4 N 180.4 240.5 285.2 X 180.4 240.5 300.6 STD 180.4 192.6 192.6 OVS 163.1 163.1 163.1 SC Class A SSLT 163.1 163.1 163.1 STD 180.4 240.5 292.8 OVS 165.8 221.0 248.0 12 7/8 6 A490 SC Class B SSLT 180.4 240.5 248.0

PAGE 350

339 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 8.6 10.8 10.8 X 8.6 11.4 13.6 STD 7.3 7.3 7.3 OVS 6.2 6.2 6.2 SC Class A SSLT 6.2 6.2 6.2 STD 8.6 11.0 11.0 OVS 7.9 9.4 9.4 A325/ F1852 SC Class B SSLT 8.6 9.4 9.4 N 8.6 11.4 13.6 X 8.6 11.4 14.3 STD 8.6 9.2 9.2 OVS 7.8 7.8 7.8 SC Class A SSLT 7.8 7.8 7.8 STD 8.6 11.4 13.9 OVS 7.9 10.5 11.8 2 7/8 7 A490 SC Class B SSLT 8.6 11.4 11.8 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 17.4 21.9 21.9 X 17.4 23.2 27.5 STD 14.7 14.7 14.7 OVS 12.6 12.6 12.6 SC Class A SSLT 12.6 12.6 12.6 STD 17.4 22.4 22.4 OVS 16.0 19.1 19.1 A325/ F1852 SC Class B SSLT 17.4 19.1 19.1 N 17.4 23.2 27.5 X 17.4 23.2 29.0 STD 17.4 18.6 18.6 OVS 15.7 15.7 15.7 SC Class A SSLT 15.7 15.7 15.7 STD 17.4 23.2 28.2 OVS 16.0 21.3 23.9 3 7/8 7 A490 SC Class B SSLT 17.4 23.2 23.9

PAGE 351

340 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 31.2 39.4 39.4 X 31.2 41.7 49.4 STD 26.4 26.4 26.4 OVS 22.6 22.6 22.6 SC Class A SSLT 22.6 22.6 22.6 STD 31.2 40.2 40.2 OVS 28.7 34.4 34.4 A325/ F1852 SC Class B SSLT 31.2 34.4 34.4 N 31.2 41.6 49.4 X 31.2 41.6 52.1 STD 31.2 33.4 33.4 OVS 28.2 28.2 28.2 SC Class A SSLT 28.2 28.2 28.2 STD 31.2 41.6 50.7 OVS 28.7 38.3 42.9 4 7/8 7 A490 SC Class B SSLT 31.2 41.6 42.9 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 46.0 57.9 57.9 X 46.0 61.4 72.7 STD 38.9 38.9 38.9 OVS 33.3 33.3 33.3 SC Class A SSLT 33.3 33.3 33.3 STD 46.0 59.1 59.1 OVS 42.2 50.6 50.6 A325/ F1852 SC Class B SSLT 46.0 50.6 50.6 N 46.0 61.3 72.7 X 46.0 61.3 76.6 STD 46.0 49.1 49.1 OVS 41.6 41.6 41.6 SC Class A SSLT 41.6 41.6 41.6 STD 46.0 61.3 74.6 OVS 42.2 56.3 63.2 5 7/8 7 A490 SC Class B SSLT 46.0 61.3 63.2

PAGE 352

341 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 62.7 79.0 79.0 X 62.7 83.7 99.1 STD 53.0 53.0 53.0 OVS 45.4 45.4 45.4 SC Class A SSLT 45.4 45.4 45.4 STD 62.7 80.6 80.6 OVS 57.6 68.9 68.9 A325/ F1852 SC Class B SSLT 62.7 68.9 68.9 N 62.7 83.6 99.1 X 62.7 83.6 104.5 STD 62.7 66.9 66.9 OVS 56.7 56.7 56.7 SC Class A SSLT 56.7 56.7 56.7 STD 62.7 83.6 101.7 OVS 57.6 76.8 86.2 6 7/8 7 A490 SC Class B SSLT 62.7 83.6 86.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 80.4 101.3 101.3 X 80.4 107.3 127.1 STD 68.0 68.0 68.0 OVS 58.2 58.2 58.2 SC Class A SSLT 58.2 58.2 58.2 STD 80.4 103.4 103.4 OVS 73.9 88.4 88.4 A325/ F1852 SC Class B SSLT 80.4 88.4 88.4 N 80.4 107.2 127.1 X 80.4 107.2 134.0 STD 80.4 85.8 85.8 OVS 72.7 72.7 72.7 SC Class A SSLT 72.7 72.7 72.7 STD 80.4 107.2 130.5 OVS 73.9 98.5 110.5 7 7/8 7 A490 SC Class B SSLT 80.4 107.2 110.5

PAGE 353

342 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 98.6 124.3 124.3 X 98.6 131.6 156.0 STD 83.4 83.4 83.4 OVS 71.4 71.4 71.4 SC Class A SSLT 71.4 71.4 71.4 STD 98.6 126.8 126.8 OVS 90.6 108.5 108.5 A325/ F1852 SC Class B SSLT 98.6 108.5 108.5 N 98.6 131.5 156.0 X 98.6 131.5 164.4 STD 98.6 105.3 105.3 OVS 89.2 89.2 89.2 SC Class A SSLT 89.2 89.2 89.2 STD 98.6 131.5 160.1 OVS 90.6 120.9 135.6 8 7/8 7 A490 SC Class B SSLT 98.6 131.5 135.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 117.0 147.5 147.5 X 117.0 156.2 185.1 STD 99.0 99.0 99.0 OVS 84.7 84.7 84.7 SC Class A SSLT 84.7 84.7 84.7 STD 117.0 150.5 150.5 OVS 107.6 128.7 128.7 A325/ F1852 SC Class B SSLT 117.0 128.7 128.7 N 117.0 156.1 185.1 X 117.0 156.1 195.1 STD 117.0 125.0 125.0 OVS 105.9 105.9 105.9 SC Class A SSLT 105.9 105.9 105.9 STD 117.0 156.1 190.0 OVS 107.6 143.4 160.9 9 7/8 7 A490 SC Class B SSLT 117.0 156.1 160.9

PAGE 354

343 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 135.7 171.0 171.0 X 135.7 181.1 214.6 STD 114.8 114.8 114.8 OVS 98.2 98.2 98.2 SC Class A SSLT 98.2 98.2 98.2 STD 135.7 174.5 174.5 OVS 124.7 149.2 149.2 A325/ F1852 SC Class B SSLT 135.7 149.2 149.2 N 135.7 180.9 214.6 X 135.7 180.9 226.1 STD 135.7 144.9 144.9 OVS 122.7 122.7 122.7 SC Class A SSLT 122.7 122.7 122.7 STD 135.7 180.9 220.2 OVS 124.7 166.3 186.5 10 7/8 7 A490 SC Class B SSLT 135.7 180.9 186.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 155.5 196.0 196.0 X 155.5 207.5 245.9 STD 131.6 131.6 131.6 OVS 112.5 112.5 112.5 SC Class A SSLT 112.5 112.5 112.5 STD 155.5 200.0 200.0 OVS 142.9 171.0 171.0 A325/ F1852 SC Class B SSLT 155.5 171.0 171.0 N 155.5 207.3 245.9 X 155.5 207.3 259.1 STD 155.5 166.0 166.0 OVS 140.6 140.6 140.6 SC Class A SSLT 140.6 140.6 140.6 STD 155.5 207.3 252.4 OVS 142.9 190.5 213.7 11 7/8 7 A490 SC Class B SSLT 155.5 207.3 213.7

PAGE 355

344 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 172.6 217.5 217.5 X 172.6 230.4 272.9 STD 146.0 146.0 146.0 OVS 124.9 124.9 124.9 SC Class A SSLT 124.9 124.9 124.9 STD 172.6 221.9 221.9 OVS 158.6 189.8 189.8 A325/ F1852 SC Class B SSLT 172.6 189.8 189.8 N 172.6 230.1 272.9 X 172.6 230.1 287.6 STD 172.6 184.3 184.3 OVS 156.1 156.1 156.1 SC Class A SSLT 156.1 156.1 156.1 STD 172.6 230.1 280.1 OVS 158.6 211.5 237.2 12 7/8 7 A490 SC Class B SSLT 172.6 230.1 237.2

PAGE 356

345 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 7.4 9.4 9.4 X 7.4 9.9 11.7 STD 6.3 6.3 6.3 OVS 5.4 5.4 5.4 SC Class A SSLT 5.4 5.4 5.4 STD 7.4 9.5 9.5 OVS 6.8 8.2 8.2 A325/ F1852 SC Class B SSLT 7.4 8.2 8.2 N 7.4 9.9 11.7 X 7.4 9.9 12.4 STD 7.4 7.9 7.9 OVS 6.7 6.7 6.7 SC Class A SSLT 6.7 6.7 6.7 STD 7.4 9.9 12.0 OVS 6.8 9.1 10.2 2 7/8 8 A490 SC Class B SSLT 7.4 9.9 10.2 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 15.0 18.9 18.9 X 15.0 20.0 23.7 STD 12.7 12.7 12.7 OVS 10.9 10.9 10.9 SC Class A SSLT 10.9 10.9 10.9 STD 15.0 19.3 19.3 OVS 13.8 16.5 16.5 A325/ F1852 SC Class B SSLT 15.0 16.5 16.5 N 15.0 20.0 23.7 X 15.0 20.0 25.0 STD 15.0 16.0 16.0 OVS 13.6 13.6 13.6 SC Class A SSLT 13.6 13.6 13.6 STD 15.0 20.0 24.4 OVS 13.8 18.4 20.6 3 7/8 8 A490 SC Class B SSLT 15.0 20.0 20.6

PAGE 357

346 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 27.1 34.2 34.2 X 27.1 36.2 42.9 STD 22.9 22.9 22.9 OVS 19.6 19.6 19.6 SC Class A SSLT 19.6 19.6 19.6 STD 27.1 34.9 34.9 OVS 24.9 29.8 29.8 A325/ F1852 SC Class B SSLT 27.1 29.8 29.8 N 27.1 36.2 42.9 X 27.1 36.2 45.2 STD 27.1 29.0 29.0 OVS 24.5 24.5 24.5 SC Class A SSLT 24.5 24.5 24.5 STD 27.1 36.2 44.0 OVS 24.9 33.2 37.3 4 7/8 8 A490 SC Class B SSLT 27.1 36.2 37.3 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 40.8 51.5 51.5 X 40.8 54.5 64.6 STD 34.5 34.5 34.5 OVS 29.5 29.5 29.5 SC Class A SSLT 29.5 29.5 29.5 STD 40.8 52.5 52.5 OVS 37.5 44.9 44.9 A325/ F1852 SC Class B SSLT 40.8 44.9 44.9 N 40.8 54.4 64.6 X 40.8 54.4 68.0 STD 40.8 43.6 43.6 OVS 36.9 36.9 36.9 SC Class A SSLT 36.9 36.9 36.9 STD 40.8 54.4 66.3 OVS 37.5 50.0 56.1 5 7/8 8 A490 SC Class B SSLT 40.8 54.4 56.1

PAGE 358

347 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 56.5 71.2 71.2 X 56.5 75.4 89.3 STD 47.8 47.8 47.8 OVS 40.9 40.9 40.9 SC Class A SSLT 40.9 40.9 40.9 STD 56.5 72.6 72.6 OVS 51.9 62.1 62.1 A325/ F1852 SC Class B SSLT 56.5 62.1 62.1 N 56.5 75.3 89.3 X 56.5 75.3 94.1 STD 56.5 60.3 60.3 OVS 51.1 51.1 51.1 SC Class A SSLT 51.1 51.1 51.1 STD 56.5 75.3 91.7 OVS 51.9 69.2 77.6 6 7/8 8 A490 SC Class B SSLT 56.5 75.3 77.6 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 73.3 92.3 92.3 X 73.3 97.8 115.9 STD 62.0 62.0 62.0 OVS 53.0 53.0 53.0 SC Class A SSLT 53.0 53.0 53.0 STD 73.3 94.2 94.2 OVS 67.3 80.6 80.6 A325/ F1852 SC Class B SSLT 73.3 80.6 80.6 N 73.3 97.7 115.9 X 73.3 97.7 122.1 STD 73.3 78.2 78.2 OVS 66.3 66.3 66.3 SC Class A SSLT 66.3 66.3 66.3 STD 73.3 97.7 118.9 OVS 67.3 89.8 100.7 7 7/8 8 A490 SC Class B SSLT 73.3 97.7 100.7

PAGE 359

348 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 91.0 114.7 114.7 X 91.0 121.4 143.9 STD 77.0 77.0 77.0 OVS 65.8 65.8 65.8 SC Class A SSLT 65.8 65.8 65.8 STD 91.0 117.0 117.0 OVS 83.6 100.1 100.1 A325/ F1852 SC Class B SSLT 91.0 100.1 100.1 N 91.0 121.3 143.9 X 91.0 121.3 151.6 STD 91.0 97.1 97.1 OVS 82.3 82.3 82.3 SC Class A SSLT 82.3 82.3 82.3 STD 91.0 121.3 147.7 OVS 83.6 111.5 125.1 8 7/8 8 A490 SC Class B SSLT 91.0 121.3 125.1 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 109.1 137.5 137.5 X 109.1 145.6 172.5 STD 92.3 92.3 92.3 OVS 78.9 78.9 78.9 SC Class A SSLT 78.9 78.9 78.9 STD 109.1 140.3 140.3 OVS 100.2 120.0 120.0 A325/ F1852 SC Class B SSLT 109.1 120.0 120.0 N 109.1 145.4 172.5 X 109.1 145.4 181.8 STD 109.1 116.5 116.5 OVS 98.7 98.7 98.7 SC Class A SSLT 98.7 98.7 98.7 STD 109.1 145.4 177.0 OVS 100.2 133.7 150.0 9 7/8 8 A490 SC Class B SSLT 109.1 145.4 150.0

PAGE 360

349 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 127.6 160.9 160.9 X 127.6 170.4 201.8 STD 108.0 108.0 108.0 OVS 92.4 92.4 92.4 SC Class A SSLT 92.4 92.4 92.4 STD 127.6 164.2 164.2 OVS 117.3 140.4 140.4 A325/ F1852 SC Class B SSLT 127.6 140.4 140.4 N 127.6 170.2 201.8 X 127.6 170.2 212.7 STD 127.6 136.3 136.3 OVS 115.4 115.4 115.4 SC Class A SSLT 115.4 115.4 115.4 STD 127.6 170.2 207.2 OVS 117.3 156.4 175.5 10 7/8 8 A490 SC Class B SSLT 127.6 170.2 175.5 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 146.2 184.2 184.2 X 146.2 195.1 231.1 STD 123.7 123.7 123.7 OVS 105.8 105.8 105.8 SC Class A SSLT 105.8 105.8 105.8 STD 146.2 188.0 188.0 OVS 134.3 160.7 160.7 A325/ F1852 SC Class B SSLT 146.2 160.7 160.7 N 146.2 194.9 231.1 X 146.2 194.9 243.6 STD 146.2 156.1 156.1 OVS 132.2 132.2 132.2 SC Class A SSLT 132.2 132.2 132.2 STD 146.2 194.9 237.2 OVS 134.3 179.1 200.9 11 7/8 8 A490 SC Class B SSLT 146.2 194.9 200.9

PAGE 361

350 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 164.7 207.6 207.6 X 164.7 219.9 260.5 STD 139.4 139.4 139.4 OVS 119.2 119.2 119.2 SC Class A SSLT 119.2 119.2 119.2 STD 164.7 211.8 211.8 OVS 151.4 181.2 181.2 A325/ F1852 SC Class B SSLT 164.7 181.2 181.2 N 164.7 219.6 260.5 X 164.7 219.6 274.5 STD 164.7 175.9 175.9 OVS 149.0 149.0 149.0 SC Class A SSLT 149.0 149.0 149.0 STD 164.7 219.6 267.4 OVS 151.4 201.8 226.4 12 7/8 8 A490 SC Class B SSLT 164.7 219.6 226.4

PAGE 362

351 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 5.6 7.0 7.0 X 5.6 7.4 8.8 STD 4.7 4.7 4.7 OVS 4.0 4.0 4.0 SC Class A SSLT 4.0 4.0 4.0 STD 5.6 7.2 7.2 OVS 5.1 6.1 6.1 A325/ F1852 SC Class B SSLT 5.6 6.1 6.1 N 5.6 7.4 8.8 X 5.6 7.4 9.3 STD 5.6 5.9 5.9 OVS 5.0 5.0 5.0 SC Class A SSLT 5.0 5.0 5.0 STD 5.6 7.4 9.0 OVS 5.1 6.8 7.7 2 7/8 9 A490 SC Class B SSLT 5.6 7.4 7.7 All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 12.9 16.3 16.3 X 12.9 17.3 20.5 STD 10.9 10.9 10.9 OVS 9.4 9.4 9.4 SC Class A SSLT 9.4 9.4 9.4 STD 12.9 16.6 16.6 OVS 11.9 14.2 14.2 A325/ F1852 SC Class B SSLT 12.9 14.2 14.2 N 12.9 17.3 20.5 X 12.9 17.3 21.6 STD 12.9 13.8 13.8 OVS 11.7 11.7 11.7 SC Class A SSLT 11.7 11.7 11.7 STD 12.9 17.3 21.0 OVS 11.9 15.9 17.8 3 7/8 9 A490 SC Class B SSLT 12.9 17.3 17.8

PAGE 363

352 Notes: Angles are assumed to be A992 Steel Supporting and supported members are assumed to be A992 Steel Leh is assumed to be 1.25 in. Represents a bolt bearing limit state Represents a bolt shear limit state Represents a slip-critical limit state All-Bolted Extended Single-Angle Connections N (# of Bolts) Bolt Diameter Angle Outstanding Leg ASTM Desig. Thread Cond. Hole Type Angle Thickness 3/8 1/2 5/8 N 23.7 29.9 29.9 X 23.7 31.6 37.5 STD 20.0 20.0 20.0 OVS 17.1 17.1 17.1 SC Class A SSLT 17.1 17.1 17.1 STD 23.7 30.5 30.5 OVS 21.8 26.1 26.1 A325/ F1852 SC Class B SSLT 23.7 26.1 26.1 N
Permanent Link: http://ufdc.ufl.edu/UFE0009361/00001

Material Information

Title: Design of All-Bolted Extended Double Angle, Single Angle, and Tee Shear Connections
Physical Description: Mixed Material
Copyright Date: 2008

Record Information

Source Institution: University of Florida
Holding Location: University of Florida
Rights Management: All rights reserved by the source institution and holding location.
System ID: UFE0009361:00001

Permanent Link: http://ufdc.ufl.edu/UFE0009361/00001

Material Information

Title: Design of All-Bolted Extended Double Angle, Single Angle, and Tee Shear Connections
Physical Description: Mixed Material
Copyright Date: 2008

Record Information

Source Institution: University of Florida
Holding Location: University of Florida
Rights Management: All rights reserved by the source institution and holding location.
System ID: UFE0009361:00001


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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.
















TABLE OF CONTENTS

page

A C K N O W L E D G M E N T S ................................................................................................. iv

LIST OF TABLES .................................................... ....... .. .............. viii

LIST OF FIGURES ......... ......................... ...... ........ ............ ix

ABSTRACT .............. ................. .......... .............. xi

CHAPTER

1 IN TR OD U CTION ............................................... .. ......................... ..

1.1 B background .......... .......... ........................................................... ........... 1
1.2 O objective and Scope of W ork...................... .... ............................ ............... 2

2 LITER A TU R E REV IEW ............................................................. ....................... 3

2 .1 C connection T ypes ........................................................ .. ...... .. .. .... .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 C o n c lu sio n ...................... .. ............. .. ...............................................1 1

3 OPTIM U M BA Y STU D Y ................................................. ............................. 12

3.1 B ay Studies Program ..................... .. ...... .................. ....... .... ...........12
3.2 B ay Study P aram eters...................... .. .. ......... .. ........ ................. ...............12
3.2.1 B ay G eom etry ....................................................... ...... .. ....12
3.2.2 Steel D eck and Slab Properties........................................ ............... 12
3 .2 .3 L loading ........... ......... .. .. ......... .. ... ............. ............................. 13
3.2.4 Vibration Criteria and D elections .................................. ............... 13
3.2.5 Shear Studs and Composite Action .............. ....... .... .. ...... ........ 14
3.2.6 Member Selection and Camber ....................... ........ ...........14
3.3 O ptim um B ay Study R results ........................................ .......................... 15

4 L IM IT STA TE S ........................ .... ........................ .. .... ....... ........ 20



v









4.1 Extended D double A ngle Connection ........................................ .....................20
4.2 Extended Single Angle Connection.................................. ........................ 21
4.3 Extended Tee C onnection.......................................................... ............... 22
4.4 L im it State C calculations ............................................... ............................ 23
4.4.1 Shear Y wielding ......... .... .. ............................................. 23
4.4.2 Shear Rupture ....... ........ ............................ ...... ...... .......... .... 23
4 .4 .3 F lexural Y ielding .......... ............................................ .......... ... ..... 24
4.4.4 Flexural Rupture ....... .......................... ........ ...... .... .......... .... 26
4.4.5 Block Shear Rupture................ .......... ............... 27
4.4.6 B olt B hearing ............. ........................ ...... ...... ... .. .......... .... 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 E quation......................................... .......................... 35

6 D E SIGN EX A M PLE S............................................. ................... ............... 40

6.1 Extended Double Angle Design Example .................................... .................40
6.2 Extended Single Angle Design Example................................. ............... 43
6.3 Extended Tee D esign Exam ple....................................... .......................... 47

7 FINITE ELEM ENT ANALYSIS ........................................ .......................... 51

7.1 Introduction ................ ............... ......... 51
7.2 Finite Elem ent M odel Developm ent.................................. ....................... 52
7.2.1 FE D iscretization for A ngle................................... ........................ 52
7.2.2 FE Discretization for Girder .............. ............................................... 53
7.2.3 FE D iscretization for B olts.......................................... ......................... 54
7.3 FE M odel Contact Conditions ........................................ ......................... 55
7.4 FE Model Initial Conditions ........... ..... ................................ 60
7.5 FE M odel Applied Loading ......... .................................... ............... .... 60
7.6 FE M odel Boundary Conditions..................................................................... 61
7.7 FE M odel M material Behavior...... ............................................. ............... 62
7.8 FE A analysis R results ......... ...... ........................ ........ ..... ...... .. ........ .... 63

8 SUMMARY AND CONCLUSIONS.................... ......... ...............80

APPENDIX

A 3/4-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
C O N N E C T IO N S ............................................................................. .......... ..... 82









B 7/8-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
C O N N E C T IO N S ......... .......... .. .. ........ ............................ ................ ... 107

C 1-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS .............. ....... ... ......... .................132

D 3/4-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CON N ECTION S ..................................... .......... ... ........ .. ........ .... 157

E 7/8-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CON N ECTION S ..................................... .......... ... ........ .. ........ .... 182

F 1-INCH DIAMETER ALL-BOLTED A992 STEEL DOUBLE ANGLE
CONNECTION S .................................... .. .......... .. .............207

G 3/4-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............232

H 7/8-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............257

I 1-INCH DIAMETER ALL-BOLTED A36 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............282

J 3/4-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............307

K 7/8-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............332

L 1-INCH DIAMETER ALL-BOLTED A992 STEEL SINGLE ANGLE
CONNECTION S .................................... .. .......... .. .............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

L IST O F R E F E R E N C E S ......... .. ............... ................. ..............................................4 18

BIOGRAPHICAL SKETCH ......................... ............................421
















LIST OF TABLES


Table pge

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 M odel M material G roups ............................................. ............................. 63

7.5 Corner N ode N um being ......... ................. ................... .................. ............... 64
















LIST OF FIGURES

Figure pge

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
U ltim ate C condition ......... .................. .................................. ....... ....

2 .4 B e a m C o p e ............................................................................................................... 1 0

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
B eam S p acin g ...................................... ......... ............... ................ 16

4 .1 P in and P point of F ixity .................................................................... .. .............20

4.2 M om ent E 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 C efficient C C urve ....................................................................... ................... 38

5.4 C efficient C 2 C urve ...................................................................... .................... 39

6.1 Plan View of Extended Double Angle Connection Location ..............................40

6.2 Extended D ouble A ngle D etail ........................................... ......................... 42

6.3 Standard D ouble A ngle D etail ........................................... .......................... 43

6.4 Plan View of Extended Single Angle Connection Location........................ 44

6.5 Extended Single A ngle D etail ............................................................................ 46

6.6 Standard Single A ngle D etail ........................................................................ .... 47









6.7 Plan View of Extended Tee Connection Location................................................48

6.8 E extended T ee D detail ............................................ ................. .. ...... 50

6.9 Standard T ee C connection .............................................................. .....................50

7.1 FE M odel Elem ent M eshing .............................................................................. 68

7.2 FE M odel A applied Loading........................................................... ............... 69

7.3 FE M odel 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
(M axim um A 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 (M aximum 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 (M aximum Applied Load) ..................................... .................78














Abstract of Thesis Presented to the Graduate School
of the University of Florida in Partial Fulfillment of the
Requirements for the Degree of Master of Engineering

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

By

Adam Higgins

May 2005

Chair: Perry Green
Major Department: Civil and Coastal Engineering

This thesis presents a methodology for the design of all-bolted extended double

angle, single angle, and tee shear connections. The thesis 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 thesis 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.














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









girder flange/s. Coping requires the flange of the beam be removed to allow for the

necessary clearance. Coping not only requires consideration of other limit states, such as

lateral-torsional buckling or local buckling at the reduced section, but coping incurs extra

cost as well. All-bolted extended shear connections are a possible solution to eliminate

coping.

1.2 Objective and Scope of Work

The purpose of this research project is to determine whether all-bolted extended

shear connections, specifically single angle, double angle, and tee connections, are

feasible. Currently there are no specific provisions in the AISC Manual of Steel

Construction (2001) for extended connections of any type. The purpose is to analytically

simulate the response of all-bolted connections under a range of loading conditions so

that the general behavior of the connection can be established. An analytical

methodology will be developed using the current 3rd Edition AISC-LRFD Specification

and first principles of engineering mechanics (AISC 1999). The results of this procedure

will be used to determine applicable limit states and to develop a rational design

procedure for all-bolted extended single angle, double angle, and tee connections.

The scope of this project includes a review of past research done in the area of

bolted connections and the development of new analytical models based on existing

models developed by previous researchers as well as original models developed at the

University of Florida. The models will be used to develop design criteria for the new

connections, and design strength tables will be developed using the new design criteria.
















CHAPTER 2
LITERATURE REVIEW

A great deal of research has been performed regarding the design and behavior of

steel connections the past 50 years, the results of which have been used to create Chapter

J of the AISC Manual of Steel Construction that deals with joints.

2.1 Connection Types

There are several "standard" types of structural steel connections. They are

generally classified into three behavior categories: rigid, semi-rigid, and simple. The

difference among the three can be shown through a plot of end moment versus end

rotation.








oa 2 Semi- ri9d
hqo/1 R ehuvror
0 Zone of
End Rtigiato,


Q I Zone of


1 / I v Beam Line E

PZ An e of Connection
-r-n pple M-0 Curve
------ C eh vior

End Rotation.,e

Figure 2.1 Rotational Rigidity of Steel Connections (Astaneh 1989)

The M-0 curve OABC in Figure 2.1 represents the general behavior of connections.

Segment OA of the M-0 curve is the segment where connections behave as fully-

restrained connection. Connections in this range have an initial rotational restraint









18EI
greater than or equal to where E is the material's elastic modulus, I is the moment
L

of inertia of the cross-section of the beam and, L is the length of the beam. Connections

2EI
with an initial rotational restraint less than or equal to represented by Segment ABC
L

are considered simply and do not develop any significant moment. The two initial

rotational stiffness curves represent the boundaries for a partial-restrained connection. As

the figure shows, no connection is truly fixed or truly pinned, but these assumptions

greatly simplify the design process. This research project deals only with simple

connections which assume that there will be no end moment developed in the beam and

that the beam supports will allow unrestrained rotations.

2.2 Bolted Connections

There are two common joining methods in current steel construction: welds and

bolts. This research project only deals with bolted connections; therefore, the

background information pertains mostly to bolted connections. Bolted connections

became popular during the 1950's because previous research had shown that bolts could

be used to replace rivets in connections (Kulak et al. 1987). Until that time only rivets

were used in connections.

Bolted connections can be tightened to specific levels. The first is a snug tight

connection. The bolt is tightened using an ordinary spud wrench to bring the piles, which

in this case are the angles or tees and the web of the beam, into firm contact (RCSC

2000). Alternately, a bolt can be pretensioned, in which case it is a pretensioned joint. A

bolt must be tightened to its minimum pretension force listed in Table J3.1 of the AISC

Specification (AISC 1999). There is no difference in the strength of the two types of









joints, but pretensioning is usually necessary when the connection is subjected to cyclic

or tension loads (Kulak et al. 1987). Slip critical connections are required to meet the

provisions of Chapter J3.8 of the AISC Specification (AISC 1999). This connection is

designed in order to prevent any slip between the faying surfaces. Early research showed

that high-strength bolts can be used in a connection in the same manner as rivets (Kulak

et al. 1987). This discovery led to the common use of high-strength bolts in connections.

Today bolted connections are very popular because they are relatively inexpensive

compared to field welding, and they are easy to install.

Bolted shear connections are used in modern steel construction, and extensive

research has been conducted on these types of connections (Chen and Lui 1988). There

are various types of common shear connections: double angle, single angle, tee, single

plate, etc.

The connections that are related to this project include double angle, single angle

and tees. Double angle connections are made with two angles, one on each side of the

beam to be supported (AISC 1999). These angles may be bolted or welded to the

supported beam as well as to the supporting member. Single angle connections are made

using an angle on one side of the web of the beam to be supported. This angle is

preferably shop bolted or welded to the supporting member and field bolted to the

supported beam (AISC 1999). Tee connections are made using a structural tee. The tee

is preferably shop bolted or welded to the supporting member and field bolted to the

supported beam (AISC 1999).

Research has shown that almost all rotation is provided in the detail material,

usually either angles or plates (Kennedy 1969). A typical deformed shape can be seen in









Figure 2.2. As Figure 2.2 shows, most of the rotation in the connection occurs in the legs

of the angle that are in the plane of the supporting member. This is relevant because the

behavior of extended connections should be similar. The gage distance for the "in-plane"

legs for extended and normal shear connections is the same.








G )a









Deformation of web
anqlc conn+rlrll n

Figure 2.2 Deformation of Web Angle Connection (Kulak et al. 1987)

2.3 Moment-Rotation Behavior of Shear Connections

One possible moment-rotation relationship for bolted double and single angle shear

connections was quantified by Kishi and Chen (1990) using a power model relationship

between moment in the connection and end rotation. The general deformation of the

connection was based on the following assumptions:

1. The center of rotation of the connection was near the mid-depth of the beam during
the first few increments of loading.

2. The deformation and subsequent tearing of the connection angles resulted primarily
from bending moment, and the effect of shear deformation on the connection
behavior was relatively small.

The yield mechanisms depicted in Figure 2.3 were also used in determining the

moment-rotation relationship:










PLASTIC HINGE LINE


TF-t7


1 Vpy
fAT
A-A SECTION







COLUMN' FLANGE


Figure 2.3 Mechanism of the Part of the Angle Connected to the Column Flange at the
Ultimate Condition (Kishi and Chen 1990)
The final form of the moment-rotation relationship is given by Equation 2.1 (Kishi
and Chen 1990).









M Rklo ,

1+ ,)) (Eq. 2.1)


Where:

M = moment in connection (kip-in)

Rki = initial connection stiffness (kip-in)

0, = a rotation of connection (radians)

0 = a reference plastic rotation (radians)

n = shape factor

The initial connection stiffness is given by Equation 2.2 (Kishi and Chen 1990).

SGt3 a cosh(ap) (Eq. 2.2)
Rkl =
3 (ap)cosh(ap)- sinh(ap)


Where:

G = shear modulus of the steel (ksi)

t = thickness of angle leg (in)

a = 4.2967





Where:

gi = gage distance (in)

lp = length of angle (in)


The reference plastic rotation is given by Equation 2.3 (Kishi and Chen 1990).









M, (Eq. 2.3)
Rkl

Where:

Mu = ultimate moment capacity of connection

The model was verified by comparison to various experimental results (Kishi and

Chen 1990). The model agrees with Astaneh's recommendations for simple connections,

where a simple connection is one that develops a moment at the beam end less than or

equal to 20% of the fixed end moment (Astaneh 1989). Most experiments, such as the

ones Kishi and Chen used to verify their power model, have been performed for beam-to-

column connections only, and have not been directly performed for beam-to girder

connections.

2.4 Coping of Beams

Beam-to-girder shear connections are quite common in steel structures, but they

can be quite complicated to design. Most beam-to-girder shear connections require that

the beam be coped as shown in Figure 2.4 in order to allow clearance for the girder flange

and to maintain the floor elevation.

A beam cope requires time and incurs cost to make, and it also reduces the strength

of the section that must be accounted for by the designer. This coped section possesses a

reduced bending and torsional stiffness, so that buckling, both local and lateral, need be

considered (Cheng 1993). High stress concentrations at the coped corner can also induce

localized yielding that might cause the beam to fail in inelastic local buckling (Yam et al.

2003).










m/ -Beam Cope













Figure 2.4 Beam Cope

The AISC-LRFD Specification (Appendix F ) requires that coped beams be

checked for flexural yielding and local web buckling at the coped section (AISC 1999).

This is computationally time consuming because it requires that the coped section

properties be calculated. For wide flange sections, this calculation process has been

simplified in the AISC Manual (2001) through design aids which have been created that

provide these reduced coped section properties.

Today, it is also standard practice to grind the coped area smooth after the flame

cutting process in order to avoid the likelihood of fatigue cracks developing if the beam is

placed under cyclic loading.

2.5 Tee Connection Behavior

Much research conducted on shear connections focuses on angles, but there has

been research conducted on the behavior of tees (Astaneh and Nader 1990). Inelastic

analyses of the beams indicate that the end rotation of a simply supported beam

approaches 0.03 radians when the mid-span bending moment reaches 99% of the plastic









moment (Astaneh 1989). Tee connections allow this behavior as long as the tee meets

the following criterion:

3. The bolt diameter to the tab (stem) thickness ratio must be greater than or equal to
two (t > 2). This criterion guarantees that the tab (stem) experiences ductile
bearing failure before the bolts fracture in shear (Thornton 1996).

2.6 Conclusion

The previous research mentioned here has been used to determine a design

methodology for all-bolted extended double angle, single angle, and tee connections.

The Kishi and Chen model shows that the plastic hinge is developed in the in-plane or

girder connected angle legs. This assumption is used in the development of the design

tables. The load passes through the centerline of the girder. The plastic hinge is assumed

to develop at the centerline of the girder which requires that the outstanding leg bolts be

designed for an eccentric load. Prying action can be ignored because the plastic hinge is

developed at the girder web.

The extended connection does not require the beam to be coped, so the limit states

due to coping do not need to be checked. This reduces the amount of work needed to

develop the design tables.














CHAPTER 3
OPTIMUM BAY STUDY

3.1 Bay Studies Program

The Excel spreadsheet Bay Studies 4.1 (AISC 2003) is used to determine a

practical range of beam and girder sizes, as well as connection loadings (factored end

reactions). The spreadsheet provides a range of beam and girder sizes for user defined

parameters such as girder and beam length, loading, composite action, etc. The

spreadsheet also provides a materials cost per beam, so that a price estimate can be

constructed.

3.2 Bay Study Parameters

3.2.1 Bay Geometry

A range of bays from 20 foot x 20 foot to 40 foot x 40 foot is considered practical,

and is used in this study. The bay dimensions are varied in 5-foot increments with no

more than 10 feet between the girder length and beam length in any particular bay and

vice versa. In order to have a comprehensive number of section sizes, the number of

filler beams varies from one per bay to four per bay. The total number of bay geometries

considered is 40.

3.2.2 Steel Deck and Slab Properties

The steel deck properties are constant for the whole study, so that the dead load

weight added by the steel deck and concrete will not be a factor in the study. The 2-inch

deep steel deck is given an average rib width of 6 inches, and a rib spacing of 12 inches.

These values are consistent with typical steel deck used in low to mid-rise steel frame









building construction. The concrete for the slab is 3000 psi concrete with a specific

weight of 145 pounds per cubic foot (pcf). The concrete slab extends 3 inches above the

steel deck, for a total slab depth of 5 inches. The construction is considered to be

unshored, which is a common practice.

3.2.3 Loading

The loading for the bays is broken down into four components: dead load, live

load, superimposed dead load, and construction live load. The dead load is the combined

weight of the steel deck and concrete slab, which is calculated by the spreadsheet to be

51.8 pounds per square foot (psf). The live load is 125 psf which covers a broad range of

loading conditions. The superimposed dead load is 20 psf which is the default value for

the spreadsheet. The construction live load is also 20 psf which is the default value. The

spreadsheet allows for live load reduction, but live load reduction is not considered in the

study.

3.2.4 Vibration Criteria and Deflections

The program allows for vibration to be considered in the design process or for a

vibrations check to be made. The program allows the user to change the percentage of

superimposed dead and live load that participates in damping. Also, the damping ratio

for the floor system may be set by the user as well. No vibration check or design is used

for the study.

The deflections allowed for the beam and girders may also be set by the user. The

limits may be input as either absolute deflections or in limiting deflection ratios, such as

L/240. The spreadsheet checks the deflection from live load, dead load, and

superimposed dead load. The spreadsheet also checks deflections from combined loading









effects. The allowable deflection ratios are kept at the default values of L/240 for the

dead load, and L/360 for the superimposed dead and live loads.

3.2.5 Shear Studs and Composite Action

The spreadsheet allows the user to define the range of composite action allowable

(if any) for the member. The spreadsheet allows a minimum and maximum percentage of

composite action in the member. The minimum for the study is 25% composite action,

and the maximum is 75% composite action. The studs are 3/4-inch in diameter and 4

inches in height and cost $2.50 per stud. This is considered typical for a 5-inch deep slab.

The spacing of the shear studs are within the design criteria given in Chapter I of the

AISC Specification, which is the default value (AISC 1999). The spreadsheet also lets

the users define the spacing limits if they so desire. In this study, the default values are

used.

3.2.6 Member Selection and Camber

The spreadsheet allows the user to define the range of wide flange shapes that may

be selected. The default values are W12 to W33 shapes for beams, and W18 to W33

shapes for girders. The study uses the default values for both the beams and the girders.

The spreadsheet also allows the user to set the amount of camber (if any) that may

be used in the beams and girders. The user can set the minimum and maximum amount

of camber to be used, and the camber increment. The default value for the minimum

camber is 0.75 inches, and the maximum value is 2 inches. The default camber

increment is 0.25 inches. The spreadsheet requires that the amount of dead load to be

cambered be set. The default is 75% of the dead load. The default cost of cambering is

$20.00 per beam for 2 inches of camber. The study uses all the default values for

cambering.










3.3 Optimum Bay Study Results

The results from the spreadsheet are given in a table format. An example is given

in Figure 3.1:


Parametric Bay Studies: Output Summary

Project Name: USA Office
Scheme: 2T x 40'
Project Location New York
Company AAARF, Inc.
Analyzed by: JRE Date: 3/27/03
Design Criteria
Beam Length = 20 ft Steel Design Code: LRFD 3rd Edition Optimized for Cost
Girder Length = 20 ft Building Code: ASCE 7-02 Vibration Check
Beam Spacing = 10.0 ft
Results for Floor System Designed for Strength and Deflection Limits
The three most economical beams and girders are shown below.


Beams
W12X19
W14X22
W16X26

Girders
W18X35
W18X40
W21X44


Studs
14
12
14

Studs
7,0,7
8,0,8
8,0,8


Camber
0.00"
0.00"
0.00"

Camber
0.00"
0.00"
0.00"


$ Steel
$95
$110
$130

$ Steel
$175
$200
$220


$ Studs
$35
$30
$35

$ Studs
$35
$40
$40


$ Camber
$0
$0
$0

$ Camber
$0
$0
$0


$ Total
.t.1 0
.f,1-O
. 165

$ Total
$210
$240
$260


Vibration
OK
OK
OK

Vibration
OK
OK
OK


Select a Beam and a Girder Below from the Optimal Choices Shown Above to Calculate Floor System Cost and


Choose Beam: w12xl

Choose Girder: I.. .. : -.


Combined Mode Vibration =
Floor Steel Weight =
Floor Total Cost =


Figure 3.1 Bay Studies 4.1 (2003) Results for 20-Foot by 20-Foot Bay with a 10-Foot
Beam Spacing

The spreadsheet also provides the calculation worksheet for the beams and girders

as shown in Figure 3.2.

The reactions, beam sizes, and girder sizes are recorded and the data is reduced for

the 40 cases. Table 3.1 shows the reduced data from the optimum bay study. The range


OK
3.65 Ib/ff
$1.18 Ift










of girders is W18x35 to W33x130 with most being W24's or smaller. The range of

beams is W12x14 to W27x84 with most being W21's or smaller. Additionally, the

factored end reaction is provided.


Line Loads (klft)


DL
0.537


SDL
0.200


Shear
Maximum Factored Shear, Vu
Shear Strength, +Vn


Moments
Condition
Pre Composite
Composite
Composite

Reactions
DL Reaction
SDL Reaction
LL reaction
CLL reaction
Total Reaction


LL
1.250


Red %
0.0%


CLL
0.200


29 k
77 k


Load Combo
1.2DL+1.6CLL
1.4(DL+SDL)
1.2(DL+SDL)+1.6LL


Mu (k*ft)
48.2
51.6
144.2


*Mn (k*ft)
93
152
152


5.4 kips
2.0 kips
12.5 kips
2.0 kips
28.85 kips


Deflection Camber 0.00 in
DL 0.51 in
LL 0.40 in
SDL 0.06 in
Total (DL+LL+SDL-Camber) 0.98 in


Cost per Beam
Steel
Studs
Camber
Total


$95
$35
$0
$130


Weight
Total/Beam
Steel psf


$0 65 fft2


380 Ibs
1.90 psf


Figure 3.2 Bay Studies 4.1 (2003) Beam Calculation Sheet for 20-Foot by 20-Foot Bay
with a 10-Foot Beam Spacing


ML
468
600
3752
246









Table 3.1 Range of Girders and Beams for Typical Bay Framing Dimensions
Range of Girders and Beams for Typical Bay Framing Dimensions

Bay Size 20-feet x 20-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
20 W18x35 20 W12x19 10 29
20 W18x35 20 W12x14 6.67 19
20 W18x35 20 W12x14 5 14
Bay Size 20-feet x 30-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
20 W18x40 30 W18x35 10 44
20 W18x35 30 W14x22 6.67 29
Bay Size 25-feet x 20-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
25 W21x44 20 W14x22 12.5 35
25 W21x44 20 W12x16 8.33 24
25 W18x40 20 W12x14 6.33 18
25 W18x35 20 W12x14 5 14
Bay Size 25-feet x 25-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
25 W21x44 25 W16x31 12.5 45
25 W21x44 25 W16x26 8.33 30
25 W21x44 25 W12x17 6.33 23
25 W21x44 25 W12x12 5 18
Bay Size 25-feet x 35-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
25 W24x62 35 W24x55 12.5 64
25 W24x55 35 W18x35 8.33 42
Bay Size 30-feet x 20-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
30 W24x55 20 W16x26 15 43
30 W21x44 20 W12x19 10 29









Table 3.1-Continued
Range of Girders and Beams for Typical Bay Framing Dimensions (cont.)

Bay Size 30-feet x 25-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
30 W24x55 25 W18x35 15 54
30 W24x55 25 W16x26 10 36
30 W24x55 25 W14x22 7.5 27
30 W24x55 25 W12x14 6 22
Bay Size 30-feet x 30-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
30 W24x76 30 W21x44 15 65
30 W24x76 30 W18x35 10 44
30 W24x67 30 W16x31 7.5 33
Bay Size 30-feet x 35-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
30 W27x84 35 W24x55 15 76
30 W27x84 35 W21x44 10 51
30 W24x76 35 W16x31 7.5 38
Bay Size 30-feet x 40-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
30 W30x90 40 W24x82 15 87
30 W30x90 40 W21x50 10 58
30 W27x84 40 W18x40 7.5 44
Bay Size 35-feet x 35-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
35 W30x99 35 W24x55 17.5 84
35 W30x99 35 W21x50 11.67 59
35 W30x90 35 W18x35 8.8 45
Bay Size 35-feet x 40-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
35 W33xll 18 40 W24x68 17.5 102









Table 3.1-Continued
Range of Girders and Beams for Typical Bay Framing Dimensions (cont.)

Bay Size 35-feet x 40-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
35 W33xl18 40 W24x55 11.67 68
35 W30x99 40 W21x44 8.8 51
Bay Size 40-feet x 40-feet
Girder Beam Beam Factored
Length (ft) Section Length (ft) Section Spacing (ft) End Shear
(kips)
40 W33x130 40 W27x84 20 116
40 W33x130 40 W24x55 13.33 78
40 W33x130 40 W21x50 10 58
40 W33x118 40 W21x44 8 47

The range of factored end reactions range from 14 kips for a 20-foot x 20-foot bay

with a 5-foot beam spacing to 116 kips for a 40-foot x 40-foot bay with a 20-foot beam

spacing. The average factored end shear is 47 kips.

The wide flange sections in Table 3.1 are chosen because they are the least cost but

not necessarily least weight. The cost of the bay includes the cost of the steel, the cost of

the shear stud installation, and the cost of cambering. All of the defaults for cost are used

and are described earlier in this chapter.

The information from Table 3.1 can be used to reduce the number of all-bolted

extended angle and tee tables given in the appendices of this document, by removing the

tables that can not be used for the wide flange sections given in Table 3.1.
















CHAPTER 4
LIMIT STATES

4.1 Extended Double Angle Connection

Double angles or two-sided connections have certain advantages over one sided

connections. Double angle connections can resist larger end reactions because the

supported member bolts are in double shear and the eccentricity perpendicular to the

beam axis need not be considered for workable gages. The pin in an extended and

standard double angle connection is located at the girder web as shown in Figure 4.1.


Point of Fixity


Release of moment at
girder web


Figure 4.1 Pin and Point of Fixity









Double angle connections usually require that the supported member be coped in

order to make the connection. A connection to a coped beam has three limit states at the

cope that do not occur in a connection to an uncoped beam; lateral-torsional buckling,

local web buckling, and fatigue cracking (Cheng 1993). These limit states are not

considered in the analysis of extended double angle connections because there is no

coping involved. The following limit states are considered in the design of an extended

double angle connection:

1. Shear Yielding
2. Shear Rupture
3. Flexural Yielding
4. Flexural Rupture
5. Block Shear Rupture
6. Bolt Bearing
7. Bolt Slip
8. Bolt Shear

The bolt limit states include effects from the eccentricity of the loading. These

limit states are discussed in more detail in Section 4.4 of this chapter.

4.2 Extended Single Angle Connection

A single angle connection uses one angle to make the connection. Single angle

connections have the following advantages:

4. Shop attachment of the connection elements to the support, simplifying shop
fabrication and erection

5. Reduced material and shop labor requirements

6. Ample erection clearance is provided

7. Excellent safety during erection since double connections often can be eliminated
(AISC 1999)

Single angles also have several disadvantages:

8. The supporting member bolts must be designed as eccentrically loaded









9. Single angles have less capacity because the outstanding leg bolts are in single
shear and only one angle is used in the connection.

As with the double angle connection the supported beam must typically be coped in order

to construct the connection. An extended single angle connection does not require coping

of the supported beam; therefore, limit states for coping the beam are no longer

applicable. An extended single angle connection includes all of the limit states that were

stated previously for extended double angle connections. The point of fixity for a single

angle connection is the same as a double angle connection. Single angle connections also

require that the bolts perpendicular to the beam are designed for shear and moment due to

the eccentricity on these bolts. Therefore, both the supporting and supported bolt lines

must be designed with eccentricity considered.

4.3 Extended Tee Connection

Extended tee connections are very similar to extended single angle connections in

that the supported member bolts are in single shear. Therefore, these two types of

connections have less capacity than an extended double angle connection.

As in the previous types of connections, the line of force in a tee connection acts

through the centerline of the supporting member which is the pin of the connection as

shown in Figure 4.1. Therefore, prying action is not considered in the design of any of

the extended connections. Also, tee connections have two lines of bolts on the supporting

member that are symmetrical, so eccentricity on these bolts is not a consideration. Tees

are available with a wide range of stem lengths making them the most versatile extended

connection type.









4.4 Limit State Calculations

4.4.1 Shear Yielding

Shear yielding is a ductile limit state that is a function of the gross shear area of the

element (Green et al. 2001). For single angles and tees, the shear area is equal to the

following equation:

Av= hata (Eq. 4.1)

ha = the length of the angle or tee

ta = the thickness of the outstanding angle leg or stem thickness

Double angles have twice the shear area of a single angle by virtue of having two legs in

shear. The shear area is used to calculate the shear yielding capacity of the connection.

This equation is shown below:

4Rn = 40.6AvFy (Eq. 4.2)

Fy = yield stress of the detail material

4 = 0.90

The equation given above is Equation J5-3 from the AISC-LRFD Specification

(AISC 1999). The 4 term is a resistance factor that is dependent on the limit state. For

yielding limit states, 4 is 0.90. The yield stress, Fy, is either 36 ksi or 50 ksi for A36 or

A992 steels, respectively (AISC 2001). Angles used in the study are designed using both

A36 and A992 steel while tees are designed with only A992 steel. This limit state is

calculated for a range of angles and tees from 5.50 inches to 35.50 inches in length.

4.4.2 Shear Rupture

Shear rupture is also a limit state for the connection. The failure plane is located

along the line of the bolts in the supported angle leg/s or tee stem; therefore, a reduced or









net area is used for calculating the shear rupture strength of the connection. The net shear

area is calculated using the following equation:

n 1 (Eq. 4.3)
An= ha- n(dh + -) ta
16

n = the number of bolts

dh = the bolt hole diameter

For the calculation of Any the AISC-LRFD Specification requires that 16 of an inch be

added to the nominal bolt hole diameter when calculating net areas (AISC 1999). The net

shear area is the sum of both angles for double angle connections. The shear rupture

capacity is given by the equation below:

4Rn = 0.6AnvFu (Eq. 4.4)

Fu = the ultimate stress of the detail material

4 = 0.75

This equation is also Equation J4-1 in the AISC-LRFD Specification. For rupture limit

states, 4 is 0.75. The ultimate stress, Fu, is either 58 ksi or 65 ksi for A36 and A992

steels, respectively (AISC 2001). The range of angle and tee lengths is the same as for

shear yielding.

4.4.3 Flexural Yielding

Flexural yielding of the outstanding angle leg or tee stem is checked in determining

the design capacity of the extended connections. In standard connections, flexural

yielding need not be considered because the eccentricity of the load is within specified

gage distances (AISC 2001). For most flexural limit states, the plastic section modulus,

Z, is used to determine the flexural design strength. The AISC-LRFD Manual (2001)









allows the designer to use the elastic section modulus, S, as a conservative approximation

when calculating the flexural limit states in connections. The elastic section modulus for

the angles and tees is calculated using Equation 4.5:

S taha2 (Eq. 4.5)
S-
6

The flexural design strength is given by Equation 4.6:

1Mn = WSFy (Eq. 4.6)

S=0.90

In order to compare the flexural limit states to the others the moment is converted

to a load that acts at an eccentricity. The eccentricity, e, varies depending upon the

supported leg or stem length. The eccentricity is assumed to be the distance from the

centerline of the supported bolts to the face of the supported web as shown in Figure 4.2.

Eccentricity, e






I *

I *







Figure 4.2 Moment Eccentricity

The figure shows the dimension that is used to determine the eccentricity.

Therefore, the flexural capacity of the connection is dependent upon the eccentricity









unlike for shear limit states. As the eccentricity increases; the flexural strength decreases.

The connection capacity, R Rn, is therefore:

R Mn (Eq. 4.7)
e

e = eccentricity

4.4.4 Flexural Rupture

Flexural rupture is an ultimate strength limit state. The net elastic section modulus

is conservatively used to determine the section capacity. In Section 15 of the AISC-

LRFD Manual, an equation is provided for the net section modulus for bracket plates

(AISC 2001). The AISC Manual permits this equation to be used to determine the net

elastic section modulus for shear connections. This is a conservative approach because

the equation is for the net elastic section modulus, Snet, not the net plastic modulus. The

equation for Snet is given as Equation 4.8:

t2 2 nn21 + (Eq. 4.8)
s2n(n2-1 dh+ 1
ta 2 16)
Snet ha
6 ha




s = bolt spacing

The equation is found at the bottom of Table 15-2 in the AISC-LRFD Manual. The

equation to determine the flexural rupture is below:

4Mn = 4SnetFu (Eq.4.9)

4 =0.75

The flexural rupture strength of a connection is given in terms of a moment, so the

moment, Mn, must be divided by the load eccentricity shown in Figure 4.2 to calculate









the end reaction. As with flexural yielding, flexural rupture follows the same trend that is

that as the eccentricity increases, the capacity decreases. Therefore the connection

capacity is equal to Equation 4.7.

4.4.5 Block Shear Rupture

Block shear rupture is a limit state in which the failure path includes both an area

subject to shear and an area subject to tension (Green et al. 2001). In standard

connections there are two possible elements that can experience block shear rupture; the

connection element (angle or tee) and the net coped section. Extended connections do

not require the supported member to be coped, so block shear rupture will not occur. The

only element that needs to be checked for block shear rupture is the angle or the tee.

Block shear rupture also has the possibility of occurring across more than one failure

plane, but there is only one possible failure plane for an extended connection. Figure 4.2

shows both the shear and tension failure planes.

Block Shear Rupture
S Failure Tension Plane




E'"_ck Shear Ru _ure
Failure Shear Plne







11\


Figure 4.3 Block Shear Rupture Failure Planes









There are two equations that are used to determine the block shear rupture strength

of a connection. The equation that controls is dependant on values of tension rupture and

shear rupture, and which of the two is greater. All the connections in this research project

are controlled by shear rupture, so Equation J4-3b in the AISC-LRFD Specification is

used to determine the block shear rupture strength (1999). The equation is shown below:

4Rn = [0.6FuAnv + FyAgt] < [[0.6FuAnv + FuAt] (Eq. 4.10)

Any = net area subject to shear

Ag = gross area subject to tension

Ant = net area subject to tension

4 = 0.75

Block shear rupture can be conservatively approximated as the shear rupture strength of

the connection. The gross area in tension, Ag, is very small, and the difference between

the block shear, Any, and the net area for shear rupture is the value of Lo, which is the

clear distance from the outlying bolt and the connection angle or tee edge.

4.4.6 Bolt Bearing

Bolt bearing is concerned with the deformation of material at the loaded edge of the

bolt holes (Green et al. 2001). Bearing capacity of the connection is influenced by the

proximity of the bolt to the loaded edge, as well as, the spacing between the bolts.

The bolt edge distance is assumed to be 1-1/4 inches. This edge distance is the

same as the one given in the double angle tables of Part 10 in the AISC Manual. This

edge distance is the minimum for connections using 3/4-inch diameter through 1-inch

diameter bolts. This makes the connection as small as possible which widens its range of

applicability. Extended connections do not have the same carrying capacity as









equivalent-number-of-bolt standard connections. Therefore, an extra bolt is required in

an extended connection to make up for this loss in strength, which requires more space.

Lengthening the edge distance would add more capacity to an extended connection, but

not enough to overcome the requirement for an additional bolt.

Bolt bearing for the beam and girder are not explicitly checked in the extended

connection tables. These two limit states must be checked separately in order to verify

the design strength of the connection. For both the girder and the beam the bolt hole

deformation will be the limiting factor because there is no chance of the bolt tearing out.

Part 10 of the AISC Manual has numbers for these limit states given in a kips per inch of

web thickness format.

All bolt limit states are treated as eccentrically loaded. Eccentricity produces both

a rotation and a translation of one connection element with respect to the other. The

combined effect of this rotation and translation is equivalent to a rotation about a point

defined as the instantaneous center of rotation (IC). In order to determine the bolt bearing

capacity the instantaneous center (IC) method is utilized. This method includes the

nonlinearity of the bolt deformation. The AISC-LRFD Manual has tables with IC

method coefficients in Chapter 7 (2001). These tables are designed for a bolt group

containing 2 to 12 bolts and eccentricities up to 36 inches. These coefficients are

multiplied by the bearing capacity of a single bolt.

The bolt bearing equation given in the AISC-LRFD Specification as Equation J3-2a

is given below:

4Rn = 1 .2LctaFu < 42.4dhtaFu (Eq. 4.11)

S=0.75









L, = clear distance, in the direction of the force, between the edge of the hole and

the edge of the adjacent hole or edge of the material.

The Equation 4.11 considers bolt hole deformation at service loads, a conservative

assumption. The equation above does not include effects from load eccentricity. The

value from the equation above for one bolt is determined and multiplied by the

appropriate C coefficient for the IC method. The equation is Equation 4.12:



4Rn = QCrn (Eq. 4.12)

4 =0.75

C = IC coefficient

rn = the bearing design strength for one bolt

4.4.7 Bolt Slip

Bolt slip is considered in slip critical connections. In the design tables in the

appendices of this document, slip critical connections for three different hole types are

considered. Equations for bolt slip do not include effects of bolt eccentricity. The slip

critical value for one bolt is determined and multiplied by the C coefficient from the IC

method. The equation for bolt slip is given below:

4Rn = 1.13[tTbNsNb (Eq. 4.13)

4 = resistance factor ranging from 1.0 to 0.85

t = mean slip coefficient (Class A [t = 0.33, Class B [t = 0.5)

Tb = minimum fastener tension given in AISC LRFD Specification Table J3.1

Ns = number of slip planes

Nb = number of bolts









The 4 -factor for standard holes is 1.0, while the 4 -factor for oversized and short-slotted

holes is 0.85. The minimum fastener tension is a function of bolt diameter. The slip

capacity of the connection is the slip capacity of one bolt multiplied by the C coefficient.

4.4.8 Bolt Shear

Bolt shear is applicable to each bolted ply of a connection that is subjected to shear

(Green et al. 2001). The shear strength of a bolt is directly proportional to the number of

interfaces (shear planes) between the plies within the grip of the bolt that a single shear

force is transmitted through. The outstanding legs of double angle connections have two

shear planes, while the outstanding leg or stem for single angle and tee connections have

one shear plane. The equation for bolt shear is shown below:

1Rn = lFvAbNsNb (Eq. 4.14)

4 =0.75

Fv = bolt ultimate shear stress

Ab = nominal cross-sectional area of bolt

Ns = number of shear planes

Nb = number of bolts

As with the other bolt limit states, the bolt shear equation does not include the effects of

load eccentricity. The shear strength of one bolt is calculated and multiplied by the C

coefficient. This is equivalent to Equation 4.12 except the 4 -factor is not applied

because it is applied in Equation 4.14.














CHAPTER 5
EXTENDED DESIGN TABLE CONSTRUCTION

5.1 Extended Single and Double Angle Table Construction

The process that has been used to develop the design tables for single and double

angles is divided into three phases:

10. Determine the applicable limit states for these connections;

11. Calculate the connection strength based on the limit states previously determined;
and,

12. Reduce the data and compile into a series of connection design aid tables.

The first and second phases have been discussed in Chapter 3.

Tables have been developed for six, seven, eight, and nine-inch leg angles; 3/4, 7/8

and, 1-inch diameter ASTM A325/F 1852 and ASTM A490 bolts, and ASTM A36 and

ASTM A992 angle material. Currently, 9-inch angles are not available from steel mills,

but are included because of the possible future demand for longer angle legs if the use of

extended connections is shown to be cost effective. All supporting and supported

members are assumed to be A992 wide flange structural shapes. All edge distances are

assumed to be 1'/4-inch. The controlling limit state is highlighted in the extended angle

connection tables. All the design tables are located in the Appendix section of this

document. The single and double angle tables are categorized by angle material (either

A36 or A992) and bolt diameter (3/4-inch, 7/8-inch, 1-inch).

All connections that appear in the tables have controlling limit states that involve

the bolts or the material around the bolts in the case of bolt bearing. The connection









angles never reach their yield or fracture limit states before a bolt limit state is reached.

For many of the longer outstanding leg connections, the minimum connection strength

(10 kips) specified in Section J1.7 of the AISC-LRFD Specification (AISC 1999) is not

reached before the connection fails. Also, not all wide flange structural shapes allow for

extended angle connections when used as girders. Many heavier wide flange sections

have flanges whose flange width, bf, will not allow for any practical extended connection

to be used. In the tables, all design strength values are provided even though any

connection with a strength less than 10 kips cannot be used.

The third phase of constructing the tables consists of compiling all of the

strengths from each limit state and determining the controlling limit state. All of these

calculations were computed via an Excel Spreadsheet. The tables are categorized by the

following criteria:

* Length of outstanding angle leg
* Number of bolts in a single row
* Bolt type (A325/F1852, A490)
* Connection type (Threads excluded (X), included (N), or slip critical (SC))
* Angle thickness
* Bolt diameter
* Type of bolt hole (STD, OVS, SSLT)

The tables display the overall design strength of the connections, 4 Rn and the

appropriate limit state. Bolt bearing on the beam and girder webs is not considered in the

extended angle design strength tables, and must be checked separately by the designer.

5.2 Extended Tee Table Construction

The extended tee tables are developed using the same methodology as the single

and double angle tables with some exceptions. Tees and angles are similar in that they

both have the same limit states, and that the controlling limit states always involve the









bolts or the material around the bolts in the case of bolt bearing. The load is assumed to

have a line of action through the girder web which would eccentrically load the outlying

or stem bolts. The supporting member bolts are in a state of direct shear. The tee stem

must also be checked for flexural yielding and flexural rupture.

Extended tees pose the challenge of determining what eccentricity to use because

there are such a wide variety of tee sections. Two approaches are used to calculate the

design capacity of an extended tee connection:

1. Specify a rational number of eccentricities that cover most cases of extended
tee connections, i.e. eccentricities that will extend beyond a majority of girder
flanges;

2. Formulate an equation that is a function of eccentricity and the number of
bolts. The equation gives the appropriate eccentricity coefficient that is used
to determine the strength of the connection.

5.2.1 Extended Tee Tables

The extended tee design tables are given in Appendices M through O of this

document. The tee tables have a similar format to the angle tables, with some

differences. Due to the wide range of tees available, any eccentricity is possible. Using

the data from the parametric bay study, a practical range of eccentricities was determined.

The range of eccentricities for the tables ranges from 5 inches to 12 inches. This range

covers numerous beam-to-girder connections found in commercial steel building design.

The designer may also linearly interpolate between the values of eccentricity.

The wide variety of tees also allows for a wide range of stem thicknesses. The

stem thickness is one of the limiting factors in the design of extended tee connections.

The controlling limit state changes depending on the stem thickness. After a certain

limiting thickness is reached, the limit state changes from a bearing limit state to either a

bolt shear or slip critical limit state. The limiting thickness is equal to the shear or slip









capacity divided by the bearing capacity for a one inch thick tee stem. Therefore, the

values given in the tables are in units of either kips per inch of tee stem thickness or in

kips, depending on the controlling limit state. The highlighted rows are in units of kips

and have either bolt shear or bolt slip as the controlling limit state depending on the

connection type. The unhighlighted rows are in units of kips per inch of tee stem

thickness for the bolt bearing limit state.

The AISC Specification requires that tees are configured so that flexing of the tee

accommodates the simple-beam end rotation (AISC 1999). The AISC Manual gives an

equation in Part 9 for maximum tee stem thickness.

db + 1 in. (Eq. 5.1)
ts max = 2 + in.
2 16I

db = bolt diameter (in.)

The tables for extended tees do not check this requirement for ductility. There is the

possibility that because of the extended stem length that this requirement is not

applicable.

5.2.2 Extended Tee Equation

In order to have a more general solution than the one presented by the extended tee

tables, Equation 5.1 has been formulated to determine the design capacity of an extended

tee connection. The limit states for an extended tee connection always involve the bolts

connecting the tee to the supported member. Therefore, a similar approach to the C-

coefficients given in Chapter 7 in the AISC Manual (2001) has been developed.

The formulation involved plotting the IC coefficients for each bolt group (from 2

bolts to 12 bolts). The plots for each group were than curve-fit to determine a general

relationship.














12


LD
0)
0
C-,


10


8


-*-2-Bolts
-*-3-Bolts
4-Bolts
5-Bolts
-*-6-Bolts


--o-7-Bolts
C) ---8-Bolts
--O--9-Bolts
S 4 -- 10 Bolts
S-- 11-Bolts
,w ----12-Bolts
2



0 4 8 12 16 20 24 28 32 36
Eccentricity (in)

Figure 5.1 Eccentricity Coefficients for Tees

The curves are logarithmic in nature, but a governing equation could not be


determined using all twelve curves. Using the parametric bay study to determine the


highest practical shear reaction, the number of curves was reduced from 11 to 7. The


excluded curves include those using 9 bolts or above, therefore; the retained curves


include only those using between 2 and 8 bolts. The retained curves were bounded


between an eccentricity of 5 and 16 inches because this was deemed the practical range


for extended connections.


The reduced set of curves was fit with logarithmic curves and from that a general


equation was derived:


IC =C, ln(e)+ C2 (Eq. 5.


Where


IC = instant center coefficient


'x
k,

k


2)


:












Ci = first coefficient of number of bolts


C2 = second coefficient of number of bolts


ex = bolt eccentricity


The coefficients were determined by curve fitting the reduced results shown in Figure


5.1. Those results are given in Figure 5.2 shows the new plot with the fitted curves.




7 --- Sene
y=-303E5Ln(x)+ 11 03( ---Sene

6 y = -26102Ln(x)+ 92081
6 T--------


y=-21251Ln(x)+7321
y= -1 633Ln(x)+ 5 490
y=-1 117!)Ln(x)+37177

y = -0 659Ln(x) + 2 1403


sl1

*s2

s3l


Seres4

- Senes5

-*-Seres6


Sy= -0328Ln(x) + 1 049 --Seres7

3 -Log
3 (Serles6)
Sn=8 -Log
(Series5)
n=7 -Log
2 ((Series4)
n=6 -Log
(Serles3)
.1 n=5 -Log
(Serles2)
n=3 Log
(Seriesl)
0 -Log
4 6 8 10 12 14 16 n=2 18 20 (Serles7)

Eccentricity (in.)


Figure 5.2 Retained Eccentricity Curves


The coefficients for the fitted curves from Figure 5.2 are plotted with respect to


number of bolts. Figures 5.3 and 5.4 show the coefficient curves with the fit equations


for coefficients Ci and C2. Equations 5.2 and 5.3 give the final expression for


coeffiecents C1 and C2, respectively. The coefficients are a function of the number of


bolts in the tee stem. Both equations are second order equations and are used to calculate


the IC coefficient necessary for a particular connection.










(Eq. 5.3)


C, =-0.0065n2 -0.4018n+0.5521



Where:

n = number of bolts in the tee stem


0 1


2 3 4 5 6 7 8 9


Number of Bolts in Tee Stem
-*-Seriesl -Poly. (Seriesi)
Figure 5.3 Coefficient C1 Curve

C2 = 0.0637n2 -1.0669n -1.4715 (Eq. 5.4)

Using Equations 5.1 through 5.3, an instantaneous center coefficient can be

calculated. The IC coefficient is multiplied by the least design strength of one bolt;

determined by the limit states of either bolt shear strength, bearing strength at the bolt

holes, or slip resistance (if the connection is to be slip critical). The design strength is

given as Equation 5.5:
























C4
04 -_
2 /-






0
0 1 2 3 4 5 6 7 8 9
Number of Bolts in Tee Stem
-*-Intersect Poly (Intersect)
Figure 5.4 Coefficient C2 Curve

UR, =[C Iln(ex)+C2 xrn (Eq. 5.5)

4 = resistance factor (varies depending on limit state)


Rn = nominal strength of connection

rn = nominal strength of one bolt

The equation method of determining the design strength for extended tee

connection is slightly limited. The equations only apply for the number of bolts in the tee

stem ranging from 2 to 8, and the eccentricity of the load must be between 5 and 16

inches.
















CHAPTER 6
DESIGN EXAMPLES

6.1 Extended Double Angle Design Example

The following example is intended to show the use of the design tables in the

appendices to design an all-bolted extended double angle connection. The connection to

be designed is taken from the results of the parametric bay study. The problem statement

is given in the following paragraph.

Design the all-bolted double-angle shear connection shown in Figure 6.1. The

connection should be designed as an extended connection. Use A36 material for the

connection angles and 3/4 inch diameter A325 bolts. The connection is carrying a

factored load of 19 kips which was determined using the parametric bay study

spreadsheet provided by AISC (AISC 2003). Lastly, draw a detail of the designed

connection.




-o
Location of
Connection


Figure 6.1 Plan View of Extended Double An2xgle9 Betion Location
,._ F =(-- ksi)
(tw=0.235 in)


SI--I I





Figure 6.1 Plan View of Extended Double Angle Connection Location









Step 1- Design Bolts and Angles

Calculate the required length of the outstanding angle leg. Equation 6.1 can be used to

determine the necessary outstanding angle length.

bf (Eq. 6.1)
e = +3.5
2

bf = girder flange width (inches)

6.50
ea +3.5= 6.75 in.
2

For this example, ea is equal to 6.75 inches which requires a 7-inch outstanding angle leg

in order to clear the girder and beam flanges.

Step 2- Select Extended Connection

Use the all-bolted extended double angle design tables and choose an appropriate

connection. Using the tables in Appendix A, a connection can be chosen. A 3-bolt

connection using 5/16-inch thick A36 angles will work.

Rn = 27.9 kips > 19 kips (Eq. 6.2)

The values given in the tables are for the design strength, therefore; they are compared to

the factored loads directly. The controlling limit state is bolt bearing on the outstanding

angle legs which can be seen by the color coding in Appendix A.

Step 3-Check supported beam web

From Table 10-1 in the AISC Manual, for three rows of bolts, beam material of F = 50

ksi and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC

2001). This is a bolt bearing limit state check on the supported beam web.

Rn = (263 kips/in.X0.235 in.) (Eq. 6.3)


61.8 kips > 19 kips









The supported beam web has sufficient strength and because the beam is uncoped that is

the only limit state for the beam that needs to be checked.

Step 4-Check supporting girder web

From Table 10-1 in the AISC Manual, for three rows of bolts and girder material of Fu

65 ksi (AISC 2001). This is a bolt bearing limit state check on the supporting girder web.

R, = (526 kips/in.X0.350 in.) (Eq. 6.4)

=184 kips > 19 kips

The detailed connection is summarized in Figure 6.2


1x44


W12x19


(0'-8,"


Figure 6.2 Extended Double Angle Detail

Step 5-Design Standard Connection






43


The design of the standard double angle connection is checked by MathCAD

worksheets (Green et al. 2001). The connection requires three 3/4-inch diameter bolts, in

order for the angle to be greater than half the T-depth of the beam.

Rn = 42.8 kips > 19 kips (Eq. 6.5)

The controlling limit state is bolt bearing on the outstanding leg. The detail for the

connection can be seen in Figure 6.3.







1W1 19
3__ 3'



3

__ 4x37 xO'-8 "



1 x44


Figure 6.3 Standard Double Angle Detail

6.2 Extended Single Angle Design Example

The following example is intended to show the use of the design tables in the

appendices to design an all-bolted extended single angle connection. The connection to

be designed is taken from the results of the parametric bay study. The problem statement

is given in the following paragraph.

Design the all-bolted single-angle shear connection shown in Figure 6.4. The

connection should be designed as an extended connection. Use A36 material for the









connection angles and 3/4 inch diameter A325 bolts. The connection is carrying a

factored load of 50 kips, which was determined using the parametric bay study

spreadsheet provided by AISC (AISC 2003). Lastly, draw a detail of the designed

connection.





1)
SLocation of
Connection



,-24 -5 D -m )
(F, 50 ksi)
S (tw=0.395 in)

Soo o
7. L04





Figure 6.4 Plan View of Extended Single Angle Connection Location

Step 1-Design Bolts and Angle

First calculate the required length of the angle. Equation 6.1 can be used to determine the

necessary outstanding angle length.

ea = + 3.5 = 7.02 in. (Eq. 6.6)
2

For this example, ea is equal to 7.02 inches which requires a 7-inch outstanding

angle leg in order to clear the girder and beam flanges.

Step 2-Select Extended Connection









Use the all-bolted extended single angle design tables and choose an appropriate

connection. Using the tables in Appendix G, a connection can be chosen. A 6-bolt

connection using a 3/8-inch thick A36 angle will work.

Rn = 58.2 kips > 50 kips

(Eq. 6.7)

Step 3-Check supported beam web

From Table 10-1 in the AISC Manual, for six rows of bolts, beam material of F = 50 ksi

and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC

2001).

R, = (526 kips/in.X0.395in.) (Eq. 6.8)

=208 kips > 50 kips

The supported beam web has sufficient strength and because the beam is uncoped that is

the only limit state for the beam that needs to be checked.

Step 4-Check supporting girder web

From Table 10-1 in the AISC Manual, for six rows of bolts and girder material ofFy = 50

ksi and Fu = 65 ksi using half the value because this is a single angle connection (AISC

2001)

Rn, = (1050 kips/in.X0.430 in.) (Eq. 6.9)


= 226 kips > 50 kips


The detailed connection is summarized in Figure 6.5

















SW2 x55


W2 x62




3







L 7x4xxl -=l"

Figure 6.5 Extended Single Angle Detail

Step 5-Design Standard Connection

The design of the standard single angle connection is checked by MathCAD

worksheets (Green et al. 2001). The connection requires only four 3/4-inch diameter

bolts, but the beam must be coped top and bottom in order to fit within the girder T-

dimension.

4R, = 63.6 kips > 50 kips (Eq. 6.10)

The controlling limit state is bolt shear on the outstanding leg. The detail for the

connection can be seen in Figure 6.6.















9'. _4x55










44
















given in the following paragraph.

Design the all-bolted tee shear connection shown in Figure 6.7. The connection

should be designed as an extended connection. Use A992 material for the tee and 3/4

inch diameter A325 bolts. The connection is carrying a factored load of 19 kips which

was determined using the parametric bay study spreadsheet provided by AISC (AISC

2003). Lastly, draw a detail of the designed connection















Location of
Connection



SW14x22 Beam "a
(F 50 ksi)
WA 0
necessary outstanding tee depth.








6.00 (Eq. 6.11)
e 3.5= 6.50 i.








a2
x Ln co 0
0 I I II II




Figure 6.7 Plan View of Extended Tee Connection Location

Step t-Design Bolts and Tee

Calculate the required depth of the tee. Equation 6.1 can be used to determine the

necessary outstanding tee depth.

6.00 (Eq. 6.11)
e a 3.5 = 6.50 in .
2

For this example, ea is equal to 6.5 inches which requires a 7-inch deep tee in order

to clear the girder and beam flanges.

Step 2-Select Extended Connection

Use the all-bolted extended tee design tables and choose an appropriate connection.

Using the tables in Appendix M, a connection can be chosen. Choose a WT6x25, for this

connection. Now the stem thickness needs to be checked in order to determine which

row on the design table to use. The stem thickness for a WT6x25 is 0.37 inches,









therefore; use the highlighted row because the stem thickness is greater than the limiting

thickness of 0.36 inches. Assume the eccentricity to be 7 inches to be conservative.

4R, = 24.0 kips > 19 kips (Eq. 6.12)

Step 3-Check supported beam web

From Table 10-1 in the AISC Manual, for four rows of bolts, beam material of F = 50

ksi and Fu = 65 ksi, and Lev = 1.25 in. and Leh = 1.25 in., and the beam is uncoped (AISC

2001).

R,. = (409 kips/in.X0.230 in.) (Eq. 6.13)

= 94.0 kips > 19 kips

The supported beam web has sufficient strength and because the beam is uncoped that is

the only limit state for the beam that needs to be checked.

Step 4-Check supporting girder web

From Table 10-1 in the AISC Manual, for four rows of bolts and girder material of Fy

50 and Fu = 65 ksi, (AISC 2001)

R, =(819 kips/in.X0.300 in.) (Eq. 6.14)

=246 kips > 19 kips

The connection is summarized in Figure 6.8

Step 5-Design Standard Connection

The design of the standard tee connection is checked by MathCAD worksheets

(Green et al. 2001). The connection requires only three 3/4-inch diameter bolts, but the

beam must be coped

Rn = 39.1 kips > 19 kips (Eq. 6.15)









The controlling limit state is bolt bearing on the tee stem. The detail for the


connection can be seen in Figure 6.9.


6x25x0'-111"


Figure 6.8 Extended Tee Detail


W 18x35


14x22








xO'-?1"'


Figure 6.9 Standard Tee Connection














CHAPTER 7
FINITE ELEMENT ANALYSIS

7.1 Introduction

This chapter presents the results of a finite element study that was conducted on a

single angle bolted connection where the protruded leg of the angle extended beyond the

flange of the supporting girder. The behavior of the extended connection was compared

to that of a standard equal leg angle connection that would be used in a coped beam to

girder connection. The finite element model consisted of three main parts: the

connection angle, bolts and a portion of the supporting girder web. Each of these parts

was modeled with three-dimensional (3D) solid elements. Additionally, the contact

surface between connected elements, e.g. angle and girder web were modeled. The finite

element model incorporated the effects of material and geometric nonlinearity as well as

including the effect of initial bolt pretension on the overall connection behavior.

The finite element analysis was carried out using the latest commercially available

ADINA finite element software package, Version 8.1 (ADINA 2003). This finite

element package has the capability to model complex phenomena such as contact

problems, initial stresses, non-linear material and geometric behavior as well as dynamic

analysis. The user inputs the geometry as a 3D model drawn in a Computer Aided

Design (CAD) environment. Then, after specifying the desired type of elements) and

mesh density, the program automatically generates an optimal finite element mesh.

Once the analytical model is generated the analysis results can be presented in

numerous graphs and plots showing critical behaviors that are identified such as the









applied load-vertical tip displacement behavior and the effective stresses occurring

throughout the model. The basic finite element model was created where the position of

the bolt line in the in-plane angle leg corresponded to that of a standard coped beam to

girder connection. The finite element model was then modified by adding additional

elements to the in-plane angle leg to account for the bolt line being located further away

from the girder web. This model represented the protruded angle leg of an extended

connection where the supported beam would not need to be coped prior to being

connected to the supporting girder. The material strengths used in the models for the

structural shapes consisted of both A36 and A572 Gr. 50 steel. Therefore, the material

steel strength was considered a model parameter. The finite element analysis results for

the various models are compared as well as to the current design procedures that are in

the AISC Manual of Steel Construction (AISC 2001).

7.2 Finite Element Model Development

7.2.1 FE Discretization for Angle

Three-dimensional (3D) solid elements were utilized to model the angle section.

These elements are 8-node elements as described in the ADINA Theory and Modeling

Guide (ADINA 2003). Each node in the solid element has three master degrees of

freedom: X-translation, Y-translation, and Z-translation. The basic finite element mesh

for the angle contained 5830 solid elements and 6320 nodes. The angle mesh detail is

shown in Figure 7.1. The angle section used in the basic model represented a L3/2 x 3/2

x 5/16 and was 9 inches long. This length was chosen since it is representative of a

standard three-bolt shear connection with 1/2 in. edge spacing and 3 in. center-to-center

spacing of the bolts. The 312 inch protruded leg in the basic model was extended to 5

inches in the modified finite element model.









The basic and modified models were developed for a three-bolt connection. A

standard bolt hole diameter was used in each of the models and consisted of holes that

had a 0.8125 inch diameter for 3 inch diameter bolts.

Following a convergence study of the contact problem between the bolts and the

bolt holes, it was determined that four elements would be necessary through the thickness

of the angle leg (Wheeler et al. 2000). Since there were no bolt holes modeled in the

protruded leg, only two elements were used through the thickness in order to decrease the

number of elements used in the finite element mesh of the angle (Mao et al. 2001). A

convergence study was also carried out to determine the required element size to be used

to model the angle section. Three mesh sizes, a coarse, fine, and extra fine mesh were

created with average element sizes of 0.4, 0.3, and 0.2 inches, respectively, along the top

and bottom edges of the angle. It was determined, from the convergence study, that it

would be necessary to use the extra fine mesh in modeling the angle section. Therefore,

with this mesh size thirty elements were generated around the circumference of each of

the bolt holes.

7.2.2 FE Discretization for Girder

Modeling of the supporting girder was simplified to that of modeling its web in

order to decrease the number elements used in the overall finite element model. Three-

dimensional (3D) solid elements were utilized to model the web of the girder, the same

type of elements used to model the angle section. The basic finite element mesh for the

girder web contained 5296 solid elements and 5834 nodes. The girder web was

constructed as a plate with a width of 5/2 inches, height of 11 inches and a thickness of

5/16 inches. The mesh detail is shown in Figure 7.1.









Three bolt holes were modeled in the web of girder to correspond with the three

bolt holes in the angle. The diameter of these bolt holes was also 0.8125 inches.

Following the same convergence study of the contact problem between the bolts and the

bolt holes, it was determined that four elements would be required through the thickness

of the girder web.

Similar to the angle mesh convergence study, three different element sizes were

considered for the girder web mesh. The average element sizes that were evaluated had

dimensions of 0.4, 0.3 and 0.25 inches. Based on the results of the study, the 0.25 inch

element size was chosen for the girder web mesh. Also, in order to match the mesh of

the angle section that was connected to the web of the girder, thirty elements were

generated around the circumference of each of the bolt holes.

7.2.3 FE Discretization for Bolts

High strength structural ASTM A325 and A490 bolts were included as part of the

finite element model. The two types of bolts were each modeled in a similar fashion, the

only difference being their material behavior. Depending on the type of bolt used in the

model, a minimum pretension could be applied to the bolt in accordance with the AISC-

LRFD Specification (AISC 1999). Three-dimensional (3D) solid elements were utilized

to model each of the three bolts. These elements were 8-node elements as described in

the ADINA Theory and Modeling Guide (ADINA 2003) with three master displacement

degrees of freedom per node. The basic finite element mesh for the three bolts included

10251 elements and 11685 nodes. The bolt mesh detail is shown in Figure 7.1.

The diameter of each bolt that was modeled was 3% inch while the diameter of each

bolt head was 114 inch. In addition to the bolt and the bolt head being modeled, the nut

was also included as part of the finite element model. Along the body of the bolt, eight









elements were modeled in order to match the four elements through the thickness of the

angle leg and the other four elements through the thickness of the girder web. Four

elements were generated through the thickness of the bolt head and the nut. In order to

match the angle and girder web mesh, thirty elements were constructed around the body

of the bolt, the bolt head and the nut.

7.3 FE Model Contact Conditions

A contact condition can be specified in ADINA to model the contact behavior

between solid elements and other structural elements such as the truss, beam, shell, plate

and pile elements. Since only 3D solid elements were utilized in the model, the contact

group that was used in the model was the 3D contact group. In this type of contact group,

one of the two contact surfaces that formed is called the contactor surface and the other is

called the target surface. During the loading of the finite element model the two contact

surfaces are expected to come into contact and become a contact pair.

All parts of the bolted-bolted shear connection are connected to each other through

the contact condition. When the applied load from the beam is imparted to the angle, the

angle begins to displace which then causes it to come into contact with the bolts. The

displacement of the outstanding leg of the angle in turn then causes the bolts to come into

contact with the girder. When the bolts are also pretensioned, the bolt heads are brought

into contact with the in-plane leg of the angle, the nuts are brought into contact with the

girder web and the facing elements of the in-plane angle leg and the girder web are

brought into contact prior to the load being applied to the model.

The contact surfaces as described above were defined as surfaces that were initially

in contact or were anticipated to come into contact by the pretensioning of the bolts or

during the application of the load. In order to avoid an overconstrained analysis problem









that is caused when a contactor node belongs to more than one contact surface in a

contact group, a total of 36 surfaces, divided to 8 contact groups, and 20 contact pairs

were constructed as part of the overall finite element model. These contact groups and

contact conditions are described in Tables 7.1 and 7.2 as follows:

Table 7.1-Finite Element Model Contact Group Descriptions
Contact Contact Description
Group No.
1 Contact surface between the in-plane angle leg and the girder web(a)

2 Contact surface between the bolt heads and the in-plane angle leg

3 Contact surface between the nuts and the girder web

4 Contact surface between the shank of the bolts and the holes in the in-
plane leg of the angle(a)
5 Contact surface between the shank of the bolts and the holes in the web
of the girder(c)
6 Contact surface between the in-plane angle leg and the girder web

7 Contact surface between the shank of the bolts and the holes in the in-
plane leg of angle(b)
8 Contact surface between the shank of the bolts and the holes in the web
of the girder(b)

Notes:
(a)The contact surface between the in-plane leg and the girder web was divided
into group numbers 1 and 6
(b)Contact surface between the shank of the bolts and the holes in the in-plane leg
of the angle was divided into group numbers 4 and 7
(c)Contact surface between the shank of the bolts and the holes in the web of the
girder was divided into group numbers 5 and 8









Table 7.2- Finite Element Model Contact Surface, Pair, and Group Interactions
Contact Surface Number Contact pair
Contact Target Contactor
Groups Number Position of Faces Number Surface Surface
Group 1 1 Face #12 on Body #4 1 2 1
2 Face #12 on Body #6
Group 2 1 Face #11 on Body #4 1 2 1
2 Face #6 on Body #8 2 3 1
3 Face #6 on Body #7 3 4 1
4 Face #6 on Body #9
Group 3 1 Face #11 on Body #6 1 1 2
2 Face #5 on Body #8 2 1 3
3 Face #5 on Body #7 3 1 4
4 Face #5 on Body #9
Group 4 1 Face #1 on Body #4 1 4 1
2 Face #2 on Body #4 2 5 2
3 Face #6 on Body #4 3 6 3
4 Face #7 on Body #8
5 Face #7 on Body #7
6 Face #7 on Body #9
Group 5 1 Face #9 on Body #6 1 1 4
2 Face #7 on Body #6 2 2 5
3 Face #10 on Body #6 3 3 6
4 Face #4 on Body #8
5 Face #4 on Body #7
6 Face #4 on Body #9
Group 6 1 Face #12 on Body #6 1 1 2
2 Face #6 on Body #2
Group 7 1 Face #10 on Body #4 1 4 1
2 Face #7 on Body #4 2 5 2
3 Face #9 on Body #4 3 6 3
4 Face #4 on Body #8
5 Face #4 on Body #7
6 Face #4 on Body #9
Group 8 1 Face #6 on Body #6 1 1 4
2 Face #2 on Body #6 2 2 5
3 Face #1 on Body #6 3 3 6
4 Face #7 on Body #8
5 Face #7 on Body #7
6 Face #7 on Body #9









Tables 7.1 and 7.2 describe the detailed interactions that occurred in the finite

element analysis. Table 7.1 gives the general description of the eight contact groups that

were included in the model. Table 7.2 gives the detailed interactions between the three

main components that were included in the model and are called Bodies. The girder web

included two Bodies that were numbered 3 and 6. The angle included five Bodies that

were numbered 1, 2, 4, 5 and 10. The bolts included three Bodies that corresponded to

the three bolts that numbered 7, 8 and 9. If no contact pair numbers given in the table

that means that these two surfaces did not come into contact during the analysis.

ADINA has a library of simple Bodies contained within ADINA-M that can be

specified for contact problems. If the Body is of a complex nature it needs to be modeled

by the user. In the bolted-bolted beam-to-girder finite element model that was created

only Body numbers 1 and 3 were taken from the ADINA-M library. The other Body

numbers were more complex and had to be developed from the simple Body definitions

provided in the software. For these remaining complex Bodies, ADINA assigned Face

numbers to each Body (e.g. the simple block Body has six Faces that are assigned Face

numbers 1 through 6). ADINA automatically assigned Face numbers to each complex

Body that was modeled such as the bolt shanks or the in-plane leg of the angle having

three bolt holes. Only through direct observation of the graphical ADINA output could

the automatically assigned Face numbers be identified.

An important distinction between a contactor surface and a target surface is that in

the converged finite element solution, the material overlap at the contactor nodes is zero

while the target nodes can overlap the contactor body (Bathe and Chaudhary 2000).

Therefore, the surfaces in the angle holes were formed as a contactor surface while the









surfaces on the bolts that are in contact with the angle holes were formed as the target

surface. On the other hand, the surfaces on the bolts that are in contact with the girder

web were assigned as the contactor surfaces while the surfaces in the girder web holes

were denoted as the target surface.

The model of the connection with pretensioned bolts meant that there was friction

between the in-plane leg of angle and the girder web. This friction along the contact

surface was handled in the model by assigning a compression force that acts on each

contactor node and that node is allowed to kinematically slide along the target segments

generating a tangential force that is equal to the Coulomb friction force (ADINA 2003).

In ADINA, the user only has to input a Coulomb friction coefficient in the model

definition of the contact group where it is to be considered and then the program

automatically determines the tangential force from the compression force based on the

following equation:

T, = LT (Eq. 7.1)

Where:

Tt = Tangential force

Tn = Normal force

[t = Coulomb friction coefficient

In the finite element model that was created only the friction between the in-plane

leg of angle and the girder web was considered. The Coulomb friction coefficient that

was assumed for this frictional contact was [t = 0.2. The frictional contact between the

bolt heads to the in-plane angle leg as well as the nuts to the girder web was not

considered. This modeling assumption was made since these contact surfaces had a









much smaller surface area than that of the in-plane angle leg being in contact with the

girder web. This assumption also helped to decrease the analysis run time and the

number of iterations that necessary for each time step to converge.

7.4 FE Model Initial Conditions

The three-bolt connection was pretensioned to assure that the leg of the angle was

brought into firm contact with the web of the girder before the vertical load was applied.

In order to accomplish this in the finite element model, an initial stress was applied to the

bolts to create the pretension. Following the ADINA-Theory and Modeling Guide

(ADINA 2003), the initial stress could be done by three different methods: nodal initial

strain, element initial strain or directly applying a pressure load. The direct pressure load

application method was selected because it was easy to apply and the magnitude of the

specified pressure load could be changed. Furthermore, the method accurately reflected

the behavior of the bolts when they are pretensioned, i.e. only the body of the bolt had a

pretension load, not the bolt heads or nuts.

In order to generate the bolt pretension, a pressure load was simultaneously applied

at each bolt head and nut. The pressure load that was applied to the 3 inch diameter bolts

in the finite element model was 10 ksi. This initial condition was established in the first

step of the analysis. After that, in the second step, the pretension load was omitted and

the external vertical load was incrementally applied.

7.5 FE Model Applied Loading

A static analysis solution scheme was performed using ADINA on the finite

element model. This type of solution does not include time dependent effects, so the

specified time step increment in the program was used to define the increment or

intensity of each load step increment. In order to ensure convergence was achieved in the









solution, the number of time steps needed to be small and it was typical for the analysis

runs to use more than 350 time steps in each case.

The finite element model loading was carried out in two steps: Step 1 was

described in Section 7.4 where a pretension load was generated in the bolts, and Step 2 is

described in this section where the external vertical load was applied to the model. The

vertical shear load was applied incrementally from zero until a maximum value was

reached. This maximum load indicated that the bolted-bolted connection had reached its

ultimate load-carrying capacity.

The vertical shear load was transmitted from the beam into the connection angle

through the three bolts attaching it to the protruded leg. These three bolts were modeled

as three load groups and each group consisted of six single loads as shown in Figure 7.2.

The locations of where the vertical loads were applied were determined from the usual

geometry of where the bolt holes would have been if they had been modeled. These

locations in the protruded leg were at a horizontal distance of 2 inches from the heel of

the 312 inch angle leg and 312 inches from the heel of the 5 inch angle leg.

7.6 FE Model Boundary Conditions

There were two types of boundary conditions utilized in the model. The first type

of boundary condition was placed on the vertical edges of the girder web. Recall that its

model definition consisted of 8-node, 3D solid elements with three master degrees of

freedom at each node (X-, Y- and Z-translation). To simulate a fixed type boundary

condition, all the nodal translational degrees of freedom were fixed along these edges

which were away from the portion of the web where the angle was attached. This

boundary condition was generated along the two edges of the girder web that are parallel

to the Z-axis as shown in Figure 7.3.









The second boundary condition was placed on the protruded angle leg. In a real

bolted-bolted connection this protruded leg would be connected to the web of a beam, but

since this web was not modeled, a boundary condition was imposed to simulate this part

of the connection. The inherent stiffness in the connection between the web of the beam

and the protruded angle leg would restrain this part of the connection from twisting or

moving in the X-direction. Therefore, the X-direction movement of the angle was fixed

through the use of a boundary condition imposed on every node that made up the exterior

face of the protruded angle leg. This boundary condition can be seen in Figure 7.3.

7.7 FE Model Material Behavior

The inelastic material behavior of the angle, girder web and bolts were considered

in the finite element model development. Two steel material types, A36 (ASTM 2003?)

and A572 Gr. 50 (ASTM 2003?) were assigned to the angle while only one type of steel

material, A572 Gr. 50 was assigned to the girder web. Again, there were two steel

material types assigned to the bolts either A325 (ASTM 2003?) or A490 (ASTM

2003?). No material coupon tests or bolt tests were conducted for this project so it was

decided that a reasonable way to incorporate the inelastic behavior of the steel materials

was to treat each type as having a bi-linear stress-strain curve (Salmon and Johnson

1996). Regardless of the type of steel material, the Modulus of Elasticity, E, was defined

as having a value of 29,000 ksi. The stress-strain relationships provided in the ADINA

FE models for the A36 steel, A572 Gr. 50 steel, A325 bolt steel and A490 bolt steel are

given in Figures 7.4 through7.7. All of the material bi-linear curves are comprised of two

straight line segments. The first portion represents the elastic behavior and goes from

zero to a point defined by the yield strain and the corresponding yield stress of the

material, (Sy, oy). The second portion represents the inelastic behavior of the material.









This part of the stress-strain curve starts at (sy cy) and is terminated at a point defined

by the ultimate strain and the corresponding ultimate tensile strength of the material, (su,

ou). It was felt that this level of strain would not be exceeded in any of the analyses so

the stress-strain curves did not need to be extended any further than that provided.

Table 7.3 FE Model Steel Material Properties
ASTM Yield Stress, Ultimate Tensile
Designation CoY (ksi) Strength, yu (ksi)
A36 36 58
- - - - - - - -
A572 Gr. 50 50 65

A325 80 100
A490 100 120

Finally, the steel materials for the angle and girder web along with the different bolt

types were arranged into groups and analyzed as shown in the Table 7.4.

Table 7.4 FE Model Material Groups
Angle Girder Web Bolt
Group I A36 A572 A490
Group II A36 A572 A325
Group III A572 A572 A490

7.8 FE Analysis Results

The results from each FE model were post-processed through ADINA-Plot, a

branch of the ADINA finite element software package, Version 8.1 (ADINA 2003). In

order to compare the analysis results from different model configurations a consistent

approach to the data would need to be taken. It was decided that the best way to do this

would be to either: 1) Plot the incremental applied load versus the tip deflection of the

protruded angle leg from different FE models; or 2) Plot the incremental applied load

versus the end rotation of the protruded angle leg from different FE models. The end

rotation of the leg was calculated from the displacement results taken at two nodes on the









toe of the protruded leg. The first node was located at the top corner and the second node

was located at the bottom corer of the protruded leg. The node numbers from the two

different geometric models that were used to determine the end rotation of the angle leg

are shown in the Table 7.5.

Table 7.5 Corner Node Numbering
Model Description Top Corner Node Bottom Corner Node
312 in. Protruded Leg Model 24703 22556
5 in. Protruded Leg Model 27719 22591

The end rotation, 0, of the protruded leg from each analysis result was calculated

using the following the equation:

S op(-Y bottx o (Eq. 7.2)
(9 in +Zbottom Ztop

Where:

Ytop = Displacement of the top corer node in the Y-axis

Bottom = Displacement of the bottom corner node in the Y-axis

Ztop = Displacement of the top corner node in the Z-axis

Zbottom = Displacement of the bottom corner node in the Z-axis

9 in. = Length of the angle

It was necessary to take into account both the Y-axis displacement as well as the Z-axis

displacement in the calculation of end rotation since the protruded angle leg did not

deform solely in its own plane. Figure 7.8 shows the load vs. displacement results of the

Material Group I finite element model with a 5 inch protruded leg where the maximum

displacements reached 0.36 and 0.23 inches in the Y- and Z-axis, respectively when the

maximum applied load reached 34.8 kips. This occurred at time step = 193.









The applied load vs. end rotation was compared for two Material Group I models

that only differed in the length of the protruded angle leg (see Figure 7.9). The model

with the 312 inch protruded leg converged at time step = 277, corresponding to a

maximum applied load of 49.9 kips and an end rotation of 0.054 rad. The model with the

5 inch protruded leg converged at time step = 193, corresponding to a maximum applied

load of 34.8 kips and an end rotation of 0.053 rad.

The next applied load vs. end rotation comparison that was made evaluated the

results from the Material Group I (A490 bolts) and II (A325 bolts) models. The length of

the protruded angle leg in each model was 5 inches. The model with the A325 bolts

reached a convergence limit when time step = 194, corresponding to a maximum applied

load of 35.0 kips and an end rotation of 0.058 rad. In comparison, the model with the

A490 bolts converged at time step = 193, corresponding to a maximum applied load of

34.8 kips and an end rotation of 0.053 rad. The results of this comparison are shown in

Figure 7.10.

The last applied load vs. end rotation comparison that was made evaluated the

results from the Material Group I (A36 angle) and III (A572 Gr. 50 angle) models. The

length of the protruded angle leg in each model was 5 inches. The model with the A36

steel angle reached a convergence limit when time step = 193, corresponding to a

maximum applied load of 34.8 kips and an end rotation of 0.053 rad. In comparison, the

model with the A572 Gr. 50 steel angle converged at time step = 240, corresponding to a

maximum applied load of 43.2 kips and an end rotation of 0.066 rad. Figure 7.11 shows

the comparison between these two analysis results.









Figures 7.12 and 7.13 are smoothed effective stress plots showing the change in

model behavior from the initial time step to the final time step, respectively of the

analysis run with Material Group I and a 312 inch protruded angle leg. At time step =

1.000 there was no externally applied load, only the pretension in the bolts. The

maximum smoothed effective stress was approximately 14 ksi and that was fairly

uniform between the angle, girder web and the bolts. At time step = 193, the maximum

smoothed effective stresses were 65.78 ksi in the angle, 88.14 ksi in the girder web and

132.6 ksi on the bolt shank. The critical stress occurred at the location of the top hole in

the angle leg. This would correspond to reaching a limit state of bolt bearing on the angle

material which is the same limit state that would have been found if using the design

tables in the Appendices.

Figures 7.14 and 7.15 show the maximum smoothed effective stress plots for

analysis runs with Material Groups II and III, respectively and a 312 inch protruded angle

leg. For Material Group II (time step = 194) these stresses were 70.05 ksi in the angle,

88.11 in the girder web and 98.30 ksi on the bolt shank. For Material Group III (time

step = 240) these stresses were 78.91 ksi in the angle, 99.95 ksi in the girder web and

136.8 ksi on the bolt shank. In each case the maximum stress occurred at one of the bolt

hole locations indicating that a limit state of bolt bearing was reached.

One more comparison was made between all the models previously discussed and a

new model where the boundary condition along the vertical edges of the girder web was

changed from being fixed to that of being pinned. Figure 7.16 shows the applied load vs.

end rotation behavior of the new model compared to all the previous results. The pinned

boundary condition has a marked influence on the rotational behavior of the connection






67


whereas the strength of the connection only changed slightly. A convergence limit was

reached in the analysis of this model at time step = 207, corresponding to an applied load

of 37.2 kips and a maximum end rotation of 0.129 rad. Again, the maximum stresses

occurred at the top bolt hole location, but now it was bolt bearing on the girder web.










A



L- i -1r '
Ai -.. 'i ,,li ".'t jii ,"i < _Ri "
iii i-Th i i ..t

.III t 4 It: I i ""j'[i 1 b t' ij[:"1'
.I i

...lt-.1 EJM. i;reEem. .t.. Meh,


Figure 7.1 FE Model Element Meshing
















PRESCRIBED
PRESSURE
TIME 5,000

S0.00










PRESCRIBED
FORCE
TIME 5.000

I 0.04000


Figure 7.2 FE Model Applied Loading


PRESCRIBED
FORCE
TIME 1.000

S0.000











PRESCRIBED
PRESSURE
TIME 1030

1 0.00


PRESCRIBED
FORCE
TIME 1.,0
0.000










PRESCRIBED
PRESSURE
TIME 1.030

n 10.00


















UL U U..

C


Figure 7.3 FE Model Boundary Conditions


U U U
B / ./








71




Stress-Strain Curve


0.050


0.100

Strain


0.150


0.200


-- Stress

Figure 7.4 Bi-linear Stress-Strain Curve for A36 Steel Material



Stress-Strain Curve


70.0

60.0


50.0

40.0

30.0

20.0

10.0

0.0


0.000 0.050 0.100 0.150
Strain

SStress

Figure 7.5 Bi-linear Stress-Strain Curve for A572 Gr. 50 Steel Material


70.0

60.0

50.0

40.0

30.0

20.0

10.0

nrn


36.0


0.000


.0


0 200


-8-H H











Stress-Strain Curve


120.0

100.0

80.0


0.0 6 0 0.0
0.000 0.050 0.100 0.150
Strain

SStress

Figure 7.6 Bi-linear Stress-Strain Curve for A325 Bolt Material


Stress-Strain Curve


140.0-

120.0

100.0

80.0

60.0

40.0

20.0

0.0-


0.000 0.050 0.100 0.150
Strain

SStress

Figure 7.7 Bi-linear Stress-Strain Curve for A490 Bolt Material


0.200


0 200


_ _yy


p~-t







73




Load-Displacement Curve


40.0

35.0
30.0

25.0

20.0
15.0

10.0
5.0

0.0
0.000


0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400


Displacement (in.)

-*-Z Displacement -- YDisplacement

Figure 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


Load-Rotation Curve


60.0

50.0

40.0

S30.0
0

20.0

10.0

0.0


0 0.01 0.02 0.03 0.04 0.05


Rotation (rad)

---5in Protruded Leg ---3.5in Protruded Leg

Figure 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






74


Load-Rotation Curve


40.0
35.0
30.0
25.0
20.0
15.0
10.0
5.0
0.0


0 0.01


0.03


0.04


0.06


Rotation (rad)

A490 Bolt Used A325 Bolt Used
Figure 7.10 Comparison of Applied Load vs. End Rotation Curves for FE Models with
A325 and A490 Bolts and 5 in. Protruded Leg

Load-Rotation Curve


50.0
45.0
40.0
35.0
30.0
25.0
20.0
15.0
10.0
5.0
0.0


0 0.01 0.02 0.03 0.04 0.05 0.06


Rotation (rad)

A36 Angle Used A572 Angle Used"
Figure 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


i















A

D

I

N

A


EFFECTIVE
STRESS
RST CALC
TIME 1.000













MAXIMUM
6 14.4






MINIMUM
- 0.0016
- 5-00
i- 3.00
-1.00





MAXIMUM
a 14.46
M]NLMUM
3 0.0002W14


EFFECTIVE
STRESS
R5T CALC
TIME 1.000

- 13.00
S 11.00
-9.00
7.00
5.00
1.00




MAXIMUM
a 14.46
MINIMUM
X 0.0002164


Figure 7.12 Effective Stress Plots of the Single Angle, Bolts and Girder Web
Material Group I, Time Step = 1.000


c.










r


EFFECTIVE
STRESS
RST CALC
TIME 1.000

- 12,67
11.00
733
4,67






MAXIMUM
A 13.73
M]NLMUM
m 3.916


EFFECTIVE
STRESS
RST CALC
TIME 1,000

I L ,667
-7.333
6.000
4.667
3.333
S0,667






IAMMUM
- 9.286
MINIMUM
* D.06189


for the FE Model with 3.5 in. Protruded Leg and
















SMOOTHED
EFFECTIVE
STRESS


TIME 193.2

,i. 0
N-0

- ., .- 63.0
45.0
27: 1.0
.-iF.. F .0
., i;I


*-fl


I iI
,I";'^


MAXIMUM
A 132.6
MINIMUM
W 0.2052


SMOOTHED
EFFECTIVE
STRESS
,, RST CALC
TIME 193.2

I 55.50
'4950
S 40.50
31.50 r
22-50
13.50
4.50 -



MAXIMUM
A 65.-8
MINIMUM
S062052


STRESS
S RST CAL(
TIME 109

',:..,/ -- 117,0

810
63.0
45.0
270
9.0

two.i'SS


MAXIMUM
A 132.6
MINIMUM
E 0.9615


Figure 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)


A

D

I

N

A


SMOOTHED
r'rT '-Titr,


C.
2


SMOOTHED
EFFECTIVE
STRESS
RST CALC
TIME 193.2

S7800
66.00
5400
42.00
30.00

E600



MAXIMUM
6 88.14
MINIMUM
W 1.005














SMOOTHED
EFFECTIVE
STRESS
RST CALC
TIME 193.8


SMOOTHED
AF EFFECTIVE
STRESS
RST CALC
TIME 193.8


N ,, 86.67 :!
,,, ,e ,, 73.3 5
" :- 46.67 :. !
33.33 ."
20.00
46.67
~ .O


' MAXIMUM
98.30
MINIMUM
S 0.2046


Br.I


65,00
55.00
- 45.00
S35.00
- 25.00
5.00
F15.00 C-1 0


MAXIMUM
A 70.05
MINIMUM
* 0.2046


Figure 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)


A

D

I

N

A


SMOOTHED
EFFECTIVE
STRESS
RST CALC
TIME 193.8


SMOOTHED
EFFECTIVE
STRESS
RST CALC
TIME 193.8


86.67
?3.33
- 60.00
- 46.67
- 33.33

667


MAXIMUM
A 98.30
MINIMUM
* 1.178


S78,00
66.00
54.00
42.00
50.00
F 18.00
6,00


MAMMUM
A 88-11
MINIMUM
* 1.591














SMOOTHED
EFFECTIVE
STRESS ;.
* RST CALC SMOOTHED
TIME 239.62 EFFECTIVE
SSTRESS
S RST CALC
TIME 239.62
66.7
*- 53.3 1304
'- 40.0 i 110.0
26.7 90,0


710-D
C f -


MAXIMUM
A 99.95
1 MINIMUM
m 1.936


(.


MAMMUM
A 136.B
MINIMUM
m 1.617


Figure 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)


A

D

I

N

A


SMOOTHED
EFFECTIVE
STRESS
RSTCALC
TIME 239.62


SMOOTHER'
EFFECTIVE
STRESS
S RST CALC
S TIME 239.6E


-,


I 130.0
_- 110.0
-90.0
- 70.0
- 50.0
130.0
I 10.0


;id


L 70.00

40.00
0.00
3.00
10.00


MAXIMUM
A 78.91
MINIMUM
X 0Q2272


MAXIMUM
A 136.8
MINIMUM
X 0.2272


, !!?


01 ,N"O












Load-Rotation Curve


30.0
0
20.0

10.0

0.0


0 0.02 0.04 0.06 0.08 0.1 0.12
Rotation (rad)


--- Model 1 Model 2 -- Model 3 -- Model 4 -- Pin-Boundary

Figure 7.16 Comparison of Applied Load vs. End Rotation Curves for Material Groups I,
II and III with Fixed Girder Web Boundary Conditions and Material Group III
with Pinned Girder Web Boundary Conditions













CHAPTER 8
SUMMARY AND CONCLUSIONS

Extended all-bolted double angle, single angle, and tee connections are a viable

alternative to standard shear connections with coped beams. The connections have a

limited range of applicability, but in low-rise commercial buildings with lightly loaded

bays, an extended connection will be economical. The connections require no new

construction methods or material, so they can be put to use immediately. The

introduction of longer leg or higher yield strength will increase the range where extended

all-bolted connections can be used.

The tables located in the appendices of this document are considered reliable for

design use. The methods that are used to tabulate them are all based on sound theory and

mechanics. It is recommended that before extended all-bolted connections are introduced

into common practice that some confirmatory laboratory testing be conducted. The

results from this testing may require modifications to the assumptions made in the

calculation of the design tables.

Also, more testing is recommended in the area of beam-to-girder connections.

Almost all previous research is oriented towards beam-to-column connections. The

behavior of a beam-to-girder connection will almost certainly vary somewhat from that of

a beam-to-column connection. Beam-to-girder connections are usually made to the web

of the girder and the web of the beam while beam-to column connections connect the

column flange to the beam girder. The stiffnesses between the girder web and the

column flange vary. This may affect the overall connection behavior. This insight may









help with the design of extended connections. Also, the differences between two-sided

connections as with interior girders where there is one connection on either side of the

girder web, and one-sided connections to spandrel girders should be considered during

the testing of beam-to-girder connections.

The design of extended all-bolted double angle, single angle, and tee connections

must be carefully considered. The designer should understand the theory and mechanics

that are involved in the design of these connections. The tables located in the appendices

section are only tools and designers should use their best judgment when selecting the

type of connection to be specified..















APPENDIX A
3/4-INCH DIAMETER ALL-BOLTED A36 STEEL DOUBLE ANGLE
CONNECTIONS

The tables given in Appendix A are all-bolted double angle connections. The

angles are A36 angles using either A325/F1852 or A490 3/4-inch diameter bolts.







C0 0 0
3'
0i



Vn0 0 -










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 14.9
X 14.9 17.9
STD 11.3 11.3 11.3
SC Class
A325/ A OVS 9.7 9.7 9.7
F1852 SSLT 9.7 9.7 9.7
STD 14.9 17.2 17.2
SC Class
SOVS 13.8 14.6 14.6
SSLT 14.6 14.6 14.6
2 3/4 6N 14.9 1

X 14.9 17.9 23.9
STD 14.2 14.2 14.2
SC Class
A0 A OVS 12.0 12.0 12.0
A490 A
SSLT 12.0 12.0 12.0
STD 14.9 17.9 21.5
SC Class
S OVS 13.8 16.6 18.2
SSLT 14.9 17.9 18.2
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 33.3
X 33.3 40.0
STD 25.3 25.3 25.3
SC Class
A325/ OVS 21.6 21.6 21.6
F1852 SSLT 21.6 21.6 21.6
STD 33.3 38.4 38.4
SC Class
O VS 30.9 32.6 32.6
3 3 6 SSLT 32.6 32.6 32.6
3 3/4 40.0

X 33.3 40.0 53.4
STD 31.6 31.6 31.6
SC Class
0 A OVS 26.9 26.9 26.9
A490 A
SSLT 26.9 26.9 26.9
STD 33.3 40.0 48.0
SC Class
O VS 30.9 37.1 40.7
SSLT 33.3 40.0 40.7
SSLT 33.3 40.0 40.7










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 57.7
X 57.7 69.2
STD 43.8 43.8 43.8
SC Class
A325/ A OVS 37.3 37.3 37.3
F1852 SSLT 37.3 37.3 37.3
STD 57.7 66.4 66.4
SC Class
SOVS 53.5 56.4 56.4
4 3 6 SSLT 56.4 56.4 56.4
4 3/4 669

X 57.7 69.2 92.3
STD 54.7 54.7 54.7
SC Class
A0 A OVS 46.6 46.6 46.6
A490 A
SSLT 46.6 46.6 46.6
STD 57.7 69.2 83.0
SC Class
O VS 53.5 64.2 70.5
B
SSLT 57.7 69.2 70.5
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 84.4
X 84.4 101.3
STD 64.2 64.2 64.2
SC Class
A325/ A OVS 54.6 54.6 54.6
F1852 SSLT 54.6 54.6 54.6
STD 84.4 97.1 97.1
SC Class
O VS 78.3 82.6 82.6
SSLT 82.6 82.6 82.6
3/4 N 84.4 101.3
X 84.4 101.3 135.1
STD 80.1 80.1 80.1
SC Class
0 A OVS 68.2 68.2 68.2
A490 A
SSLT 68.2 68.2 68.2
STD 84.4 101.3 121.4
SC Class
O VS 78.3 93.9 103.2
SSLT 84.4 101.3 103.2
SSLT 84.4 101.3 103.2










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 112.8
X 112.8 135.4
STD 85.7 85.7 85.7
SC Class
A325/ A OVS 73.0 73.0 73.0
F1852 SSLT 73.0 73.0 73.0
STD 112.8 129.8 129.8
SC Class
O VS 104.6 110.3 110.3
6 3 6 SSLT 110.3 110.3 110.3
N 112.8 135.4
X 112.8 135.4 180.5
STD 107.1 107.1 107.1
SC Class
A9 A OVS 91.1 91.1 91.1
A490 A
SSLT 91.1 91.1 91.1
STD 112.8 135.4 162.3
SC Class
O VS 104.6 125.5 137.8
B
SSLT 112.8 135.4 137.8
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 142.6
X 142.6 171.1
STD 108.4 108.4 108.4
SC Class
A325/ A OVS 92.3 92.3 92.3
F1852 SSLT 92.3 92.3 92.3
STD 142.6 164.1 164.1
SC Class
O VS 132.2 139.4 139.4
SSLT 139.4 139.4 139.4
3/4 N 142.6 171.1
X 142.6 171.1 228.1
STD 135.3 135.3 135.3
SC Class
S OVS 115.1 115.1 115.1
A490 A
SSLT 115.1 115.1 115.1
STD 142.6 171.1 205.1
SC Class
O VS 132.2 158.7 174.2
SSLT 142.6 171.1 174.2
SSLT 142.6 171.1 174.2










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 172.1
X 172.1 206.5
STD 130.8 130.8 130.8
SC Class
A325/ A OVS 111.4 111.4 111.4
F1852 SSLT 111.4 111.4 111.4
STD 172.1 198.0 198.0
SC Class
O VS 159.6 168.3 168.3
SSLT 168.3 168.3 168.3
S 3/4 N 172.1 206.5
X 172.1 206.5 275.3
STD 163.3 163.3 163.3
SC Class
A0 A OVS 138.9 138.9 138.9
A490 A
SSLT 138.9 138.9 138.9
STD 172.1 206.5 247.5
SC Class
S OVS 159.6 191.5 210.3
SSLT 172.1 206.5 210.3
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 202.0
X 202.0 242.4
STD 153.5 153.5 153.5
SC Class
A325/ OVS 130.7 130.7 130.7
F1852 SSLT 130.7 130.7 130.7
STD 202.0 232.4 232.4
SC Class
O VS 187.3 197.5 197.5
S 3/4 6 SSLT 197.5 197.5 197.5
N 202.0 242.4
X 202.0 242.4 323.2
STD 191.7 191.7 191.7
SC Class
SOVS 163.1 163.1 163.1
A490 A
SSLT 163.1 163.1 163.1
STD 202.0 242.4 290.5
SC Class
O VS 187.3 224.8 246.8
SSLT 202.0 242.4 246.8
SSLT 202.0 242.4 246.8










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 231.6
X 231.6 277.9
STD 176.0 176.0 176.0
SC Class
A325/ A OVS 149.9 149.9 149.9
F1852 SSLT 149.9 149.9 149.9
STD 231.6 266.4 266.4
SC Class
O VS 214.7 226.4 226.4
B
SSLT 226.4 226.4 226.4
10 3/4 N 231.6 277.9
X 231.6 277.9 370.5
STD 219.8 219.8 219.8
SC Class
A0 A OVS 186.9 186.9 186.9
A490 A
SSLT 186.9 186.9 186.9
STD 231.6 277.9 333.0
SC Class
S OVS 214.7 257.7 282.9
B
SSLT 231.6 277.9 282.9
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 261.1
X 261.1 313.3


A325/
F1852


SC Class
A

SC Class
B


STD


198.4


198.4


OVS 169.0 169.0 169.0


SSLT
STD


169.0
261.1


169.0
300.4


169.0
300.4


OVS 242.1 255.4 255.4


SSLT


I -.


A490


255.4


261.1


255.4


255.4


313.3


X 261.1 313.3 417.8
STD 247.8 247.8 247.8
SC Class
SC Class OVS 210.8 210.8 210.8
A SSLT 210.8210.8210.8
SSLT 210.8 210.8 210.8


SC Class
B


STD


261.1


313.3


375.5


OVS 242.1 290.5 319.0


I Yo.4


m


m


SSLT


261.1


313.3


319.0










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Condition Type
Leg
5/16 3/8 1/2
N 289.4
X 289.4 347.3
STD 220.0 220.0 220.0
SC Class
A325/ A OVS 187.3 187.3 187.3
F1852 SSLT 187.3 187.3 187.3
STD 289.4 333.0 333.0
SC Class
O VS 268.4 283.1 283.1
2 34 6 SSLT 283.1 283.1 283.1
N 289.4 347.3
X 289.4 347.3 463.1
STD 274.7 274.7 274.7
SC Class
SOVS 233.7 233.7 233.7
A490 A
SSLT 233.7 233.7 233.7
STD 289.4 347.3 416.3
SC Class
O VS 268.4 322.1 353.6
SSLT 289.4 347.3 353.6
SSLT 289.4 347.3 353.6










Notes:
Angles are assumed to be A36 Steel
Supporting and supported members are assumed to be A992 Steel
Leh is assumed to be 1.25 in.
Represents a bolt bearing limit state
Represents a bolt shear limit state
Represents a slip-critical limit state
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Cond. Type
Leg
5/16 3/8 1/2
N 13.8
X 13.8 16.5
STD 10.5 10.5 10.5
SC Class
A325/ A OVS 8.9 8.9 8.9
F1852 SSLT 8.9 8.9 8.9
STD 13.8 15.8 15.8
SC Class
O VS 12.8 13.4 13.4
2 3 7 SSLT 13.4 13.4 13.4
2 3/4 7N

X 13.8 16.5 22.0
STD 13.1 13.1 13.1
SC Class
A0 A OVS 11.1 11.1 11.1
A490 A
SSLT 11.1 11.1 11.1
STD 13.8 16.5 19.8
SC Class
SC Class OVS 12.8 15.3 16.8
B
SSLT 13.8 16.5 16.8
All-Bolted Extended Double-Angle Connections
N (# of Bolt Angle ASTM Thread Hole Angle Thickness
Bolts) Diameter Outstanding Desig. Cond. Type
Leg
5/16 3/8 1/2
N 27.9
X 27.9 33.5
STD 21.2 21.2 21.2
SC Class
A325/ A OVS 18.1 18.1 18.1
F1852 SSLT 18.1 18.1 18.1
STD 27.9 32.1 32.1
SC Class
O VS 25.9 27.3 27.3
SSLT 27.3 27.3 27.3
3N 27.9 33.5

X 27.9 33.5 44.7
STD 26.5 26.5 26.5
SC Class
A0 A OVS 22.5 22.5 22.5
A490 A
SSLT 22.5 22.5 22.5
STD 27.9 33.5 40.1
SC Class
O VS 25.9 31.1 34.1
SSLT 27.9 33.5 34.1
SSLT 27.9 33.5 34.1