SYS Bolt Manual

Bolt Connections

With the best Complement ofSiam Yamato Steel Co., Ltd.

1 Siam Cement Road, Bangsue, Bangkok 10800, ThailandTel: (66 2) 586-2783-4, 586-5563, 586-2371-2

Fax: (66 2) 586-2687, 910-3123E-mail: [email protected]

Design Software for Bolt Connections of Steel Structures

MMMaaannnuuuaaalll

SSSYYYSSS BBBooolllttt CCCooonnnnnneeeccctttiiiooonnn

DISCLAIMER

CONSIDERABLE TIME, EFFORT AND EXPENSEHAVE GONE INTO THE DEVELOPMENT AND DOCUMENTATION OF SYS BOLT CONNECTIONS DESIGN PROGRAM. THE PRO-GRAM HAS BEEN THOROUGHTLY TESTED AND USED. IN USING THE PROGRAM, HOWEVER, THE USER ACCEPTS AND UNDERSTANDS THAT NO WARRANTY IS EXPRESSED OR IMPLIED BY THE DEVELOPERS OR THE DISTRIBUTORS ON THE ACCURACY OR THE RELIABILITY OF THE PROGRAM. THE USER MUST EXPLICITLY UNDERSTAND THE ASSUMP-TIONS OF THE PROGRAM AND MUST INDEPNDENTLY VERIFICATION THE RESULTS.

Contents

Introduction to SYS Bolt Connections 2

Fundamental of Steel Connection Design 8

Shear Plate Design Module 15

Shear Angle Design Module 19

Bending Splice Plate Design Module 23

Beam Moment End Plate Design Module 27

Calculation Example: Shear Plate Connection 31

Calculation Example: Shear Angle Connection 36

Calculation Example: Bending Splice Plate Connection 42

Calculation Example: Bending Moment End Plate Connection 51

References 55

SYS Bolt Connections Manual

Introduction


- 2 -

Introduction

SYS Bolt is a design software for bolt connections. The software is able to design

simple shear connection and moment connection. There are four modules namely, Shear Plate Design, Shear Angle Design, Beam Moment End Plate Design, and Bending Splice Plate Design. All modules are written in the same environment and interactively interface with users.

The software uses windows platform. Users can easily control the program by the command buttons as shown.

Figure 1. Control Buttons

Project Description Input Box

The project description input box shows user information about the project e.g. project name, job title, job no., engineer. The relevant information of Design task can be input as the reference

Figure 2. Project Description

Project Description

Open File

Save File

Preview

Run Program About

Exit


- 3 -

Control Buttons 1. Open File Button To be used for opening the existing file in the database. 2. Save File Button To be used for saving the file onto hard disk or floppy disk or removable disk. 3. Preview Button

To be used for previewing the connection figure. 4. Run Button To be used for running the program after completing the connection inputs 5. About

Containing program information such as, a version of the program is now being used. 6. Exit

To be used for exiting the program.


- 4 -

Design Module 1 : Shear Plate Design

Figure 3. Shear Plate Design Module

Shear Plate design module provides the design of shear connection between beam-to-column or beam-to-beam. The direct shear force from loaded beam will be transferred to supports through the designed number of bolts and shear plates having sufficient load carrying capacity. All information required for shear plate connection design such as member section, bolt type, bolt diameter, shear force and so on, shall be prepared and filled in the Input box by users. The option on connection advisor is provided for user as a first start of design, then user can modify the data for his/her designed variables.


- 5 -

Design Module 2 : Shear Angle Design

Figure 4. Shear Angle Design Module

Similar to Shear Plate design module, Shear angle design provides the design of shear connection between beam-to-column or beam-to-beam. The direct shear force from loaded beam will be transferred to supports through the designed number of bolts and shear angles having sufficient load carrying capacity. The angle section is provided in pull-down menu for user’s selection. The option on connection advisor is also provided for user as a first start of design, then user can modify the data for his/her designed variables.


- 6 -

Design Module 3 : Bending Splice Plate Design

Figure 5. Bending Splice PlateDesign Module

Bending Splice Plate design module provides the design of shear connection between beam-to-column or beam-to-beam. The bending moment and shear force from loaded beam will be transferred to supports through the designed number of bolts and web and flange plates having sufficient load carrying capacity. The option on connection advisor is also provided for user as a first start of design, then user can modify the data for his/her designed variables.


- 7 -

Design Module 4 : Bending Moment End Plate Design

Figure 6. Bending Moment End Plate Design Module

Similar to Bending Splice Plate design module, Bending Moment End Plate design provides the design of shear connection between beam-to-column or beam-to-beam. The bending moment and shear force from loaded beam will be transferred to supports through the designed number of bolts and end plates having sufficient load carrying capacity. The option on connection advisor is also provided for user as a first start of design, then user can modify the data for his/her designed variables.


Theory


- 8 -

Fundamental of Steel Connection Design

The designs of simple shear and moment connections follow mainly to the design guidance recommended by American Institute of Steel Construction (AISC). Two design guidances, Manual of Steel Construction 9th edition (Allowable Stress Design) and Structural Steel Design guidance of Engineering Institute of Thailand (Allowable Stress Design) are used as the references. In order to facilitate the designers, the summary of the basic concepts used in the program are summarized as follows: Net area nA = ( ){ }b d h t− +∑ for line bolts

nA = ( )2

4sb d h tg

⎧ ⎫− + +⎨ ⎬

⎩ ⎭∑ for zigzag bolts

where nA = net area (cm2) b = gross width (cm) d = bolt diameter (cm) h = oversize tolerance (0.2 cm) s = longitudinal center-to-center spacing (pitch) of two consecutive holes (cm) g = transverse center-to-center spacing of (gage) between fastener gage lines (cm) t = member thickness (cm) Effective net area e nA UA= where eA = effective net area (cm2) U = reduction coefficient nA = net area (cm2) Values of U in AISC’s specification are as follows

a. For W, M, or S shaped with flange widths not less than two-thirds the depth and structural tees cut from them, connected by the flanges, and for bolted and riveted connections with at least three fasteners per line in the direction of the stress, U = 0.90.


- 9 -

b. For W, M, or S shaped not meeting the conditions specified in a., for structural

tees cut from them, for all other shapes including built-up sections, and for bolted and riveted connection with at least three fasteners per line in the direction of stress, U = 0.85.

c. For all members with bolted or riveted connections with only two fasteners per line of the stress, U = 0.75.

d. If all the elements of a member cross section are connected, U = 1 Tension Members: Tension failure caused by yielding

0.6 y gT F A=

where T = tensile force (kg) yF = yield stress (ksc) gA = gross sectional area (cm2) Tension failure caused by rupture 0.5 u eT F A= where T = tensile force (kg) uF = ultimate tensile stress (ksc) eA = effective net area (cm2) Tension failure caused by block shear rupture ( ) ( )0.3 0.5u nv y ntT F A F A= +

where T = tensile force (kg) nvA = net shear area (cm2) ntA = net tension area (cm2)


- 10 -

Strength of Bolts: Tensile strength t t bR F A= where tR = allowable tensile force/bolt (kg) tF = allowable tensile stress of bolt (ksc) bA = cross sectional area of one bolt (cm2) Shear strength v v bR F A= where vR = allowable shear force/bolt (kg) vF = allowable shear stress of bolt (ksc) bA = cross sectional of one bolt (cm2) Bearing strength 1.2b uR F dt= where bR = allowable bearing force (kg) uF = ultimate tensile stress (ksc) d = bolt diameter (cm) t = member thickness (cm) Allowable stress of bolts Table 1 Allowable stress of bolts (ksc)

Bolt type

Allowable tensile stress of bolt ( tF )

Allowable shear stress of bolt ( vF )

Bearing Slip critical A 307 1380 690 - A325-N 3030 1450 1170 A325-X 3030 2070 1170 A490-N 3720 1930 1450 A490-X 3720 2760 1450 Other-N 0.33 uF 0.17 uF - Other-X 0.33 uF 0.22 uF - Remarks: Bolt F8.8 class is equivalent to A325 class. Bolt F10 class is equivalent to A490 class.


- 11 -

Allowable stress of combined tension and shear of bolts Table 2 Allowable stress of combined tension and shear of bolts (ksc)

Bolt type

Allowable tensile stress of bolt ( tF )

Allowable shear stress of bolt ( vF ) slip critical

A 307 1790 1.8 1380vf− ≤ - A325-N

( )2 23030 4.39 3030vf− ≤ 1170 1 t b

b

f AT

⎛ ⎞−⎜ ⎟

⎝ ⎠

A325-X ( )2 23030 2.15 3030vf− ≤ 1170 1 t b

b

f AT

⎛ ⎞−⎜ ⎟

⎝ ⎠

A490-N

( )2 23720 3.75 3720vf− ≤ 1450 1 t b

b

f AT

⎛ ⎞−⎜ ⎟

⎝ ⎠

A490-X ( )2 23720 1.82 3720vf− ≤ 1450 1 t b

b

f AT

⎛ ⎞−⎜ ⎟

⎝ ⎠

Other-N 0.43 1.8 0.33b bu v uF f F− ≤ -

Other-X 0.43 1.4 0.33b bu v uF f F− ≤ -

where N = thread included in shear plane X = thread excluded in shear plane b

uF = ultimate tensile strength of bolt (ksc) tf = tensile stress under applied load (ksc) vf = shear stress under applied load (ksc) bA = cross sectional area of one bolt (cm2) bT = specified installation tension load of bolt (kg)


- 12 -

Minimum installation tension for high strength bolts in slip critical connections Table 3 Minimum installation tension for high strength bolts in slip critical connections

Bolt diameter

Minimum installation tension ( bT ) (kg)

A 325 bolts A 490 bolts 12 mm 5400 6899 16 mm 9100 11400 20 mm 14200 17900 22 mm 17600 22100 24 mm 20500 25700 27 mm 26700 33400 30 mm 32600 40800 36 mm 47500 59500

Mechanical properties of steel Table 4 Mechanical properties of steel

Steel Type

Steel Strength (ksc)

Yield Strength ( yF ) Ultimate Strength ( uF ) SM400 2350 4000 SM490 3150 4900 SM520 3550 5200 SS400 2350 4000 SS490 2750 4900 SS540 3900 5400 A36 2500 4000 A572 Gr.42 2900 4000 A572 Gr.50 3450 4500


- 13 -

Eccentrically loaded bolted connections

Figure 7 Eccentrically loaded bolted connections P = applied load M = torsional moment (Pe) N = number of bolts e = eccentricity d = distance from group center Rv = force acting on each bolt caused by shear (=P/N) Rmi = force acting on each bolt caused by moment Ri = resultant force acting on each bolt The moment and shear force act on the connection cause forces acting on the bolts as shown in the figure. It is assumed that the acting force caused by moment vary with distance d from the center of gravity. It is possible to express the relations as follows: 1 1 2 2 3 3 4 4m m m mM Pe R d R d R d R d= = + + +

1 2 3 4

1 2 3 4

m m m mR R R Rd d d d

= = =

From the above relations, the moment can be expressed in the form of 1mR as

e P

d1

d2

d4

d3

Rv

Rv Rv

Rv

Rm1

Rm2

Rm3

Rm4

R1

R2

R3

R4

P

C.G. M


- 14 -

R

d

Rv

Rm

Rmx

Rmy y

x

C.G.

2 2 2 2

1 1 1 2 1 3 1 42 2 2 2

1 2 3 4

m m m mR d R d R d R dMd d d d

= + + +

( ) ( )2 2 2 2 21 11 2 3 4

1 1

m mR Rd d d d dd d

= + + + = ∑

Therefore, 1 2 3 4, , ,m m m mR R R R can obtained as

31 2 41 2 3 42 2 2 2, , ,m m m m

MdMd Md MdR R R Rd d d d

= = = =∑ ∑ ∑ ∑

Consider the bolt 1 as shown in the Figure 4 , the force acting on each bolt caused by moment 1mR can be decomposed into two components mxR and myR Figure 8 Shear force components at bolt

2 2,m mmx my

R y R xMy MxR Rd d d d

= = = =∑ ∑

From 2 2 2d x y= +

( ) ( )2 2 2 2

,mx myMy MxR Rx y x y

= =+ +∑ ∑

Vertical component of the resultant force = my vR R+ Horizontal component of the resultant force = mxR Therefore, the total resultant force acting on the bolt

( )2 2my v mxR R R R= + +


Design Modules


- 15 -

Shear Plate Design

Shear Plate Design module is used for a simple shear connection design and provides the design of shear connection between beam-to-column or beam-to-beam. The direct shear force from loaded beam will be transferred to supports through the designed number of bolts and shear plates having sufficient load carrying capacity. The connection consists of web cleat plate connecting between beam and column (or beam). One side of the web cleat plate is welded to the column face and another side is bolted to the beam web.

Input Mode

1) The Shear Plate Connection design can be selected by click . Providing the required design information by filling information in Input table on the right-hand-side. The variables required to be filled are as follows,

Design Shear Force : The design shear force acts on connection in kilogram. Cleat Thickness : The thickness of shear cleat plate used.


- 16 -

Number of Cleat : The number of shear cleat plates 1-single shear cleat plate and 2-double shear cleat plates

(Not more than 2 shear cleat plates are allowed in the design)

Number of Bolt Row : Number of bolt rows on the beam side of the shear plate

Number of Bolt Column : Number of bolt columns on the beam side of the shear plate.

Clr.Distance from column(a) : Clear distance between column face and beam end. Clr.Distance from Cut Edge(b): Clear distance from cutting edge of shear cleat plate to bolt hole. c-to-c Dis. of Bolt (c) : Center-to-center distance of bolt Fillet Weld Grade : Type of material used from welding. The program has two types of welded materials which are E60 and E70 ( E60 : allowable shear stress ( vwF ) = 1260 ksc) ( E70 : allowable shear stress ( vwF ) = 1470 ksc) Fillet Weld Size : Size of leg length of fillet weld Number of Weld Side : Number of weld side

(1- weld only one side shear cleat plate) (2- weld both sides of shear cleat plate)


- 17 -

To display the configuration of bolt arrangement, click button,

then, click to resume the Input data mode of bolt.

2) To choose type of bolt and bolt diameter, click the scroll bar at bolt type and bolt diameter. The material properties of the bolts will be automatically displayed in the table given below. 3) To choose the member section, click the scroll bar at member section. The properties of section will be displayed in the property of section table. 4) In order to facilitate the design for user, the connection advisor will provide the initial required design data for a possible configuration of bolt connection. When the connection advisor block is tick, the design variables will be displayed. User can modify the variables as his/her requirement. 5) Select steel grade of member by clicking buttons in front of types of steel grade. After completion on the input mode, you can click preview button on the above to see dimensions and configuration of the bolts. If it does not conform to a required configuration, then, the dimension variables can be corrected until the required solution can be achieved..

6) Run the program by clicking button.


- 18 -

Result Mode The design outputs are shown in Figure. The information including type of beam, dimension of shear cleat plate, bolt size, stress range, min/max stress ratio, and failure mode are displayed as the result of design. The design checks are performed including the followings:

- Check for bolt shear - Check for bearing of beam - Check for web tearing of beam - Check for bearing of shear cleat plate - Check for tearing of shear cleat plate - Check for shear resistance at welded cleat plate

The stress ratio on each mode means the ratio of design stress divided by allowable stress capacity or design shear force divided by shear strength of the connection. If the ratio exceeds the value of 1, the connection is needed to redesign. On the other hand, if the ratio is less than 1, then, the design result is accepted. To redesign, you can go to the

input mode for correcting the design inputs by click . The design results can be printed as the calculation report and is provided to the output file namely “result.out”, as well.


- 19 -

Shear Angle Design

Similar to Shear Plate design module, Shear angle design provides the design of shear connection between beam-to-column or beam-to-beam. The direct shear force from loaded beam will be transferred to supports through the designed number of bolts and shear angles having sufficient load carrying capacity. The Angle section is (are) attached to web of beam by bolts on one side and the other side on the support surface (column or beam) to transfer shear force from loaded beam to support.

Input Mode

1) The Shear Angle Connection design can be selected by click . Providing the required design information by filling information in Input table on the right-hand-side. The variables required to be filled are as follows,

Design Shear Force : The design shear force acts on connection in kilogram.


- 20 -

Number of Angle : The number of angle used in connecting beam and

column 1-single angle plate and 2 double angle plates (Not more than 2 angle plates in each connection) Row of Bolt : Number of bolt rows on each side of the angle leg Column of Bolt : Number of bolt column on each side of the angle leg Number of Bolt at Support : Total number of bolts used at support on each side of

angle leg. Set Back Distance(a) : Clear distance between column face and beam end. Bolt Edge Distance (b) : Clear distance from cutting edge of angle cleat plate to bolt hole Bolt c-to-c Distance (c) : Center-to-center distance of bolt To display the configuration of bolt arrangement, click button,


2) To choose type of bolt and bolt diameter, click the scroll bar at bolt type and bolt diameter. The material properties of the bolts will be automatically displayed in the table given below.


- 21 -

3) To choose the member section, click the pull-down bar at member section. The properties of section will be displayed in the property of section table. 4) The Angle section can be selected by click pull-down menu bar, as well 5) Select steel grade of member by clicking radio buttons in front of types of steel grade. After completion on the input mode, you can click preview button on the above to see dimensions and configuration of the bolts. If it does not conform to a required configuration, then, the dimension variables can be corrected until the required solution can be achieved..



- 22 -


- Check for bolt shear - Check for bearing of beam - Check for web tearing of beam - Check for bearing of Shear Angle cleat plate - Check for tearing of Shear Angle cleat plate

- Check for bearing of Shear Angle cleat plates at support - Check for tearing of Shear Angle cleat plate at support The stress ratio on each mode means the ratio of design stress divided by allowable stress capacity or design shear force divided by shear strength of the connection. If the ratio exceeds the value of 1, the connection is needed to redesign. On the other hand, if the ratio is less than 1, then, the design result is accepted. To redesign, you can go to the



- 23 -

Bending Splice Plate Design

Bending Splice Plate Module is used for bolt connection type that can resist both applied shear force and bending moment. The connection consists of web cleat plates and flange cleat plates connecting between beam and beam (beam-to-beam splice plate connection) or between beam and column (beam-to-column splice plate connection).

Input Mode

1) The Shear Plate Connection design can be selected by click . Providing the required design information by filling information in Input table on the right-hand-side. The variables required to be filled are as follows, Design Moment : The design moment acts on connection in kg-cm. Design Shear Force : The design shear force acts on connection in kg. Cleat Thickness : The thickness of web cleat plate used. Number of Cleat Plate : Number of web cleat used in connection. 1-single web cleat plate and 2-double web cleat plates (Not more than 2 web cleat plate in each connection)


- 24 -

Row of Bolt : Number of bolt rows on each side of web cleat plate. Column of Bolt : Number of bolt column on each side of web cleat plate. Set Back Distance(a) : Clear distance between column face and beam end. Bolt Edge Distance (b) : Clear distance from cutting edge of angle cleat plate to bolt hole. Bolt c-to-c Distance (c) : Center-to-center distance of bolt. Flange Cleat Thickness : Thickness of flange cleat plate. Number of Flange Cleat : Number of flange cleat plate used in connection. 1-one flange cleat plate is used on the top of upper

beam flange and another one cleat plate is used at the bottom of lower beam flange.

2-one upper flange cleat plate is used on the top of upper beam flange and two lower cleat plates are used at the bottom of upper beam flange. There are three flange cleat plates at the upper beam flange and other three flange cleat plates at the lower beam flange.

Row of Flange Cleat : Number of bolt rows on flange cleat plate in the direction of stress.

Edge Distance : Clear distance from bolt to cutting edge of flange cleat plate. Flange Bolt Col. Distance(c1) : Flange bolt column distance (used to control zigzag

holes) Flange Bolt Pitch Distance(c2) : Flange bolt pitch distance. Flange Bolt c-to-c Distance(c3) : Center-to-center distance of bolt To display the configuration of bolt arrangement, click button,

then, click to resume the Input data mode of bolt. Note that: If the number of flange cleat = 2 the program will automatically set the width of two lower cleat plates equal to half of beam flange width minused by half of beam web thickness and fillet radius of the beam. Please see the calculation example of beam splice plate. 2) To choose type of bolt and bolt diameter, click the scroll bar at bolt type and bolt diameter. The material properties of the bolts will be automatically displayed in the table given below. 3) To choose the member section, click the scroll bar at member section. The properties of section will be displayed in the property of section table.


- 25 -

4) In order to facilitate the design for user, the connection advisor will provide the initial required design data for a possible configuration of bolt connection. When the connection advisor block is tick, the design variables will be displayed. User can modify the variables as his/her requirement. 5) Select steel grade of member by clicking buttons in front of types of steel grade. After completion on the input mode, you can click preview button on the above to see dimensions and configuration of the bolts. If it does not conform to a required configuration, then, the dimension variables can be corrected until the required solution can be achieved..



- 26 -


- Check for bolt shear - Check for bearing of beam - Check for tearing of beam web - Check for bearing of web cleat plates - Check for tearing of web cleat plates - Check for bolt shear of the flange - Check for bearing of beam flange - Check for bearing of flange cleat plate - Check for tension of beam flange - Check for tension of flange cleat plate




- 27 -

Bending Moment End Plate Design

Beam Moment End Plate module can be used to design connection to resist applied shear force and bending moment. This type of connection consists of end plate, that is welded to the beam end and subsequently bolted to the column. The bolts are subjected to tensile stress and shear stress simultaneously. Therefore, the calculation is slightly different to those of angle cleat plate and shear cleat plate modules. In the design of bolt group, the calculation is based on Case II (Neutral axis is located at center of bolt group) of Manual of Steel Construction.

Input Mode

1) The Shear Plate Connection design can be selected by click . Providing the required design information by filling information in Input table on the right-hand-side. The variables required to be filled are as follows, Design Moment : The design moment acts on connection in kg-cm.


- 28 -

Design Shear Force : The design shear force acts on connection in kg. End Plate Thickness : The thickness of end plate used. Row of Bolt : Number of bolt rows on each side of the end plate. Bolt Edge Distance (b) : Clear distance from cutting edge of end plate to bolt

hole. Bolt c-to-c Distance (c) : Center-to-center distance of bolt. To display the configuration of bolt arrangement, click button,


2) To choose type of bolt and bolt diameter, click the scroll bar at bolt type and bolt diameter. The material properties of the bolts will be automatically displayed in the table given below. 3) To choose the member section, click the scroll bar at member section. The properties of section will be displayed in the property of section table. 4) In order to facilitate the design for user, the connection advisor will provide the initial required design data for a possible configuration of bolt connection. When the connection advisor block is tick, the design variables will be displayed. User can modify the variables as his/her requirement.


- 29 -

5) Select steel grade of member by clicking buttons in front of types of steel grade. After completion on the input mode, you can click preview button on the above to see dimensions and configuration of the bolts. If it does not conform to a required configuration, then, the dimension variables can be corrected until the required solution can be achieved..



- 30 -

Result Mode The design outputs are shown in Figure. The information including type of beam, dimension of End plate, bolt size, stress range, min/max stress ratio, and failure mode are displayed as the result of design. The design checks are performed including the followings:

- Check for bolt shear - Check for tensile stress on the bolt - Check for bearing of end plate - Check for end plate tearing




Calculation Examples


- 31 -

Calculation Example: Shear Plate Connection Design Shear Force Input V = 8250 Design shear force (kg) Geometry Input ncleat = 2 Number of cleat plates (plates) tc = 0.6 Web cleat plate thickness (cm) nr = 3 Number of bolt rows (row) nc = 1 Number of bolt columns (col) a = 1.0 Clear distance from column (cm) :(setback distance) b = 3.0 Clear distance from cutting edge (cm) c = 6.0 Center-to-center distance of bolt (cm) d = 1.6 Bolt diameter (cm) h = 0.2 Bolt hole clearance (cm) TD = 20 Total depth of beam (cm) tw = 0.6 Beam web thickness (cm) tf = 0.9 Beam flange thickness (cm) nweld = 1 Number of weld side (side) weldsize = 0.6 Fillet weld size (cm) Material Property Input Member Section : H200×150×6×9×30.6 kg/m Btype = A325-X Type of bolt ( vF = 2070 ksc) BeamG = SS400 Type of beam ( yF = 2350 ksc, uF = 4000 ksc) CleatG = A36 Type of cleat plate ( ycF = 2500 ksc, ucF = 4000 ksc) Exx = E60 Type of weld material ( vwF = 1260 ksc)


- 32 -

Side View Top View Bolt Information Bolt diameter = 1.6 cm

Bolt area = 2

4dπ = 2.01 cm2

Hole size = (d+h) = 1.8 cm - Check for Bolt Shear Moment M = Pe = (8250)(10+30) = 330000 kg-mm

( ) 2 2 2 22 2

330000 60 27500 0 60 60mx

MyRx y

×= = =

+ + ++∑ kg.

( )2 2myMxRx y

=+∑

= 0 kg.

/ 8250 / 3 2750vR P N= = = kg.

( )2 2 2 22750 2750 3889.09my v mxR R R R= + + = + = kg.

Shear stress ( ) 3889.09 967.432.01 2v

RfA

= = =×

ksc.

Stress ratio = 967.43 0.472070

v

v

fF

= =

30 3010

60

30

9

9

200

V

60

30

Double shearplanes


- 33 -

- Check for bearing of beam Bearing area = wdt = 1.6 0.6× = 0.96 cm2

Bearing stress ( ) 3889.09 4051.140.96v

RfA

= = = ksc.

Allowable bearing stress = 1.2 1.2 4000 4800 kscuF = × =

Bearing stress ratio = 4051.14 0.844800

=

- Check for beam web tearing Assumption: The thickness of the beam flange is excluded in calculation for vL

(2 2 )2

TD b cj − +=

200 (2 30 2 60) 10 mm = 1 cm2

− × + ×= =

2 2.5( )v fL j t b c d h= − + + − + 10 9 30 120 2.5(16 2)= − + + − + = 106 mm = 10.6 cm

( )2h

d hL b += −

16+2= 30- =21 mm = 2.1 cm2

b

c

c

b

Lv

Lh

tf

j

TD


- 34 -

Allowable shear force for beam web tearing (0.3 0.5 )tear u v u h wV F L F L t= + (0.3 4000 10.6 0.5 4000 2.1) 0.6= × × + × × × 10152 kg=

Tearing stress ratio of the beam 8250 0.8110152tear

VV

= = =

Web Cleat Plate Information Web cleat thickness = 0.6 cm Number of cleat plates (ncleat) = 2 plates - Check for bearing on cleat plates (angle plates) From the maximum resultant force acting on the bolt

( )2 2 3889.09my v mxR R R R= + + = kg.

Bearing stress ( ) 3889.09 2025.57(1.6 0.6) 2v

RfA ncleat

= = =× × ×

ksc

Allowable bearing stress of cleat plate ( ) 1.2 1.2 4000 4800 kscv ucF F= = = × =

Bearing stress ratio of cleat plate 2025.57 0.424800

= =

- Check for tearing of cleat plates

Tearing plane

b

c

c

b

Lv

tf

TD


- 35 -

2 ( )vcL b c b d h nr= + + − + × 30 120 30 (16 2) 3= + + − + × 126 mm = 12.6 cm= 0hcL = (vertical crack tearing dominates the tearing of the cleat plates) Allowable shear force for cleat plate tearing (0.3 0.5 )tear u v u h cV F L F L t ncleat= + ×

(0.3 4000 12.6 0) 0.6 218144 kg

= × × + × ×=

Tearing stress ratio of the cleat plates 8250 0.4618144tear

VV

= = =

- Check for shear resistance at welded cleat plate Allowable weld strength

( )( )0.707

0.707 1260 0.6 18 1 219241.71 kg

w vwV F weldsize L nweld ncleat= × × × × ×

= × × × × ×

=

Shear stress ratio of welded cleat plate 8250 0.4319241.71w

VV

= = =

b

c

c

b

Lv

tf

TD

Welds


- 36 -

Calculation Example: Shear Angle Connection Design Shear Force Input V = 8250 Design shear force (kg) Geometry Input ncleat = 2 Number of angle cleat plates (plates) tc = 0.6 Angle cleat plate thickness (cm) nr = 3 Number of bolt rows (row) nc = 1 Number of bolt columns (col) ns = 3 Total number of bolts at support/cleat plate (bolts) a = 1.0 Clear distance from column (cm) :(setback distance) b = 3.0 Clear distance from cutting edge (cm) c = 5.5 Center-to-center distance of bolt (cm) d = 1.6 Bolt diameter (cm) h = 0.2 Bolt hole clearance (cm) TD = 20 Total depth of beam (cm) tw = 0.6 Beam web thickness (cm) tf = 0.9 Beam flange thickness (cm) Material Property Input Member Section : H200×150×6×9×30.6 kg/m : L65×65×6×5.91 kg/m Btype = A325-X Type of bolt ( vF = 2070 ksc) BeamG = SS400 Type of beam ( yF = 2350 ksc, uF = 4000 ksc) CleatG = A36 Type of angle cleat plate ( ycF = 2500 ksc, ucF = 4000 ksc)


- 37 -

Side view Top view Bolt Information Bolt diameter = 1.6 cm

Bolt area = 2

4dπ = 2.01 cm2

Hole size = (d+h) = 1.8 cm - Check for bolt shear Moment M = Pe = (8250)(10+30) = 330000 kg-mm

( ) 2 2 2 22 2

330000 55 30000 0 55 55mx

MyRx y

×= = =

+ + ++∑ kg.

( )2 2myMxRx y

=+∑

= 0 kg.

/ 8250 / 3 2750vR P N= = = kg.

( )2 2 2 22750 3000 4069.71my v mxR R R R= + + = + = kg.

Shear stress ( ) 4069.71 1012.362.01 2v

RfA

= = =×

ksc.

30 3010

55

30

9

9

200

V

55

30

Double shearplanes


- 38 -

Stress ratio = 1012.36 0.492070

v

v

fF

= =


Bearing stress ( ) 4096.71 4239.280.96v

RfA

= = = ksc.



=


(2 2 )2

TD b cj − +=

200 (2 30 2 55) 15 mm = 1.5 cm2

− × + ×= =

2 1.5( )v fL j t b c d h= − + + − + 15 9 30 110 2.5(16 2)= − + + − + = 101 mm = 10.1 cm

( )2h

d hL b += −

16+2= 30- =21 mm = 2.1 cm2

b

c

c

b

Lv

Lh

tf

j

TD


- 39 -

Allowable shear force for beam web tearing (0.3 0.5 )tear u v u h wV F L F L t= + (0.3 4000 10.1 0.5 4000 2.1) 0.6= × × + × × × 9792 kg=


VV

= = =

Angle Cleat Plate Information Angle cleat thickness = 0.6 cm Number of angle cleat plates (ncleat) = 2 plates - Check for bearing on cleat plates (angle plates) From the maximum resultant force acting on the bolt

( )2 2 4069.71my v mxR R R R= + + = kg.

Bearing stress ( ) 4069.71 2119.64(1.6 0.6) 2v

RfA ncleat

= = =× × ×

ksc


Bearing stress ratio of cleat plate 2119.64 0.444800

= =

- Check for tearing of cleat plates

Tearing plane

b

c

c

b

Lv

tf

TD


- 40 -

2 ( )vcL b c b d h nr= + + − + × 30 110 30 (16 2) 3= + + − + × 116 mm = 11.6 cm= 0hcL = (vertical crack tearing dominates the tearing of the cleat plates) Allowable shear force for cleat plate tearing (0.3 0.5 )tear u v u h cV F L F L t ncleat= + ×

(0.3 4000 11.6 0) 0.6 216704 kg

= × × + × ×=


VV

= = =

Support Information Bolt diameter = 1.6 cm

Bolt area = 2

4dπ = 2.01 cm2

Angle cleat plate thickness = 0.6 cm Number of cleat plates at support (ncleat) = 2 plates Total number of bolts at support 3 2 6 boltsns ncleat= × = × =

Shear stress on each bolt 8250( ) 684.086 2.01vf = =×

ksc

Allowable shear stress on the bolt ( ) 2070vF = ksc

Bolt shear stress ratio 684.08 0.332070

= =

- Check for support bearing of cleat plates

Bearing stress ( )vc

V VfA d t ncleat ns

= =× × ×

8250 1432.291.6 0.6 2 3

= =× × ×

ksc


Bearing stress ratio of cleat plate at support 1432.29 0.304800

= =

b

c

c

b

Lv


- 41 -

- Check for tearing of cleat plate at support 2 ( )vcL b c b d h nr= + + − + × 30 110 30 (16 2) 2= + + − + × 116 mm = 11.6 cm= 0hcL = (vertical crack tearing dominates the tearing of the cleat plates) Allowable shear force for cleat plate tearing (0.3 0.5 )tear u v u h cV F L F L t ncleat= + ×

(0.3 4000 11.6 0) 0.6 216704 kg

= × × + × ×=


VV

= = =

Tearing plane

b

c

c

b

Lv


- 42 -

Calculation Example: Bending Splice Plate Connection Design Shear Force and Moment Input M = 85000 Design moment (kg-cm) V = 3000 Design shear force (kg) Geometry Input tc = 0.9 Web cleat plate thickness (cm) ncleat = 2 Number of web cleat plates (plates) nr = 2 Number of bolt rows (row) nc = 1 Number of bolt columns (col) a = 1.0 Clear distance from column (cm) :(setback distance) b = 1.8 Clear distance from cutting edge (cm) c = 4.3 Center-to-center distance of bolt (cm) d = 1.2 Bolt diameter (cm) h = 0.2 Bolt hole clearance (cm) TD = 10 Total depth of beam (cm) bf = 10 Beam flange width (cm) tw = 0.6 Beam web thickness (cm) tf = 0.8 Beam flange thickness (cm) r1 = 1.0 Beam fillet radius (cm) Flange Cleat Plate Input tcf = 0.9 Flange cleat (splice) plate thickness (cm) nfcleat = 1 Number of flange cleat plate (plate) nrf = 2 Number of row in the direction of stress (row) bl = 2.75 Clear distance from bolt to cutting edge (cm) c1 = 0 Flange bolt column distance (used to control zigzag holes) (cm) c2 = 3.0 Flange bolt pitch distance (cm) c3 = 4.5 Flange bolt center-to-center distance (cm) Material Properties Input Member Section : H100×100×6×8×17.2 kg/m Btype = A325-X Type of bolt ( vF = 2070 ksc) BeamG = SS400 Type of beam ( yF = 2350 ksc, uF = 4000 ksc) CleatG = A36 Type of cleat plate ( ycF = 2500 ksc, ucF = 4000 ksc)


- 43 -

b ba

b

c

b

tf

TD

tf

Side view

Top view Bolt Information Bolt diameter = 1.2 cm

Bolt area = 2

4dπ = 1.131 cm2

Hole size = (d+h) = 1.4 cm - Check for bolt shear Assumption: Shear force is transferred to the web cleat plate only Moment is transferred to the flange cleat plate only Moment M = Pe = (3000)(10+18) = 84000 kg-mm

bf

b1

c3

b1


- 44 -

( )2

2 2 2 22 2

84000 (43/ 2) 1953.490 0 (43/ 2) (43 / 2)mx

MyRx y

×= = =

+ + ++∑ kg.

( )2 2myMxRx y

=+∑

= 0 kg.

/ 3000 / 2 1500vR P N= = = kg.

( )2 2 2 21500 1953.49 2462.95my v mxR R R R= + + = + = kg.

Shear stress ( ) 2462.95 1088.841.131 2v

RfA

= = =×

ksc.

Stress ratio = 1088.84 0.532070

v

v

fF

= =


Bearing stress ( ) 2462.95 3420.760.72v

RfA

= = = ksc.



=


tf

j

TDLv

Lh

b

c

b


- 45 -

(2 )2

TD b cj − +=

100 (2 18 43) 10.5 mm = 1.05 cm2

− × += =

1.5( )v fL j t b c d h= − + + − + 10.5 8 18 43 1.5(12 2)= − + + − + = 42.5 mm = 4.25 cm

( )2h

d hL b += −

12+2= 18- =11 mm = 1.1 cm2

Allowable shear force for web tearing (0.3 0.5 )tear u v u h wV F L F L t= + (0.3 4000 4.25 0.5 4000 1.1) 0.6= × × + × × × 4380 kg=


VV

= = =

Web Cleat Plate Information Web cleat plate thickness = 0.9 cm Number of web cleat plates (ncleat) = 2 plates - Check for bearing on web cleat plates From the maximum resultant force acting on the bolt

( )2 2 2462.95my v mxR R R R= + + = kg.

Bearing stress ( ) 2462.95 1140.25(2 0.9) 2v

RfA ncleat

= = =× × ×

ksc

Allowable bearing stress of web cleat plate ( ) 1.2 1.2 4000 4800 kscv ucF F= = = × =

Bearing stress ratio of web cleat plate 1140.25 0.244800

= =


- 46 -

- Check for tearing of web cleat plates

( )vcL b c b d h nr= + + − + × 18 43 18 (12 2) 2= + + − + × 51 mm = 5.1 cm=

0hcL = (vertical crack tearing dominates the tearing of the cleat plates) Allowable shear force for cleat plate tearing

(0.3 0.5 )tear u v u h cV F L F L t ncleat= + ×

(0.3 4000 5.1 0) 0.9 211016 kg

= × × + × ×=


VV

= = =

- Check for bolt shear of the flange Calculate the equivalent couple shear force (Vs) on the flange as

b ba

b

c

b

tf

TD

tf

Tearing plane


- 47 -

85000 850010s

MVTD

= = = kg

Shear force/bolt 8500 21252 4

sVnrf

= = =×

kg

Shear force/bolt/plane = 8500 21252 2 2 1

sVnrf nfcleat

= = =× × × ×

kg

Shear stress/bolt/plane 2125( ) 1878.871.131vf = = ksc

Allowable shear stress of A325-X bolt = 2070 ksc

Bolt shear stress ratio = 1878.87 0.912070

v

v

fF

= =

- Check for bearing of beam flange

b ba

b

c

b

TD M

Vs

Vs

Vs


- 48 -


sVnrf

= = =×

kg

Bearing stress = 8500 2213.542 2 2 1.2 0.8

s

f

Vnrf d t

= = =× × × × × ×

ksc

Allowable bearing stress (SS400) = 1.2 1.2 4000 4800 kscuF = × =

Beam flange bearing stress ratio 2213.54 0.464800

= =

-Check for bearing of flange cleat plate


sVnrf

= = =×

kg

Bearing stress = 8500 1967.592 2 2 1.2 0.9 1

s

fc

Vnrf d t nfcleat

= = =× × × × × × × ×

ksc

Allowable bearing stress (SS400) = 1.2 1.2 4000 4800 kscuF = × =

Flange cleat plate bearing stress ratio 1967.59 0.414800

= =

- Check for tension of beam flange - Check for beam flange tearing Net area of the beam flange along path 1-1 ( ){ } { } 2

1 10 2 (1.2 0.2) 0.8 5.76 cmn f fA b d h t= − + = − × + × =∑

bf

1

1

Tearing of beam flange


- 49 -

2 210 103 3fb TD≥ =⟩ ≥ × ok.

and there are two fasteners in the line of stress U = 0.75 20.75 5.76 4.32 cme nA UA= = × = 0.5 0.5 4000 4.32 8640f u eT F A= = × × = kg - Check for beam flange yielding 0.6 0.6 2350 10 0.8 11280y y gT F A= = × × × = kg f yT T⟨ tearing mode controls failure of the beam flange

Stress ratio for tension failure = 8500 0.988640

=

- Check for tension of flange cleat plate - Check for cleat plates tearing along path 1-1 Net area of the upper cleat plate

( ){ } { } 21 2 1 3 2 2.75 4.5 2 (1.2 0.2) 0.9 6.48cmn cfA b c d h t= × + − + = × + − × + × =∑

2 210 103 3fb TD≥ =⟩ ≥ × ok.

and there are two fasteners in the line of stress U = 0.75 20.75 6.48 4.86 cme nA UA= = × = 0.5 0.5 4000 4.86 9720f u eT F A= = × × = kg

bf

1

1

Tearing of upper cleat plate

b1

c3

b1


- 50 -

- Check for beam flange yielding 0.6 0.6 2500 10 0.9 18500y y gT F A= = × × × = kg f yT T⟨ tearing mode controls failure of the beam flange

Stress ratio for tension failure = 8500 0.879720

=


- 51 -

Calculation Example: Bending Moment End Plate Connection Design

Shear Force and Moment Input V = 5500 Design shear force (kg) M = 110880 Design moment (kg-cm) Geometry Input nr = 3 Number of bolt rows (row) nc = 1 Number of bolt columns (col) ns = 3 Total number of bolts at support/angle cleat plate (bolts) d = 1.6 Bolt diameter (cm) tc = 0.6 End plate thickness (cm) b = 3.0 Clear distance from cutting edge (cm) c = 6.0 Center-to-center distance of bolt (cm) h = 0.2 Bolt hole clearance (cm) Material Propertes nputs Member Section : H100×100×6×8×17.2 kg/m Btype = A325-X Type of bolt ( vF = 2070 ksc) BeamG = SS400 Type of beam ( yF = 2350 ksc, uF = 4000 ksc) CleatG = A36 Type of end plate ( ycF = 2500 ksc, ucF = 4000 ksc)


- 52 -

Side view End Plate view Bolt Information Bolt diameter = 1.6 cm

Bolt area = 2

4dπ = 2.0106 cm2

Hole size = (d+h) = 1.8 cm - Check for bolt shear

Shear stress ( ) 5500 4566 2.0106v

VfA

= = =×

ksc

Allowable shear stress of the bolt ( ) 2070vF = ksc

Shear stress ratio = 456 0.222070

v

v

fF

= =

- Check for tensile stress on the bolt

The calculation is based on Case II of Manual of Steel Construction 9th edition for the determination of maximum tensile stress of bolt group.

Moment of inertia about x-x axis of bolt group 2 2 22 2 2.0106 6 289.53 cmxx yI Ad ⎡ ⎤= = × × =⎣ ⎦∑

c

c

b

b


- 53 -

Maximum tensile stress of the farthest bolt

110880 6 2297.8289.53t

xx

MzfI

×= = = ksc

Allowable tensile stress of the bolt =2 23030 2.15 2955.34 kscmin of

3030 kscvf⎧ ⎫− =⎪ ⎪

⎨ ⎬⎪ ⎪⎩ ⎭

Tensile stress ration 2297.8 0.782955.34

t

t

fF

= = =

- Check for bearing of end plate

Shear force /bolt ( ) 5500 916.676v

VRns ncleat

= = =×

kg

Bearing stress ( ) 916.67 954.861.6 0.6

vv

c

Rfd t

= = =× ×

ksc

Allowable bearing stress = 1.2 1.2 4000 4800 kscucF = × =

Bearing stress ratio 954.86 0.24800

= =

- Check for end plate tearing [ ]2 (2 2 ) 3( )vcL c b d h= + − +

[ ]2 (2 60 2 30) 4(16 2) 252= × + × − + = mm = 25.2 cm 0hcL = (vertical crack tearing dominates the tearing of the end plate)

xx

y

y

6

6

M

ft

ft


- 54 -

Allowable shear force for cleat plate tearing (0.3 0.5 )tear uc vc uc hc cV F L F L t= + (0.3 4000 25.2) 0.6 18144= × × × = kg

Tearing stress ratio of the end plate 5500 0.318144tear

VV

= = =

Tearing plane

c

c

b

b


References


- 55 -

References

1. American Institute of Steel Construction (AISC), Manual of Steel Construction, Allowable Stress Design, 9th edition, , 1989.

2. Engineering Institute of Thailand, Specifications of Steel Structures, LRFD Method., 1st edition, , 2003.

3. Engineering Institute of Thailand, Specifications of Steel Structures, ASD Method, 2nd edition, 2000.

4. McCormac J.C., Structural Steel Design, ASD Method, 4th edition, Harper-Collins, 1997.

5. Gaylord, E.H., Jr., Gaylord, C.N., and Stallmeyer, J.E., Design of Steel Structures, 3rd edition, McGraw-Hill, 1991.

6. Spiegel, L. and Limbruner, G.F., Applied Structural Steel Design, 3rd edition, Prentice-Hall, 1997.

7. Galambos, T. V., Lin, F. J.,and Johnston, B. G,. Basic Steel Design with LRFD. Prentice Hall, 1996.

DISCLAIMER

CONSIDERABLE TIME, EFFORT AND EXPENSEHAVE GONE INTO THE DEVELOPMENT AND DOCUMENTATION OF SYS BOLT CONNECTIONS DESIGN PROGRAM. THE PRO-GRAM HAS BEEN THOROUGHTLY TESTED AND USED. IN USING THE PROGRAM, HOWEVER, THE USER ACCEPTS AND UNDERSTANDS THAT NO WARRANTY IS EXPRESSED OR IMPLIED BY THE DEVELOPERS OR THE DISTRIBUTORS ON THE ACCURACY OR THE RELIABILITY OF THE PROGRAM

THE USER MUST EXPLICITLY UNDERSTAND THE ASSUMP-TIONS OF THE PROGRAM AND MUST INDEPNDENTLY VERIFICATION THE RESULTS

PROGRAM DEVELOPERSDr. Songkiat Matupayont Dr. Pison Udomworarat

Mr. Panya Chattaponnamsin Mr. Adisorn Owatsiriwong

Documents

SYS Bolt Manual