09-Strength of Gusset Plate (Steel Structural Design & Prof. Shehab Mourad)

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1. The document discusses the methods to calculate the tensile strength of a gusset plate connection, including yielding on the gross area, fracture at the net area, and block shear failure. 2. It provides an example calculation for a gusset plate with given dimensions and materials. The tensile strength is calculated as 445.5 kN for yielding, 504.9 kN for fracture, and 490.68 kN for block shear. 3. A summary is given showing the strengths calculated for the bolted connection using different limit states like slip resistance and bearing failure are also included for reference. The governing strength is reported as 393.9 kN based on fracture of the effective area.

1 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU
Strength of Gusset Plate
1) Yielding on gross area
Ø Rn = 0.9 * Fy * Ag
Ag = Area of gusset plate
Fy = Yield Tensile Strength of guest
2) Fracture at net area
Anet is the smaller value of
i) Anet = Ag - (dh* tgusset*Nb)
ii) Anet = 0.85 * Ag
Ø Rn = 0.75 * Fu * Anet
Fu = Ultimate Tensile Strength of gusset
Ag = Area of gusset plate
dh = Diameter of hole
Nb = Number of bolt
3) Block shear in gusset plate
case 1 (for two rows of bolts) case 2
Fig Block shear failure on gusset plate bolted connection
Agt = Lt*tgusset
Ant = Lt*tgusset – (Nb1*dh* tgusset)
Agv = Lv* tguest
Anv = Lv* tgusset – (Nb2*dh* tgusset)
Where
Lv = 2*Lv1 (for given case 1)
Lv = Lv1 (for given case 2)
Agt = gross Area in tensile
Lt
Lv 1
Lt
Lv 1
PuPu
SS Le2Le1 1
Le1 S Le2S
1
Gusset Plate
Nb1 = Number of bolt along Lt (for given case 1, Nb1= 1)
(for given case 2, Nb1= 3/2)
Nb2= Number of bolt along Lv (for given case 1, Nb2= 5)
(for given case 2, Nb2= 5/2)
If 0.6*Fu*Anv > Fu*Ant , Ø Rn = 0.75*(0.6*Fu*Anv + Fy*Agt)
If 0.6*Fu*Anv < Fu*Ant, Ø Rn = 0.75*(Fu*Ant + 0.6*Fy*Agv)

2 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU
Example 3
Determine the factor tensile resistance of the given gusset plate
Fu = 400 MPa
Fy = 250 MPa
Gusset plate 165 X 12 mm
2L 89 x 76 x 6.4 mm
Le = 51 mm
s = 76 mm
dbolt = 19 mm
dhole = 19 + 3 = 22 mm
Fig Dimensions of bolted connection for gusset plate
Yielding on gross area
Ø Rn = 0.9 * Fy * Ag
= 0.9 * 250 * (165*12) / 1000 = 445.5 kN
Fracture at net area
Anet is the smaller value of
i) Anet =Ag - (dh* tgusset) = 165*12 – 22*12 = 1716 mm2
ii) Anet = 0.85*Ag = 0.85*165*12 = 1683 mm2
Anet = 1683 mm2
Ø Rn = 0.75 * Fu * Anet
= 0.75 * 400 * 1683 / 1000 = 504.9 kN
Block shear rupture.
Block shear failure on gusset
plate
∴ The factor tensile resistance of the gusset plate is Ø Rn = 445.5 kN
Lt = 76 mm
Lv = 203
Pu
Pu
SS Le2Le1 1
Le1 S Le2S
1
38 mm
38 mm
Agt = Lt * tguest = 76 * 12 = 912 mm2
Ant = Lt * tguest – (Nb1 * dh * tgusset) = 912 – 1/2 * (22*12) = 780 mm2
Agv = Lv * tguest = 203 * 12 = 2436 mm2
Anv = Lv * tguest – (Nb2 * dh * tgusset) = 2436 – 2.5* (22*12) = 1776 mm2
0.6 * Fu * Anv = 0.6 * 400 * 1776 / 1000 = 426.24 kN
Fu * Ant = 400 * 780 / 1000 = 312 kN
0.6 * Fu * Anv > Fu * Ant
Ø Rn = 0.75 * (0.6 * Fu * Anv + Fy * Agt)
= 0.75 * (426.24 + 250 * 912 / 1000) = 490.68 kN

$3 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU Summary of result of strength of bolted tension memeber Fu = 400 MPa Fy = 250 MPa Guest plate 165 X 12 mm 2L 89 x 76 x 6.4 mm Le = 51 mm s = 76 mm dbolt = 19 mm dhole = 19 + 3 = 22 mm Strength of member. Yielding of Ag = 459 kN Fracture on Ae = 393.9 kN Block share rupture = 432.2 kN Strength of bolt Slip- critical connection = 416.9 kN Shear failure of bolt = 510 kN Bearing failure of plate = 492.5 kN Strength of gusset plate. Yielding of Ag = 445.5 kN Fracture on Ae = 504.9 kN Block share rupture = 490.68 kN The governing design strength of the bolted tension member = 393.9 kN That is governed by fracture at effective area of the angles Pu Pu SS Le2Le1 1 Le1 S Le2S 1 38 mm 38 mm$

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Plate girders are commonly used as main girders for short and medium span bridges. They are fabricated by welding together steel plates to form an I-shape cross-section, unlike hot-rolled I-beams. Plate girders offer more design flexibility than rolled sections as the plates can be optimized for strength and economy. However, their thin plates are more susceptible to various buckling modes which control the design. Buckling considerations of the compression flange, web in shear and bending must be evaluated to determine the plate girder's load capacity.

Ch4 Bridge Floors (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...

Hossam Shafiq II

This chapter discusses bridge floors for roadway and railway bridges. It describes three main types of structural systems for roadway bridge floors: slab, beam-slab, and orthotropic plate. For railway bridges, the two main types are open timber floors and ballasted floors. The chapter then covers design considerations for allowable stresses, stringer and cross girder cross sections, and provides an example design for the floor of a roadway bridge with I-beam stringers and cross girders.

Ch3 Design Considerations (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. M...

Hossam Shafiq II

This chapter discusses design considerations for steel bridges. It outlines two main design philosophies: working stress design and limit states design. The chapter then focuses on the working stress design method, which is based on the Egyptian Code of Practice for Steel Constructions and Bridges. It provides allowable stress values for various steel grades and loading conditions, including stresses due to axial, shear, bending, compression and tension loads. Design of sections is classified based on compact and slender criteria. The chapter also addresses stresses from repeated, erection and secondary loads.

Ch2 Design Loads on Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr....

Hossam Shafiq II

This document discusses design loads on bridges. It describes various types of loads that bridges must be designed to resist, including dead loads from the bridge structure itself, live loads from traffic, and environmental loads such as wind, temperature, and earthquakes. It provides specifics on how to calculate loads from road and rail traffic according to Egyptian design codes, including truck and train configurations, impact factors, braking and centrifugal forces, and load distributions. Other loads like wind, thermal effects, and concrete shrinkage are also summarized.

Ch1 Introduction (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally A...

Hossam Shafiq II

This document provides an introduction to steel bridges, including: 1. It discusses the history and evolution of bridge engineering and the key components of bridge structures. 2. It describes different classifications of bridges according to materials, usage, position, and structural forms. The structural forms include beam bridges, frame bridges, arch bridges, cable-stayed bridges, and suspension bridges. 3. It provides examples of different types of bridges and explains the basic structural systems used in bridges, including simply supported, cantilever, and continuous beams as well as rigid frames.

Lec05 STRUCTURE SYSTEMS to resist EARTHQUAKE (Earthquake Engineering هندسة ال...

Hossam Shafiq II

Lec04 Earthquake Force Using Response Specturum Method (2) (Earthquake Engine...

Hossam Shafiq II

Lec03 Earthquake Force Using Response Specturum Method (1) (Earthquake Engine...

Hossam Shafiq II

Lec02 Earthquake Damage to Concrete Structure (Earthquake Engineering هندسة ا...

Hossam Shafiq II

Lec01 Design of RC Structures under lateral load (Earthquake Engineering هندس...

Hossam Shafiq II

Lec13 Continuous Beams and One Way Slabs(3) Footings (Reinforced Concrete Des...

Hossam Shafiq II

Lec12 Continuous Beams and One Way Slabs(2) Columns (Reinforced Concrete Desi...

Hossam Shafiq II

Lec11 Continuous Beams and One Way Slabs(1) (Reinforced Concrete Design I & P...

Hossam Shafiq II

The document discusses reinforced concrete continuity and analysis methods for continuous beams and one-way slabs. It describes how steel reinforcement must extend through members to provide structural continuity. The ACI/SBC coefficient method of analysis is summarized, which uses coefficient tables to determine maximum shear forces and bending moments for continuous beams and one-way slabs under various loading conditions in a simplified manner compared to elastic analysis. Requirements for applying the coefficient method include having multiple spans with ratios less than 1.2, prismatic member sections, and live loads less than 3 times dead loads.

Lec10 Bond and Development Length (Reinforced Concrete Design I & Prof. Abdel...

Hossam Shafiq II

This document discusses bond and development length in reinforced concrete. It defines bond as the adhesion between concrete and steel reinforcement, which is necessary to develop their composite action. Bond is achieved through chemical adhesion, friction from deformed bar ribs, and bearing. Development length refers to the minimum embedment length of a reinforcement bar needed to develop its yield strength by bonding to the surrounding concrete. The development length depends on factors like bar size, concrete strength, bar location, and transverse reinforcement. It also provides equations from design codes to calculate the development length for tension bars, compression bars, bundled bars, and welded wire fabric. Hooked bars can be used when full development length is not available, and the document discusses requirements for standard hook geome

Lec09 Shear in RC Beams (Reinforced Concrete Design I & Prof. Abdelhamid Charif)

Hossam Shafiq II

This document discusses shear in reinforced concrete beams. It covers shear stress and failure modes, shear strength provided by concrete and steel stirrups, design according to code provisions, and critical shear sections. Key points include: transverse loads induce shear stress perpendicular to bending stresses; shear failure is brittle and must be designed to exceed flexural strength; nominal shear strength comes from concrete and steel stirrups according to code equations; design requires checking section adequacy and providing minimum steel area and maximum stirrup spacing. Critical shear sections for design are located a distance d from supports.

Lec07 Analysis and Design of Doubly Reinforced Beam (Reinforced Concrete Desi...

Hossam Shafiq II

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