(a)
The design of a four-bolt unstiffened end-plate connection for a
Answer to Problem 8.8.3P
9/16-in. fillet weld at each flange.
¼-in. fillet weld on each side of the web in the tension region.
½-in. fillet weld on each side of the web between mid-depth and the compression flange.
Explanation of Solution
Given:
A992 steel for members
A36 steel for the end plate
Group A pretensioned bolts
Formula used:
Calculation:
From the
From the dimensions and properties tables
Workable gauge = 3.50 in.
For the bolt pitch, try
For the gauge distance, use the workable gauge g = 3.50 in.
Required bolt diameter:
Try
Moment strength based on bolt strength:
Therefore, use
Determine end-plate width:
Minimum
The minimum plate width is
Maximum effective end-plate width =
Try
Determine the required plate thickness:
Therefore, use the original value of
Required
Try
Beam flange force:
The shear yield strength of the end plate is
Shear rupture strength of end plate:
Check bolt shear:
The compression side bolts must be capable of resisting the entire vertical shear.
For 4 bolts,
Try
For 4 bolts,
Recompute the plate dimensions:
For
Minimum
The minimum plate width is
Maximum effective end-plate width =
Use the currently selected width of
Because the bolt size has increased, check the shear rupture strength of the end plate:
Check bearing in the plate at the compression side bolts.
For the outer bolts,
The upper limit is
Therefore, use
Since the inner bolts are not near an edge or adjacent bolts, the outer bolts control.
The total bearing strength is
Check bearing in the column flange:
Use
The upper limit is
Therefore, use
The total bearing strength is
The plate length, using detailing dimensions and the notation of figure given below from the textbook (Steel design), is
Use a
Beam flange to plate weld design:
The flange force is
AISC Design Guide 4 recommends that the minimum design flange force should be 60% of the flange yield strength:
Minimum
Therefore, use the actual flange force of 203.1 kips.
The flange weld length is
The weld strength is
where D is the weld size in sixteenths of an inch and the factor of 1.5 accounts for the direction of the load on the weld. If we equate the weld strength to the flange force,
From AISC Table J2.4, the minimum weld size is ¼-in. (based on the thickness of the flange, which is the thinner connected part).
Use a 9/16-in. fillet weld at each flange.
Beam web to plate weld design:
To develop the yield stress in the web near the tension bolts, let
Use a ¼-in. fillet weld on each side of the web in the tension region.
The applied shear of
- From the mid-depth to the compression flange.
From the inner row of tension bolts plus
- to the compression flange:
Equating the weld strength to the required shear strengths, we get
From AISC Table J2.4, the minimum weld size is 3/16-in.
Use a ½-in. fillet weld on each side of the web between mid-depth and the compression flange.
The design is summarized in the figure below:
Conclusion:
Use a
(b)
The design of a four-bolt unstiffened end-plate connection for a
Answer to Problem 8.8.3P
9/16-in. fillet weld at each flange.
¼-in. fillet weld on each side of the web in the tension region
½-in. fillet weld on each side of the web between mid-depth and the compression flange.
Explanation of Solution
Given:
A992 steel for members
A36 steel for the end plate
Group A pretensioned bolts
Formula used:
Calculation:
From the
From the dimensions and properties tables
Workable gauge = 3.50 in.
For the bolt pitch, try
For the gauge distance, use the workable gauge g = 3.50 in.
Required bolt diameter:
Try
Moment strength based on bolt strength:
Therefore, use
Determine end-plate width:
Minimum
The minimum plate width is
Maximum effective end-plate width =
Try
Determine the required plate thickness:
Therefore, use the original value of
Required
Try
Beam flange force:
The shear yield strength of the end plate is
Shear rupture strength of end plate:
Check bolt shear:
The compression side bolts must be capable of resisting the entire vertical shear.
For 4 bolts,
Try
For 4 bolts,
Recompute the plate dimensions:
For
Minimum
The minimum plate width is
Maximum effective end-plate width =
Use the currently selected width of
Because the bolt size has increased, check the shear rupture strength of the end plate:
Check bearing in the plate at the compression side bolts.
For the outer bolts,
The upper limit is
Therefore, use
Since the inner bolts are not near an edge or adjacent bolts, the outer bolts control.
The total bearing strength is
Check bearing in the column flange:
Use
The upper limit is
Therefore, use
The total bearing strength is
The plate length, using detailing dimensions and the notation of figure given below from the textbook, is
Use a
Beam flange to plate weld design:
The flange force is
AISC Design Guide 4 recommends that the minimum design flange force should be 60% of the flange yield strength:
Minimum
Therefore, use the actual flange force of 135.4 kips.
The flange weld length is
The weld strength is
where D is the weld size in sixteenths of an inch and the factor of 1.5 accounts for the direction of the load on the weld. If we equate the weld strength to the flange force,
From AISC Table J2.4, the minimum weld size is ¼-in. (based on the thickness of the flange, which is the thinner connected part).
Use a 9/16-in. fillet weld at each flange.
Beam web to plate weld design:
To develop the yield stress in the web near the tension bolts, let
Use a ¼-in. fillet weld on each side of the web in the tension region.
The applied shear of
- From the mid-depth to the compression flange.
From the inner row of tension bolts plus
- to the compression flange:
Equating the weld strength to the required shear strengths, we get
From AISC Table J2.4, the minimum weld size is 3/16-in.
Use a ½-in. fillet weld on each side of the web between mid-depth and the compression flange.
The design is summarized in the figure below:
Conclusion:
Use a
Want to see more full solutions like this?
Chapter 8 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
- Determine the adequacy of the hanger connection in Figure P7.8-2 Account for prying action. a. Use LRFD. b. Use ASD.arrow_forwardSelect an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.arrow_forwardDesign a welded connection. The given loads are service loads. Use Fy =50 ksi for the angle tension member and Fy=36 ksi for the gusset plate. Show your results on a sketch, complete with dimensions. a. Use LRFD. b. Use ASD.arrow_forward
- Five M20 8.8/ bolts are used in the connection between a beam and a column. Both sides of the cleat plate are welded to column using fillet weld (Manual metal arc AS4855 B-E43XX) with size of 5 mm. The design force transferred from beam to column is 300 kN. The cleat plate has thickness of 12 mm, fy = 300 MPa, and fü = 360 MPa. Determine the unit stress sustained by the weldarrow_forwardDetermine the maximum service load that can be applied if the live loadto-dead load ratio is 2.5. Investigate all limit states. The tension member is of A572 Grade 50 steel, and the gusset plate is A36. The weld is a 3⁄16-inch fillet weld with E70 electrodes. a. Use LRFD. b. Use ASD.arrow_forwardThe truss below is pin connected at A and E, and is acted on by the forces shown. E A D B Identify all of the ZERO-FORCE MEMBERS by checking the boxes below (if there are none, leave all boxes unchecked): BF AF BC BH CD EG -GH AB CH DG DH DE -FHarrow_forward
- The details of an end bearing stiffener are shown in Figure . The stiffener plates are 9⁄16-inch thick, and the web is 3⁄16-inch thick. The stiffeners are clipped 1⁄2 inch to provide clearance for the flange-to-web welds. All steel is A572 Grade 50. a. Use LRFD and determine the maximum factored concentrated load that can be supported. b. Use ASD and determine the maximum service concentrated load that can be supported.arrow_forwardA beam is connected to a column with 3⁄4inchdiameter, Group A slipcritical bolts, as shown in Figure . A992 steel is used for the beam and column, and A36 steel is used for the angles. The force R is the beam reaction. Based on the strength of the 10 angletocolumn bolts, determine: a. The maximum available factored load reaction, Ru, for LRFD. b. The maximum available service load reaction, Ra, for ASD.arrow_forwardPROBLEM 9.9 9.10 in the bolted connection of Figure 9.12, assume that the bolts are in. in diameter and that the allowable shear stress for the bolts is 14,500 psi. Based on bolt shear only, compute the safe allowable load P that may be applied. 9.2 Ccarrow_forward
- Problem 7: The load that will be applied to the connection shown has a live load - to - dead load ratio of 3.0. Investigate all limit states. All structural steel is A36, and the weld is a 1/4-inch fillet weld with E70 electrodes. Note that the tension member is a double-angle shape, and both of the angles are welded as shown. Use ASD. Determine the following. 5" 5" 2L5 X 32 X 5/16 LLBB -t = ³/8" Maximum service load that can be applied without exceeding the allowable capacity on yielding on gross area of the tension member (double angle). Maximum service load that can be applied without exceeding the allowable fracture on the net area of the tension member (double angle). Maximum service load that can be applied without exceeding the allowable block shear strength. Considering the weld metal and base metal strength, calculate the maximum service load that can be applied.arrow_forwardA bracket cut from a W310X179 is connected to a W310X179 column flange with 12 A325 bearing-type bolts as shown in the figure. A 50 steel is used. The line of action of the load passes through the center of gravity of the connection. What size bolt is required? a. Use LRFD. b. Use ASD. D = 55k L = 145k I'-1" CS Scanned with CamScanner 22" 5 sp @ 4" てarrow_forwardCompute the maximum acceptable tensile SERVICE LOAD that may act on a single tee section that is connected to a gusset plate using welds 12 inches long, as shown in the figure. The service live load is three times the dead load. Use A992 steel. USE LRFD ONLY, no block shear will occur. WT12 x 38 Longitudinal welds 11.2 in? y = 3.0 in. Given: Properties of WT12 × 38: Ag = Use A992 Steel: F, = 50 ksi Fu = 65 ksi bf = 8.99in. %3D %3D LL = 3 DL %3D %3D tw y = centroidal distance bf C. What is the Governing Ultimate Tensile Capacity based on Net Fracture Round your answer to 3 decimal places.arrow_forward
- Steel Design (Activate Learning with these NEW ti...Civil EngineeringISBN:9781337094740Author:Segui, William T.Publisher:Cengage Learning