A Beginner's Guide to the Steel Construction Manual, 14th ed. Chapter 4 - Bolted Connections © 2006, 2007, 2008, 2011 T. Bartlett Quimby
 Overview Mechanics of Load Transfer Finding Forces on Bolts Hole Size and Bolt Spacing Tensile Rupture Shear Rupture Slip Capacity Chapter Summary Example Problems Homework Problems References Report Errors or Make Suggestions Purchase Hard Copy

Section 4.10

Homework Problems

The homework problems involve the design of elements of three different structures plus some unrelated details.  Please see the relevant links below for each structure.  When completing the problems, consider both ASD and LRFD design philosophies unless otherwise specified by the instructor.  Consider all limit states presented in this and prior chapters.  Consider developing a generic spreadsheet that you can apply to similar problems.

Miscellaneous Steel Problems

Problem M4.1:  For this problem, use the two W sections in tension that are connected together as shown in drawing MISCDET_STL 1/S1.1.   Express your results in terms of service load levels assuming that the applied load is 1 part dead load, 1.5 parts live load, and 0.75 part seismic load.

• M4.1a:  Determine the capacity of the connection based on the slip capacity (as a "slip critical" connection) provided by the bolts.  In other words, the bolts are "-SC" bolts.  Assume a Class A surface on the plates.
• M4.1b:  Determine the capacity of the connection based on bolt strength (a "bearing" type connection).

Problem M4.2.1:  Use the connection shown on drawing MISCDET_STL 1/S1.2

• M4.2.1.a:  Determine the capacity of the connection based on bolt strength (a "bearing" type connection) if the bolt threads are included in the shear planes.
• M4.2.1.b:  Determine the capacity of the connection based on the slip capacity (as a "slip critical" connection) provided by the bolts.  In other words, the bolts are "-SC" bolts.  Assume a Class A surface on the plates.

Problem M4.2.2:  Use the connection shown on drawing MISCDET_STL 4/S1.2.

• M4.2.2.a:  Determine the capacity of the connection based on bolt strength (a "bearing" type connection) if the bolt threads are not included in the shear planes.
• M4.2.2.b:  Determine the capacity of the connection based on the slip capacity (as a "slip critical" connection) provided by the bolts.  In other words, the bolts are "-SC" bolts.  Assume a Class A surface on the plates.

Problem M4.4:  For this problem refer to drawing MISCDET_STL 1/S5.1.  Create a general purpose spreadsheet (in MS Excel unless otherwise approved by your instructor) to compute the capacity, Pn for the eight bolt connection shown.  Consider only bolt strength (i.e. type -N and -X bolts).  The design variables are the spacing between rows (Y), the distance between columns (Z), the location of the force (X), the angle of loading (Angle) from the vertical, and the bolt size and type information.  Group the design variables and the resulting value at the beginning of the spreadsheet.

• M4.4a:  Use the elastic vector method
• M4.4b:  Use the IC method

Problem M4.5:  For this problem refer to drawing MISCDET_STL 2/S5.1.  Create a general purpose spreadsheet (in MS Excel unless otherwise approved by your instructor) to compute the capacity, Pn for the ten bolt connection shown.  Consider only bolt strength (i.e. type -N and -X bolts).  The design variables are the sizes of the WT and W section, the spacing between rows (Y), the distance between columns (Z), the location of the force (X), and the bolt size and type information.  Group the design variables and the resulting value at the beginning of the spreadsheet.

Suggestion:  write your spreadsheet to input a given factored load (Pu or Pa) then compute the values of the applicable limit states.  Use goal seek on the factored load until the controlling limit state is maxed out.

• M4.5a:  Use the AISC Case I method
• M4.5b:  Use the AISC Case II method.

Problem M4.6:  Drawing MISCDET_STL 2/S1.1 shows a splice connection for a pair of W sections.  This connection is capable of resisting moment by a couple that forms in the opposing flange plates (one plate in axial compression and the other one in axial tension).  All the force in the flange plates must be transferred to the flanges of the beam via the bolts.  Based on bolt strength only, what is the maximum nominal moment (Mn = Pn * dist between plate centers) that the connection can resist?  The W section is a W18x35, D=6", the plates are 1/2" thick, and the bolts are 3/4" diameter A490-SC bolts.

Dormitory Building Design Problems

The braces in this building may be connected to the frames by bolts, depending on the detail used.  In these problems, the connections will be designed based on bolt strength and/or slip resistance.

Problem D4.1:  For a brace on the first floor level on Grid 2 and between Grids A & B determine the required number of bolts to satisfy the limit state of bolt capacity.  Assume that the brace consists of a pair of angles as shown in MISCDET_STL 3/S2.1.

• D4.1a: Determine the required number of bolts based on bolt strength if threads are excluded from the shear plane.
• D4.1b:  Determine the required number of bolts based on bolt strength if threads are not excluded from the shear plane
• D4.1c:  Determine the required number of bolts based on slip strength.

Problem D4.2:  Repeat Problem D4.1 for the other braces in the structure.  Complete the following table by adding the best choice for each member:

 On Grid Between Grids Level Problem # D4.2a D4.2b D4.2c Thread Excluded Threads Included Slip Critical ASD LRFD ASD LRFD ASD LRFD 2 A & B 3 2 1 P & R 3 2 1 11 A & B 3 2 1 P & R 3 2 1

Problem D4.3:  A beam to column connection similar to that shown in MISCDET_STL 1/S3.1 (A = 3", B = 5", C = 1.1/2", and D = 2.5") is to be used to connect the second floor beam on grid C between grids 3 & 6 (See the floor framing plan on DORM S1) to the columns at either end of the beams. The beam supports 3'-4" of the corridor on one side and 6'-3" of dorm room on the other along it's length.  It also supports a 10 ft tall interior wall along it's length.  Compute the reactions for the beam then select the number of "-N" bolts required to connect the WT to the column.  Neatly sketch a detail of the bolt layout.

• D4.3a:  Select the bolts using AISC Case I method.
• D4.3b:  Select the bolts using AISC Case II method.

Tower Design Problems

The tower diagonal braces are bolted to the tower legs.  Since towers are subjected to frequently reversing loads, all connections are to be designed as slip critical connections.

Problem T4.1:  Determine the number of bolts required for a brace at level A of the tower.

• T4.1a:  Assuming a single gage line of bolts on a single angle, neatly draw a scaled detail of the end of the brace showing the bolt layout.  Minimize the length of the connection.  The connection is to be similar to TOWER 4/S2.
• T4.1b:  Assuming the bolts connect an end plate of a tubular member to the gusset plate similar that shown in TOWER 4/S3.  Neatly draw a scaled detail of the end of the brace showing the bolt layout.  Minimize the length of the connection.

Problem T4.2:  Repeat problem T4.1 for each level of the tower.  Complete the following table by filling in the required number of bolts at each level.

 Level Req'd # of Bolts T4.2a T4.2b ASD LRFD ASD LRFD H G F E D C B A

Problem T4.3:  Select the number of bolts needed to connect tower leg segment 1 to tower leg segment 2 as shown in TOWER 2/S2.

Truss Bridge Design Problems

The bridge has all bolted connections.  Since none of the members have reversing loads, we can use bearing type connections.

Problem B4.1:  Determine the number of bolts needed to connect member 3-4 to the gusset plates a Joint type of the truss.  This is the central bottom chord member and its flanges are connected to a pair of gusset plates as shown in TBRDG 3/S5.  Using the required number of bolts, neatly sketch to scale the layout out of the bolts that you selected.

Problem B4.2:  Repeat problem B4.1 for each of the other members in the truss.  Complete the following table by adding the required number of bolts in each case:

 Member # of bolts at each end ASD LRFD 1-2-3 1-5 2-5 3-4 3-7 4-7 5-3 5-6-7

Problem B4.3:  A typical girder is connected to a vertical via a pair of connection angles as shown in TBRDG 2/S4 and TBRDG 4/S4.  The girder reaction consists of 40.5 kips vehicle load, 23.0 kips dead load, and 2.20 kips of ice load.

• B4.3a:  Determine the required number of bolts to connect the girder web to the pair of connection angles.  Neatly sketch to scale the bolt layout if the girder is 27" deep.

• B4.3b:  Determine the required number of bolts to connect the connection angles to the vertical.  Assume that the load eccentricity is 5" from the face of the vertical.