## List of Tension Member’s Posts-part 2.

The list of tension Member’s Posts-part 2 will start from post 7 till post 14.

- List of Tension Member’s Posts-part 2.
- A Solved problem for Design strength.
- A Solved problem 4-2 for shear Lag factor U.
- Two Solved problems for the effective net area.
- Quick-start to the introduction to block shear.
- A Solved problem 4-4, Pult without block shear.
- Solved problem 4-6-P-ult with-block shear.
- Block shear and coped beams.
- A Solved problem 5-7.

### **A Solved problem for Design strength.**

This is the 7th post of the Tension Member’s Posts which includes a solved problem 3.6. from** Prof. Mccormack’s **book.

Determine the LRFD design tensile strength and the ASD allowable design tensile strength for a with two lines of -in diameter bolts in each flange using A572 Grade 50 steel, with and the AISC Specification.

There are assumed to be at least three bolts in each line 4 in on center and the bolts are not staggered with respect to each other.

This is a link for post 7: **A Solved problem for Design strength.**

### **A Solved problem 4-2 for shear Lag factor U.**

This is the 8th post of the Tension Member’s Posts which includes a Solved problem 4.2. from Prof. Abi O. Aghayere ‘s book. For the welded member shown in fig 4.7.

Determine the shear lag factor U, the net area Ant, and the effective area Ae.

This is the link to post 8: **A Solved problem 4-2 ****for shear Lag factor U.**

### ** Two Solved problems for the effective net area.**

This is the 9th post of the Tension Member’s Posts which includes a Solved problem 3.4 From Prof. William T Segui’s handbook.

Determine the effective net area for the tension member shown in Figure 3.12.

A Solved problem 3.5, from Prof. **William T Segui’s handbook.**

If the tension member of Example 3.4 is welded as shown in Figure 3.13, determine the effective area.

This is the link to post 9: **Solved problems ****for the effective net area.**

### **Quick-start to the introduction to block shear.**

This is the 10th post of the Tension Member’s Posts which includes The first point of discussion is about the slenderness value for tension members. the value of L/r value for tension members.

The second point is regarding code provisions, the introduction to shear block.

This is the link to post 10: Quick-start to the introduction to block shear.

### **A Solved problem 4-4, Pult without block shear.**

This is the 11th post of the Tension Member’s Posts which includes a solved problem -4-4 from Prof. Abi O. Aghayere ‘s book.

For Tension Member Analysis Determine if the channel is adequate for the applied tension load shown in Figure 4-9.

This is the link to post 11: **A Solved problem ****4-4, P ult without – block shear.**

### Solved problem 4-6-P-ult with-block shear.

This is the 12th post of the Tension Member’s Posts which includes a solved problem -4-6. from Prof. Abi O. Aghayere ‘s book. For Tension Member with Block Shear For the connection shown in Example 4-4.

Determine if the channel and gusset plate are adequate for the applied tension load considering block shear.

Assume that the width of the plate is such that block shear along the failure plane shown in Figure 4-12 controls the design of the plate.

This is the link to post 12: **Solved problem 4-6-P-ult with- block shear. **

### Block shear and coped beams.

This is the 13th post of the Tension Member’s Posts which includes a discussion of 2 items, the first item is a sample for the block shear various patterns for a given section acted upon by tension force.

The second part is about the UBS values and what is a coped beam? the different names are given for the coped beam, based on the cut places, from the commentary of the AISC.

This is the link to post 13: ** Block shear and coped beams. **

### A Solved problem 5-7.

This is the 14th post of the Tension Member’s Posts which includes a Solved problem 5-7 for block shear. from **Prof. Alan Williams’s book**.

Determine the block shear strength of the connection shown in Fig. 5.5a. Both members have a yield stress of 36 ksi and tensile strength of 58 ksi.

The tension member thickness is t = 1/2 in, the gusset plate thickness is tg = 1.0 in, and the bolts are the 7/8-in diameter. The relevant dimensions are s = 3 in, g = 2 in, Leh = 2 in, and Lev = 2 in.

This is the link to post 14: ** Block shear and coped beams. **

An external source for tension members from Prof. T. Bartlett Quimby’s site which is the **Tension Member Overview**