1. PROBLEM # 2
SQUARE HSS
Page # 4-52

2. PROBLEM # 2 SQUARE HSS COLUMN DESIGNATION WEIGHT (lbs/ft)
LOAD CAPACITY
Pn (kips)
STRENGTH REQUIRE (Pu)
HSS 16x16x5/16
65.8
564
524 kips
HSS 14x14x5/16
57.3
543
HSS 9x9x½
55.5
585
HSS 8x8x5/8
59.1
608

3. PROBLEM # 2
RECTANGULAR HSS
Page # 4-24

4. PROBLEM # 2
RECTANGULAR HSS
Page # 4-25

5. PROBLEM # 2
RECTANGULAR HSS
Page # 4-27

6. PROBLEM # 2
RECTANGULAR HSS
Page # 4-29

7. PROBLEM # 2 RECTANGULAR HSS COLUMN DESIGNATION WEIGHT (lbs/ft)
LOAD CAPACITY
Pn (kips)
STRENGTH REQUIRE (Pu)
HSS 20x12x5/16
65.8
551
524 kips
HSS 16x12x5/16
57.4
537
HSS 12x10x3/8
52.9
567
HSS 10x8x1/2
55.5
575

8. PROBLEM # 3
An HSS 10x6x5/16 with Fy = 46 ksi is used as a column. The length is 15 feet. Both ends are pinned , and there is support against weak axis buckling at a point 6 feet from the top. Determine
the design strength for LRFD.
the allowable stress for ASD.
PIN
HSS 10x6x5/16
(Fy = 46ksi)
ELEVATION
PIN
BRACE
Bending about
weak axis
PIN
BRACE
PLAN

9. PROBLEM # 3 HSS 10x6x5/16 Bending about strong axis
PIN
HSS 10x6x5/16
Bending about
strong axis
Brace is ineffective, moves with column
PIN

10. Page # 1-76

11. Page # 1-76

12. Page # 1-77

13. Fcr Ag = 35xAg = 35x8.76 = 306.6 kips PROBLEM # 3 Use larger 49.18
Page # 4-319
Use larger
Use 50
Fcr Ag = 35xAg
= 35x8.76 = kips

14. PROBLEM # 4
Select a rectangular (not square) HSS for use as a 15-foot-long- compression member that must resist a service dead load of 35 kips and a service live load of 80 kips. The member will be pinned at each end, with additional support in the weak direction at midheight. Use A500 Grade B steel (Fy = 46 ksi).
Use LRFD.
Use ASD.
PIN
PIN
SMALLER
LARGER
KL= 7.5’
KL= 15’
PIN
PIN

15. PROBLEM # 4
Pu = 1.2D + 1.6L = 1.2 x x 80 = 170 kips
USE = 7.5’ & Pu = 170K
SELECT HSS 10x8x3/ Pn = 195.5
Pn = 186K 170K
CAN USE 10x8x3/16 (Wt = 22.2 lb/ft)
TRY 10x6x3/ = 7.5 is 175
Pn 167K (NG)
TRY 9x7x3/16 (Wt = 19.7 lb/ft)
FOR = 7.5’ Pn = K
FOR = Pn 170K OK OK
USE HSS 9x7x3/16

16. PROBLEM # 5
Verify the values of , and given in Part 1 of the Manual for the combination shape consisting of a W12x26 with a C10x15.3 cap channel.
W12 x26 WITH C10x15.3 CAP CHANNEL
C10x15.3
W12x26

17. PROBLEM # 5
= 3.598”

18. PROBLEM # 5
SHAPE A d
C10x
W12x
298.3
12.13 = = = = = =

19. FIXED END COLUMN
STRONG AXIS
BRACE
WEAK AXIS
BRACE

20. ROOF METAL DECK DETAIL
SAME SIZE
COLUMN SPLICE

21. COLUMN BRACED IN WEAK AXIS

22. PERIMETER COLUMNS WITH SAFETY CABLES

23. W SHAPE BEAMS & ROUNDED HSS CONNECTION
SHEAR CONNECTIONS OF ROOF BEAMS TO W SHAPE COLUMN
(NOTE : NO FLANGE IS WELDED IN SHEAR CONNECTIONS)