PROBLEM # 2 SQUARE HSS Page # 4-52
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
PROBLEM # 2 RECTANGULAR HSS Page # 4-24
PROBLEM # 2 RECTANGULAR HSS Page # 4-25
PROBLEM # 2 RECTANGULAR HSS Page # 4-27
PROBLEM # 2 RECTANGULAR HSS Page # 4-29
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
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
PROBLEM # 3 HSS 10x6x5/16 Bending about strong axis PIN HSS 10x6x5/16 Bending about strong axis Brace is ineffective, moves with column PIN
Page # 1-76
Page # 1-76
Page # 1-77
Fcr Ag = 35xAg = 35x8.76 = 306.6 kips PROBLEM # 3 Use larger 49.18 Page # 4-319 Use larger 49.18 Use 50 50 35.0 Fcr Ag = 35xAg = 35x8.76 = 306.6 kips
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
PROBLEM # 4 Pu = 1.2D + 1.6L = 1.2 x 35 + 1.6 x 80 = 170 kips USE = 7.5’ & Pu = 170K SELECT HSS 10x8x3/16 Pn = 195.5 Pn = 186K 170K CAN USE 10x8x3/16 (Wt = 22.2 lb/ft) TRY 10x6x3/16 Pn @ = 7.5 is 175 Pn 167K (NG) TRY 9x7x3/16 (Wt = 19.7 lb/ft) FOR = 7.5’ Pn = 186 170K FOR = Pn 170K OK OK USE HSS 9x7x3/16
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
PROBLEM # 5 4.232 - 0.634 = 3.598”
PROBLEM # 5 SHAPE A d C10x15.3 4.48 3.598 2.27 60.27 W12x26 7.65 2.108 204 238 298.3 12.13 = = = = = =
FIXED END COLUMN STRONG AXIS BRACE WEAK AXIS BRACE
ROOF METAL DECK DETAIL SAME SIZE COLUMN SPLICE
COLUMN BRACED IN WEAK AXIS
PERIMETER COLUMNS WITH SAFETY CABLES
W SHAPE BEAMS & ROUNDED HSS CONNECTION SHEAR CONNECTIONS OF ROOF BEAMS TO W SHAPE COLUMN (NOTE : NO FLANGE IS WELDED IN SHEAR CONNECTIONS)