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9.16 A 6X6 S4S Southern Pine (Dense No. 1) column is used to support headers that carry loads from roof joists. Determine the capacity of the column assuming pin con- nections at the top and bottom. Assume a seven-day- duration roof live load. 1.Check with Table A1-a and A1-b for actual size and area. 2. E = 1600 ksi, and Fc = 975 psi ROOF JOISTS 6x6 54-5 SOUTHERN PINE COLUMN

9.16 A 6X6 S4S Southern Pine (Dense No. 1) column is used to support headers that carry loads from roof joists. Determine the capacity of the column assuming pin con- nections at the top and bottom. Assume a seven-day- duration roof live load. 1.Check with Table A1-a and A1-b for actual size and area. 2. E = 1600 ksi, and Fc = 975 psi ROOF JOISTS 6x6 54-5 SOUTHERN PINE COLUMN

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Table Table A1-a Lumber Section Properties-Dimensioned Sizes-Rafters, Joists, and Studs. Section Properties of Dimension Western Lumber Sizes Nominal size Surfaced Nominal Dry size size (bx h) (in.) (actual) (in.) (bx h) (mm) 6x6 6x8 6 x 10 6 x 12 6 x 14 8x8 8 x 10 8 x 12 8 x 14 8 x 16 10 × 10 10 x 12 10 x 14 10 x 16 12 x 12 12 x 14 12 x 16 12 x 18 2x2 2x3 2x4 2x6 2x8 2 x 10 2 x 12 3 x 3 3x4 3 x 6 3x 8 3 x 10 3 x 12 4x4 4x6 4x8 4 x 10 4 x 12 4 x 14 1.5 x 1.5 1.5 x 2.5 1.5 x 3.5 1.5x5.5 1.5 x 7.25 1.5 x 9.25 1.5 x 11.25 2.5 x 2.5 2.5 x 3.5 2.5x5.5 2.5 x 7.25 2.5 x 9.25 2.5 x 11.25 3.5 x 3.5 3.5 x 5.5 3.5 x 7.25 3.5 x 9.25 3.5 x 11.25 3.5 x 13.25 5.5 x 5.5 5.5 x 7.5 5.5 x 9.5 5.5 x 11.5 5.5 x 13.5 7.5 x 7.5 7.5 x 9.5 7.5 x 11.5 7.5 x 13.5 7.5 x 15.5 9.5 x 9.5 9.5 x 11.5 9.5 x 13.5 9.5 x 15.5 11.5 x 11.5 11.5 x 13.5 11.5 x 15.5 11.5 x 17.5 50 x 50 50 X 75 50 x 100 50 x 150 50 x 200 50 x 250 50 x 300 100 x 100 100 x 150 100 x 200 100 x 250 100 x 300 100 x 350 75 x 75 75 x 100 75 x 150 75 x 200 75 x 250 75 x 300 150 x 150 150 x 200 150 x 250 150 × 300 150 x 350 200 × 200 200 x 250 200 × 300 200 × 350 200 x 400 250 x 250 250 × 300 250 x 350 250 x 400 300 x 300 300 × 350 300 x 400 300 x 450 64 x 64 64 × 89 64 x 140 64 × 184 64 x 235 64 x 286 89 x 89 89 x 140 89 × 184 89 x 235 89 x 286 89 x 335 Surfaced Dry size (actual) (mm) 140 x 140 140 x 191 140 × 241 140 × 292 140 x 343 38 x 38 38 x 64 38 x 89 38 x 140 38 x 184 38 x 235 38 x 286 191 x 191 191 x 241 191 x 292 191 x 343 191 x 394 241 x 241 241 x 292 241 x 343 241 x 394 con Properties-Beams and Columns. Section Properties of Western Lumber Timber Sizes. Nominal Surfaced Nominal Surfaced size Dry size size Dry size (bx h) (in.) (actual) (in.) (bx h) (mm) (actual) (mm) 292 × 292 292 × 343 292 x 394 292 x 445 30.25 41.25 52.25 63.25 74.25 Area A = (b) x (h) (in.²) 56.25 71.25 86.25 101.25 116.25 90.25 109.25 128.25 147.25 2.25 3.75 5.25 8.25 10.88 13.88 16.88 Area A = (b) x (h) (in.2) 132.25 155.25 178.25 201.25 6.25 8.75 13.75 18.12 23.12 28.12 12.25 19.25 25.38 32.38 39.38 46.38 Area A = bh x 10³mm² 19.6 26.7 33.7 40.9 48.0 36.5 46.0 55.8 65.5 75.2 58.1 70.4 82.7 95.0 85.3 100 115 130 Area A = bh x 10³ mm² 1.44 2.43 3.38 5.32 6.99 8.93 10.87 4.10 5.70 8.96 11.78 15.04 18.30 7.92 12.5 16.4 20.9 25.4 29.8 27.7 51.6 82.7 121.2 167.1 70.3 112.8 165.3 227.8 300.3 142.9 209.4 288.6 380.4 Section Modulus S=bh²/6 (in.3) Section Section modulus Modulus S = bh²/6 (in.³) 253.5 349.3 460.5 587.0 0.56 1.56 3.06 7.58 13.14 21.39 31.64 2.60 5.10 12.60 21.90 35.65 52.73 7.15 17.65 30.66 49.91 73.83 102.41 S = bh²/6 x 10³ mm³ 457 851 1355 1989 2745 1161 1849 2714 3745 4942 Section Modulus S=bh²/6 x 10³ mm³ 2333 3425 4726 6235 4150 5726 7555 9637 9.12 25.9 50.2 124 214 350 518 43.7 84.5 209 361 589 872 118 292 502 819 1213 1664 Moment of Inertia 1 = bh³/12 (in.4) 76.3 193.4 393.0 697.1 1127.7 Moment of Inertia 1= bh³/12 (in.4) 263.7 535.9 950.6 1537.7 2327.4 678.8 1204.0 1947.8 2948.1 1457.5 2357.9 3568.7 5136.1 0.42 1.95 5.36 20.80 47.63 98.93 177.98 3.26 8.93 34.66 79.39 164.89 296.63 12.51 48.53 111.15 230.84 415.28 678.48 Moment of Inertia 1 = bh³/12 x 105 mm² Moment of Inertia I= bh³/12 x 108 mm² 32.0 81.3 163 290 471 111 223 396 642 974 281 500 810 1228 606 982 1488 2144 0.17 0.83 2.23 8.69 19.7 41.1 74.1 1.40 3.76 14.6 33.2 69.2 124.7 5.23 20.4 46.2 96.3 174 279 567
Transcribed Image Text:Table Table A1-a Lumber Section Properties-Dimensioned Sizes-Rafters, Joists, and Studs. Section Properties of Dimension Western Lumber Sizes Nominal size Surfaced Nominal Dry size size (bx h) (in.) (actual) (in.) (bx h) (mm) 6x6 6x8 6 x 10 6 x 12 6 x 14 8x8 8 x 10 8 x 12 8 x 14 8 x 16 10 × 10 10 x 12 10 x 14 10 x 16 12 x 12 12 x 14 12 x 16 12 x 18 2x2 2x3 2x4 2x6 2x8 2 x 10 2 x 12 3 x 3 3x4 3 x 6 3x 8 3 x 10 3 x 12 4x4 4x6 4x8 4 x 10 4 x 12 4 x 14 1.5 x 1.5 1.5 x 2.5 1.5 x 3.5 1.5x5.5 1.5 x 7.25 1.5 x 9.25 1.5 x 11.25 2.5 x 2.5 2.5 x 3.5 2.5x5.5 2.5 x 7.25 2.5 x 9.25 2.5 x 11.25 3.5 x 3.5 3.5 x 5.5 3.5 x 7.25 3.5 x 9.25 3.5 x 11.25 3.5 x 13.25 5.5 x 5.5 5.5 x 7.5 5.5 x 9.5 5.5 x 11.5 5.5 x 13.5 7.5 x 7.5 7.5 x 9.5 7.5 x 11.5 7.5 x 13.5 7.5 x 15.5 9.5 x 9.5 9.5 x 11.5 9.5 x 13.5 9.5 x 15.5 11.5 x 11.5 11.5 x 13.5 11.5 x 15.5 11.5 x 17.5 50 x 50 50 X 75 50 x 100 50 x 150 50 x 200 50 x 250 50 x 300 100 x 100 100 x 150 100 x 200 100 x 250 100 x 300 100 x 350 75 x 75 75 x 100 75 x 150 75 x 200 75 x 250 75 x 300 150 x 150 150 x 200 150 x 250 150 × 300 150 x 350 200 × 200 200 x 250 200 × 300 200 × 350 200 x 400 250 x 250 250 × 300 250 x 350 250 x 400 300 x 300 300 × 350 300 x 400 300 x 450 64 x 64 64 × 89 64 x 140 64 × 184 64 x 235 64 x 286 89 x 89 89 x 140 89 × 184 89 x 235 89 x 286 89 x 335 Surfaced Dry size (actual) (mm) 140 x 140 140 x 191 140 × 241 140 × 292 140 x 343 38 x 38 38 x 64 38 x 89 38 x 140 38 x 184 38 x 235 38 x 286 191 x 191 191 x 241 191 x 292 191 x 343 191 x 394 241 x 241 241 x 292 241 x 343 241 x 394 con Properties-Beams and Columns. Section Properties of Western Lumber Timber Sizes. Nominal Surfaced Nominal Surfaced size Dry size size Dry size (bx h) (in.) (actual) (in.) (bx h) (mm) (actual) (mm) 292 × 292 292 × 343 292 x 394 292 x 445 30.25 41.25 52.25 63.25 74.25 Area A = (b) x (h) (in.²) 56.25 71.25 86.25 101.25 116.25 90.25 109.25 128.25 147.25 2.25 3.75 5.25 8.25 10.88 13.88 16.88 Area A = (b) x (h) (in.2) 132.25 155.25 178.25 201.25 6.25 8.75 13.75 18.12 23.12 28.12 12.25 19.25 25.38 32.38 39.38 46.38 Area A = bh x 10³mm² 19.6 26.7 33.7 40.9 48.0 36.5 46.0 55.8 65.5 75.2 58.1 70.4 82.7 95.0 85.3 100 115 130 Area A = bh x 10³ mm² 1.44 2.43 3.38 5.32 6.99 8.93 10.87 4.10 5.70 8.96 11.78 15.04 18.30 7.92 12.5 16.4 20.9 25.4 29.8 27.7 51.6 82.7 121.2 167.1 70.3 112.8 165.3 227.8 300.3 142.9 209.4 288.6 380.4 Section Modulus S=bh²/6 (in.3) Section Section modulus Modulus S = bh²/6 (in.³) 253.5 349.3 460.5 587.0 0.56 1.56 3.06 7.58 13.14 21.39 31.64 2.60 5.10 12.60 21.90 35.65 52.73 7.15 17.65 30.66 49.91 73.83 102.41 S = bh²/6 x 10³ mm³ 457 851 1355 1989 2745 1161 1849 2714 3745 4942 Section Modulus S=bh²/6 x 10³ mm³ 2333 3425 4726 6235 4150 5726 7555 9637 9.12 25.9 50.2 124 214 350 518 43.7 84.5 209 361 589 872 118 292 502 819 1213 1664 Moment of Inertia 1 = bh³/12 (in.4) 76.3 193.4 393.0 697.1 1127.7 Moment of Inertia 1= bh³/12 (in.4) 263.7 535.9 950.6 1537.7 2327.4 678.8 1204.0 1947.8 2948.1 1457.5 2357.9 3568.7 5136.1 0.42 1.95 5.36 20.80 47.63 98.93 177.98 3.26 8.93 34.66 79.39 164.89 296.63 12.51 48.53 111.15 230.84 415.28 678.48 Moment of Inertia 1 = bh³/12 x 105 mm² Moment of Inertia I= bh³/12 x 108 mm² 32.0 81.3 163 290 471 111 223 396 642 974 281 500 810 1228 606 982 1488 2144 0.17 0.83 2.23 8.69 19.7 41.1 74.1 1.40 3.76 14.6 33.2 69.2 124.7 5.23 20.4 46.2 96.3 174 279 567
9.16 A 6X6 S4S Southern Pine (Dense No. 1) column is used to support headers that carry loads from roof joists. Determine the capacity of the column assuming pin con- nections at the top and bottom. Assume a seven-day- duration roof live load. 1.Check with Table A1-a and A1-b for actual size and area. 2. E = 1600 ksi, and Fc = 975 psi -HEADER -ROOF JOISTS 6x6 54-5 SOUTHERN PINE COLUMN
Transcribed Image Text:9.16 A 6X6 S4S Southern Pine (Dense No. 1) column is used to support headers that carry loads from roof joists. Determine the capacity of the column assuming pin con- nections at the top and bottom. Assume a seven-day- duration roof live load. 1.Check with Table A1-a and A1-b for actual size and area. 2. E = 1600 ksi, and Fc = 975 psi -HEADER -ROOF JOISTS 6x6 54-5 SOUTHERN PINE COLUMN
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