Problem 2 Design the columns A, B, C, and D for the porch shown below. The columns are 12ft long. Use Douglas Fir-Larch, No. 1. Assume the ends are pinned connections. (Ignore the self-weight of the structure) Dead Load = 15psf Live Load = 30psf I 16 ft 'В 16 ft C I 16 ft 8 ft
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- HiW@ Draw S.f.n and BiMin for beam shown by Naphial methds Anst hinge %3D M= 9 W.m 3m 2m 3m Mmny = -6 IW.mDesign an angle iron purlin for a roof having a slope of 26° with the horizontal. . The trusses are spaced at 4 m c/c. The purlin carries dead load of 4.0 kN/m and wind load 1.5 kN/m normal to the roof surface. Use IS: 800 specifications. Adopt Fb = 142 MPa for vertical loads and 177.5 MPa for vertical and wind loads combined. %3DTotal load 87 psf = B1W16 x 57 G1W24 x 68 Compute Vmax and Mmax for Beam 1 and Girder 1 in the roof framing plan. 28' H I H- B1 6 @ 6' = 36' B1 B1 B1 B1 | G1 I- I-
- 11. Control the bracing in below frame section 1ston -> ton →2L120x12x12 2@3m Kxskya o5Compute the practical moment strength OM,, for the simply supported precast inverted T-girder shown. Use f = 3000 psi and fy = 60,000 psi. 16" 6" 21/1/2" 2-1/2" 10"- ---2-#7 16"- -0--4-#9Which of the following best gives the purlin load wuy? See loaded purlin. The figure shown has trusses 6m apart with midpoint sag rods and Purlins C150x12.5 spaced 2.5m on center. The roof truss is inclined 1 vertical to 2 horizontal. The weight of roofing materials is 0.9 kPa (includes self wt.), wind load is 0.8 kPa perpendicular to the roof surface, minimum roof live load is 0.6 kPa. Consider the roofing to provide full lateral support of the purlins. Fy = 345 mPa. Use the NSCP 2015 specifications. 2. 5m 2.5m 2. 5m roofing TRUSS TOP CHORD Wuy, Truss Spacing = 6m Wux 1 Purlins C150x12.5 Purlin Load Wt kN/m mm^2 mm C150x12.5 0.12 11400 12.7 152 5.1 d tw by SECTION Ix Sx rx ly sy Zy ry Zx mm mm mm^4 mm^3 mm mm^4 mm^3 mm mm^3 mm^3 mm mm 48 8.7 143 1100 112 48.4 378 65.2 1230 574 O 4.35 kN/m 5.56 kN/m O 25.02 kN.m
- Which of the following best gives the purlin load wuy? See loaded purlin. The figure shown has trusses 6m apart with midpoint sag rods and Purlins C150x12.5 spaced 2.5m on center. The roof truss is inclined 1 vertical to 2 horizontal. The weight of roofing materials is 0.9 kPa (includes self wt.), wind load is 0.8 kPa perpendicular to the roof surface, minimum roof live load is 0.6 kPa. Consider the roofing to provide full lateral support of the purlins. F, = 345 mPa. Use the NSCP 2015 specifications. 2. 5m 2.5m 2. 5m roofing Wuy TRUSS TOP CHORD Truss Spacing = 6m Wux Purlins C150x12.5 Purlin Load Wt A kN/m mm^2 mm C150x12.5 0.12 11400 12.7 152 5.1 SECTION dtw by Ix Sx rx ly mm mm^4 mm^3 mm mm^4 mm^3 mm mm^3 mm^3 48 8.7 143 1100 112 48.4 378 65.2 1230 574 Sy ry Zx| Zy mm mm mm O 4.35 kN/m 5.56 kN/m O 25.02 kN.mSelect all zero-force members in the truss shown below. Check the box for zero- force members 3m 12 m, 8 @ 1.5 m O DE LK EP OHF O BC O BM O EF O OM O CD O BN LO O DK FI O co O O O O O O 0 0 O 04/47 Compute the force in member HN of the loaded truss. BE 2 m A 4/40 n L L D R Q L L F 6 m L P O N -8 panels at 3 m Problem 4/47 age to L BODJEN H M L I L L 2- J [2 m EM K
- A light-gage cold-formed steel channel used as purlins are simply supported on the roof truss 4m apart. Sag rods are placed at midspan. Assuming compact section and loads acting on the flange. Use ASD method. The roof continuously braces the purlin. Given: • Purlin spacing - 1.5m Slope - 15 degrees • Dead Load - 2.5kPa • Live Load - 2.5kPa • Wind Load - 1.0kPa • Windward coefficient - 0.25 Properties of channel section: •S, - 185.17x10° mm S, - 16.55x10 mm • 2, - 223x10 mm z, - 33.4x10 mm • f- 21mm y- 16.79mm • C- 1.30 Determine allowable flexure strength about the y-axis (kNm).Answers: AB = kN E AH = kN Determine the force in each member of the loaded truss. All triangles are 3-4-5. Enter a the member is in tension, negative if in compression. BC - kN C 34kN kN BG E 34 kN BH - kN 15 kN BI = kN D B kN kN A E DE kN H G F DF = kN - 4 panels at 8 m- DG = kN DI kN EF = kN FG - kN GH = kNA column section b- 400 mem, h - 600 mm is reinforced with longitudinal bars Ast - 12-020 mm equally distributed along all faces. Lateral ties are composed of 12 me rectangular hoops with clear cover equal to 40 mm and 12 mm cross ties in both directions. Concrete yield strength f'c - 27 MPa and steel yield strength, fy - 415 MPa. Calculate the nominal axial strength of the column in kN. O 6,985 O 5,588 O 5,938 O 5,239