Backsight Intermediate Foresight Rise Fall ReducedLe Top Sight 1.250 0.300 0.450 0.520 0.515 0.526 0.570 0.420 0.350 0.420 0.530 0.550 0.600 0.600 0.650 vel 100.000 Bottom Dist. Remarks BM Grid A1 B1 C1 D1 E1 F1 G1 A2 B2 C2 D2 E2 F2 G2 0.510 Tree (1) 0.500 A3 0.520 B3 0.560 C3 0.700 D3 0.720 E3 0.800 F3 0.850 G3 0.700 0.780 A4 B4 0.920 C4 0.930 ᎠᏎ 0.900 0.920 0.960 0.856 0.920 0.950 1.050 1.060 1.110 1.210 E4 F4 G4 A5 B5 C5 D5 E5 F5 G5 • The spot heights at the grid intersection points have been calculated and are provided in the grid below. Identify at least five points on the grid through which the contour line 100.600 will pass.

Problem: A continuous girder system as shown in Grid 3 is consists of G11, G12 and G13 girders. The slab resting on these girders have the following superimposed dead loads: Metal Deck with Reinforced Concrete Slab: Floor Finish Type: Ceilings (Below the Slab): Frame Partitions: Miscellaneous (MEPF): 3.5 kPa Hardwood Flooring, 22mm Gypsum board, 10mm Movable Partitions 0.24 kPa Girders (G11, G12 &G13) carry a uniform superimposed dead load of 8.1 kN/m due to the perimeter wall. The slab carries a live load of Residential Basic Floor Area. In the initial analysis, beams (B5, B10, B15, B17 & B19) were assumed to be W6x20. Girders (G11, G12 &G13) were assumed to be W16x50. Earthquake analysis from a software was conducted and the reactions at the exterior supports (joints A & D) are as follows: At joint A: Shear force (VA) = 62 KN Moment (MA) = 105 kN-m At joint D: Shear force (VD) Moment (MA) = -58 KN = -95 kN-m 1. Determine the controlling load combination for LRFD and the corresponding…

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16- What is the ratio of moments ofinertia (about x-x axis) of the IPB400 to moments.of inertia (about x-x axis) of the IPR400? a) 158162 O 211/225 D0175/105 d)O168/100 Boş bırak Kapat