Load, kN Deformation, mm 53.49 0.084 162.45 0.168 283.63 0.336 329.72 1.428 366.36 3.360

PC1 PI1 0+000 Lct PT1 R1 11 STATION NORTHINGS EASTINGS 0+000 11475.55 8927.24 PC2 9291.91 9546.66 PI1 11478.80 P12 11179.37 R2 V1 PI3 10804.76 9282.44 Lc2 PI4 10512.37 9433.48 13 12 PCC V1 11245.48 9490.41 PI2 V2 11074.50 9472.69 END 10203.85 9016.99 Lc3 R3 V2 LINE AZIMUTH DISTANCE 0-PI1 PI1-V1 V1-V2 PT2 V2-PI3 PI3-PI4 PI4-END PC3 R4 CURVE LC 1+140 PI3 1stCurve 2nd Curve 14 Lc4 3rd Curve 4th Curve 5th Curve PRC STATIONING 15 PC PT Lc5 PC2 P14 PCC R5 PT2 PC3 PRC PT3 PT3 END END OF ROAD ---- ----

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…

-4t Find the Laplace transform'of the function 2 cos 3t - 5e + 6t-9. 2s: 5. 6 9 2s 6 9 is² +9 s-4 s s а. C. s²+9 s+4 s s 6 6. 6 9 b. d. s?.+9 s+4 s“ s s? +9 s-4 s? s 5