Total 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-
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- 1. (a) Calculate the tributary area, AT, for column 2A in the 4th floor (i.e. the column supporting the roof) to be used in calculation of total roof live load on column 1A (note that "roof live load" is different than "floor live load"). (b) Calculate the tributary area, AT, for column 1A in the 2nd floor to be used for calculation of floor live load acting on the column. c) Calculate the tributary area, AT, for column 1B in the 1st floor to be used for calculation of floor live load acting on the column. (d) Calculate the influence area, AI, for column 1B in the 1st floor for floor live load. e) For a specified live load of p. = 40 psf, calculate the design floor live load, pz [psf], for column IB in the Ist floor using floor live load reduction from code (if allowed). () Using your answers from (c) through (e), calculate the axial force, P. [kip], acting at the top of column 1B in the Ist floor due to floor live load. (g) If columns are 16 in. x 16 in. in x-sect, typical floor beams…Water tank Sth Floor Ath Floor 3rd Floor 2nd Floor 1st Floor Column C1 Ground Floor Figure la. (3D View) Secondary beam Column C1 Activate 1 Go to Settin Figure 1b. (Plan) 6.2 Span L" in metre Height (H1) in metre Live Load on the slab (kN/m2) WKN) E (Concrete) MPa E (Truss) GPa 3.135 7.68 28.00 276 186 Slab thickness in 'mm' 162 4814 Truss Area (mm2) Q2. Moment Distribution Method (Continuous Beam) For continuous beam CDEF. a) Find the degree of Indeterminacy. b) Using Moment Distribution Method, Draw B.M.D and S.F.D and find reactions at all supports.Civil Engineering Determine whether a W460 X 177 of A50 steel is adequate for the beam shown. Lateral support is provided at A, B, C and D. PL 133.44KN WL 14.60KN/M WD 51.08KN/M A D B C |--2.74M-|-2 -2.74M- + 5.49M ASAP. No rounding off in between solutions. Box your final answer/s. Write clearly. USE NSCP 2015
- 7:YE I %AV . * O ASSIGNMENT (H... ASSIGNMENT Using method of sections, determine the force in members identified (CD, CI, El and HI) for the trusses shown 24 kN 24 kN Io to B E 1.5 m A J IH 4 @ 2mFlexural Members:Flanged Beams 2(A 30' 5 EQUAL SACES 35 BEauAL SICES Ga I- 30 8. GI ca 30 -I- O FLOOR FRAMING PLAN uestions: O Dran the tribrtarg area for Beam Bl above. O What is the bributary width (Tw): for beam B2? O what is the tridhedany with (Tu) for Gindr G1? libuda aa (TA) for Colemn CI? 3.
- Determine the volume of concrete of Girder G3 from gridline A/3-4 if there are 18 identical spans in the plan. Consider the following plan and schedule. PLAN 4 5 3200 7400 6850 5750 (图) {( 1面(8 62 A IC-1 C-3. S2 S5 S5 S2 S2 S6 S6 *measurement is from center to center of the support SCHEDULE OF BEAMS AND COLUMNS BEAM MARK B (mm) H (mm) G2 500 750 G3 500 650 Column Dimension (mm) C-1 600 x 600 C-2 750 x 750 C-3 900 x 900Draw AFD ,SFD an BMD for frames belowDetermine the force in member ( EB )of the roof truss shown in fig 3000 loo0 N lo00N f. wode 30 oa bsw m A 2 m 2m 2m 2m Obuing
- The steelwork framing plan for a floor system shows decks as D1-D12, beams and girders as M1- M20 and columns as C1-C9. The unit load on the system is 75-psf dead and 45-psf live. What is the total load going into column C2? C3 C1 C2 I. M1 M2 D3 M8 M3 M4 M5 M6 D1 D2 D4 36' M7 D5 C5 C6 C4 M9 M10 D6 M16 M17 M18 M19 M11 M12 D7 D10 D11 D12 40' M13 D8 M14 D9 I. C9 C7 C8 M20 M15 24' 16'The prestressed I beam shown in cross section is pre tensioned using seven ordinary strands grade 250 (fpu 1728 MPa) carrying an effective %3D prestress fpe =988 MPa.fpy 1480 MPa %3D -300 0.8Sfc 150 300 440 600 (d-a/2) 300 T=Aps Sps Aps 650 mm2 Total depth of beam = 600 mm Distance from center to tendons to the top of the beam = 440 mm Aps = 650 mm? Average flange thickness 150 mm Width of flange 300 mm !3! Thickness of web 100 mm fc' = 27.6 MPa Determine the depth of compression block. (mm)The prestressed I beam shown in cross section is pre tensioned using seven ordinary strands grade 250 (fpu = 1728 MPa) carrying an effective prestress fpe 988 MPa. fpy =1480 MPa %3D -300 0.85fc' 150 a 300 440 600 (d-a2) e 300 T=Aps fps Aps =650 mm2 Total depth of beam = 600 mm Distance from center to tendons to the top of the beam = 440 mm Aps = 650 mm2 %3D Average flange thickness = 150 mm Width of flange = 300 mm Thickness of web = 100 mm fc' = 27.6 MPa Determine the ultimate moment capacity of the beam in kN-m.