Compute vmax and mmax for beam 1 and girder 1 in the roof framing plan total load = 87psf B1 = W16 x 57 G1 = W24 x68
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Compute vmax and mmax for beam 1 and girder 1 in the roof framing plan
total load = 87psf
B1 = W16 x 57
G1 = W24 x68
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- Date: Practice Problem 1 Given the following girder properties: bne lalxA ben Properties A = 11500 mm2 y = 266x106mm* ly = 45x106mm* d. = 350 mm %3D bf = 250 mm F, = 248 MPa Fb = 148 MPa F, = 99 MPa tf = 16 mm tw =10 mm a) Find the Web Shear Capacity b) How much is the horizontal shear capacity (kN) at the neutral axis? c) If the girder was used as an 8-meter-long simple span carries equal concentration dead load, P at every quarter points and a uniform load of 12.2 kN/m, determine the load P based on shear capacity. d) Find the maximum shear stress if it is used as a 8 m beam simply supported at the left end and 2 m from the right end which carries a total uniform load of 45 kN/m.ASSIGNMENT #6 CASE 2 Purlin Design The figure shown has trusses 5.5m apart with midpoint sag rods and Purlins spaced 2.5m on center. The roof truss is inclined 1 vertical to 2 horizontal. The weight of roofing materials is 0.8 kPa, wind load is 0.7 kPa perpendicular to the roof surface, minimum roof live load is 0.6 kPa. Design a channel section of steel Fy = 345 mPa, for the purlins. Use LRFD and ASD of NSCP 2015.3. Load Tracing For the framing plan below, find out the reactions of the beams and girders shown in the plan. The loads on the plan are as follows: Snow Load Concrete (4" slab) Steel Deck Mechanical equip. = 50 psf = 150 pcf = 5 psf = = 10 psf Suspended Ceiling = 5 psf Q-6 I -6 @ 6.67' = 40- H 33 B3 I H 2 @ 10' 20' + 5 @ 8'=40' B2 G1 B4 C2 B I I 13 G4 G2 G3 B1 C-I- I. C3 40' - 20'-
- 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) 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 %3D Thickness of web = 100 mm %3D fc' = 27.6 MPa Determine the value of the stress in the prestressed reinforcement at nominal strength. (MPa)+ „blackboard.com/ultra/courses/_96287_1/cl/outline Question Completion Status: 4 8 9 10 A two span beam subjected to shear and flexure only is reinforced as follows: SECTION @ MIDSPAN @ FACE OF SUPPORTS TOP BARS 2-020 mm 5-Ø20 mm BOTTOM BARS 3-020 mm 2-020 mm Given: Stirrup diameter, ds = 10 mm Concrete fc = 21 MPa Steel rebar = 415 MPa Stirrup fy = 275 MPa %3D Beam size b xh = 270 mm x 450 mm Assume all bars laid out in single layer. Calculate the following: Tensile steel ratio in positive bending at midspan = (in 5 decimal places) kN m (nearest whole Design Moment strength of section at midspan for positive bending = 32°C Light rain ^ O O G ) ENG 1:42 pm ロRefer to figure SD-07Q007. Given: Slab thickness = 150 mm Dead load = 4.8 kPa (superimposed) Live load = 3.0 kPa Longitudinal beams and girders shown are simply supported at their continuous and discontinuous ends. The plan is that of an office building, if only panel CGDH is occupied. Dimensions are: S₁ = 6.0 m Beams: W350 x 142 Problem 10 Problem 11 Problem 12 S₂ = 6.0 m B E S3 = 6.0 m Girders: W460 x 143 What is the maximum positive moment (kN.m) for beam CG? a. +74.4 b. +77.1 c. +78.2 What is the maximum negative moment (kN.m) for beam GK? a.-51.8 b. -18.0 c. -9.0 What is the maximum positive moment (kN.m) for beam KO due to live load? a. +27.4 b. +21.6 c. +4.5 E H F S4=2.5 m K FRAMING PLAN Fig. SD-07Q007 Ss=2.5 m J 0 N M X d. +75.3 d.-13.5 d. +2.3 S6=2.5 m
- 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.Determine the volume of concrete of Girder G3 from gridline A/2-3 if there are 18 identical spans in the plan. Consider the following plan and schedule. PLAN 3200 6850 5750 TC-1 FIC-2 S2 S5 S5 S2 S2 $6 *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 900 Select the correct response: 2.41 m3 43.29 m3 38.46 m3 2.14 m3Design B1, B2, B3, G1, G2, S1, and S2 of the floor framing plan shown, Given with factored loads, the concretes compressive strength is 20.7 MPa, the reinforcing bars yield strength is 276 MPa, beam dimension are 250mm x 500mm, diameter of deck and web reinforcement bars = 12mm. DESIGN THE SHEAR AND SLAB REINFORCEMENT ONLY
- a monotlithic floor framing plan, the columns are 300mm square, girders are 250mm wide by 450mm deep and slabs are 100mm thick. the floor loads include floor finish of 0.77kPa, ceiling system of 0.25 kPa, partition load of 1.0kPa and liveload of 4.8kPa. bar centroid from the edge of the beam is 70mm. calculate the ff: 1. total factored floor load in kPa 2. total factored uniform load on girder GH in kN/m 3. maximum ultimate bending moment at discontinuous end of girder GH in kN.mfeu = 40 MPa Cover = 3smm fy = 500 MPa fy = 250 MPa Preferred link size = 10mm Question 2 Design the reinforcement for the following one-way slab: Slab thickness,h= %3D 160 mm Design Mid-span Moment, M = 35 kNm Preferred bar sizes = main bar: 12mm; distribution bar: 10mm Q2a. Calculate the steel area required (in mm2per m width). Q2b. Provide main bars and distribution bars.The beams are to be designed assuming they are supporting uniformly distributed line loads, not point loads. 6m 5m Unfactored Snow Load = Unfactored Roof Dead Load = Unfactored Floor Live Load = Unfactored Floor Dead Load = 1.9 KPa KPa 7m 1.2 KPa KPa 3D 4.8 12 21 3D 3D Allowable LL deflection at roof span/ Allowable LL deflection at floor span/ Column height second storey - Column height first storey Soil Capacity 300 480 8m Im 4.5 140 KPa 31 Bm 9m 4.5m Plan View Elevation Figure 1 Refer to Figure 1. What is the Unfactored Snow Load for Beam AB3 at the roof? O 1.9KN/m 7.6KN/m 16.15KN/m 11.4КРа