For the structural floor framing shown: Loading is as follows: o Superimposed DL = 25 psf; LL = 175 psf 0 A 1.5 in. thick non-structural lightweight concrete topping is provided over the entire floor area (assume 80 pcf for the density of the topping material). Note that the thickness of this added topping slab should NOT be included in your structural calculations (i.e., only consider this as an additional superimposed loading). In the calculation for "d", use a 2 in. clear cover from the tension face and sides of the beam to the tension reinforcement. ➤ Assume Yconc. = 150 pcf for density of concrete and the maximum aggregate diameter in the concrete mix is specified to be 1" diameter. all dimensions shown are centerline-to-centerline North 13'-6" 13'-6" !A 13'-6" 13'-6" 28'-0" 32'-0" 28'-0" 日 || 6" concrete one-way slab D Notes: f'c = 4,000 psi fy = 80,000 psi PLAN 18"x18" conc. columns (typ.) These beam lines to have identical beam web widths For the concrete floor framing and design criteria given above, determine the following: a) Using the appropriate load factors, calculate the maximum positive moment +M, and maximum negative moment-Mu for beam AD using the approximate method of analysis for nonprestressed continuous beams per the AC1318. Be sure to justify the use of the AC1318 approximate moment equations. b) For the maximum negative moment, -M, calculated in part (a): Design beam AD (that satisfies design conditions of the AC1318-19) for flexural strength using the minimum number of #8 bars placed in a single layer needed for that moment demand. All beam dimensions (i.e., bw and h) to be rounded up to the nearest even inch. Does your beam design satisfy the minimum area of flexural reinforcement required per ACI? Provide a sketch (does not have to be to scale) of the final beam section design with all appropriate dimensions and labels. Note that some of your flexural steel should be located in the overhanging slab for reasons noted in your Module 4 notes. c) For the beam dimensions established in part (b): Select the minimum number of #8 bars placed in a single layer needed for joist AD for the maximum positive moment, +Mu, calculated in part (a). Be sure to justify all appropriate assumptions. For the purpose of calculating In, use the dimensions of the supporting columns. • Does your beam flexural reinforcement satisfy the minimum tension strain requirement per ACI318? If it does not satisfy these requirements, how would you modify your design? Does your beam design satisfy the min. clear space and max. on center spacing requirements per ACI318? If it does not satisfy these requirements, how would you modify your design? Provide a sketch (does not have to be to scale) of the final beam section design with all appropriate dimensions and labels.