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I need help on solving problem 2.4 and 2.7 please. Thank you in advanced!

Problems 7 76 Chapter 2 Design Loads and Structural Framing P2.5. Refer to Figure P2.4 for the floor plan. Calculate height on the windward side has been establishod as shown the tributary areas for (a) floor beam B3, (b) floor beam in Figure P2.10(c). (a) Considering the windward pressure B4, () girder G3, () girder G4, (e) edge column C3, and in the eust-west direction, use the tributary area concept to the machinery and uniform live load of 40 psf around the weight of the hangers. Lateral bracing is located on all the machine. (c) Calculate the total dead load acting on four edges of the mechanical floor framing for stability one hanger. The floer fruming dead load is 25 psf. Ignore and transfer of lateral loads corner column C4. to compute the resultant wind force ateach floor level. (b) Compute the horizontal base shear and the overtun- ing moment of the building. P2.6. The uniformly distributed live load on the floor plan in Figure P2.4 is 60 lb.Establish the loading for members (a) floor beam Bl, (b) loor beam B2, (e) girder G1, and (d) girder G2. Consider the live load reduction if permitted by the ASCE standard 25 P2.7. The uniformly distributed live load on the floor plan in Figure P2.4 is 60 It. Establish the loading for mem- bers (a) floor beam B3, (b) floor beum B4, (e) girder G3, and girder G4. Consider the live load reduction if permit- ted by the ASCE standard. edge ef mechanical suppo ig P2.8. The building section associated with the floor plan in Figure P2.4 is shown in Figure P2.8. Assume a live load of 60 Ibit on all three floors. Calkeulate the axial forces produced by the live load in column C2 in the third and first stories.Consider any live load reduction if permitted by the ASCE standard eams shown) oor gring uppoel fraing Biing Secton wind paessures Bulding Section P2.9. The building section associated with the floor plan in Figure P2.4 is shown in Figure P2.7.Assume a live load P211. A mechanical support framing system is shown of 60 lbift on all three floors, Calculate the axial forces in Figure P2.11. The framing consists of steel floor grat- produced by the live load in column C3 in the third and ing over steel beams and entirely supported by four ten- first stories. Consider any live load reduction if permitted sion hangers that are connected to floor framing above by the ASCE standard. P2.12. The dimensioms of a 9-m-high warehouse are shown in Figure P2.12. The windward and leeward wind pressure profiles in the long direction of the warehouse are also shown. Establish the wind forces based on the following information: basic wind speed 40 ms, wind exposure category C,85, K1.0, G 0.85, and C,0.8 for windward wall and-0.2 for leeward wall. Use the K, values listed in Table 2.4. What is thc total wind force acting in the long direction of the it. It supports light machinery with an operating weight of 4000 Ibs, centrally located. (a) Determine the impact P2.10. A five-story building is shown in Figure P2.10 factor I from the Live Load Impact Factor, Table 2.3. Following the ASCE standard, the wind pressure along the () Calculate the total live load acting on one hanger due

Summary 7 4 Chapter 2 Design Loads and Structural Framing Dead load, however, is not reduced unless it provides an adverse effect, such as when determining uplift force on a footing. PROBLEMS To account for dynamic effects from moving vehicles, elevators, sup- P2.1.Determine the deadweight of a 1-t-long segment of supported steel beams, with a tributary width of 10ft, and the prestressed, reinforced concrete tee-beam whose cross weighs 50 psf section is shown in Figure P2.1. Beam is constructed with The estimated uniform dead load for structural steel lightweight concrete which weighs 120 Ibs/t ports for reciprocating machinery, and so forth, impact factors that increase the live load ure specified in building codes In zones where wind or earthquake forces are small, low-rise buildings framing, fireproofing, architectural features, floor finish, and ceiling tiles equals 24 psf, and for mechanical duct ing, piping, and electrical systems equals 6 psf. are initially proportioned for live and dead load, and then checked for wind or earthquake, ce both, depending on the region; the design can be easily modified as needed. On the other hand, for high-rise buildings located in regions where large earthquakes or high winds are common designers must give high priority in the preliminary design phase to select structural systems (for example, shear walls or braced frames) that resist lateral loads efficiently Wind velocities increase with height above the ground. Values of positive wind pressures are given by the velocity pressure exposure coefficient K, tabulated in Table 2.4. Negative pressures of uniform intensity develop on three sides of rect angular buildings that are evaluated by multiplying the magnitude of the positive windward pressure at the top of the building by the coefficients in Table 2.7 The wind bracing system in each direction must be designed to carry the sum of the wind forces on the windward and leeward sides of the 12 95 * P2.2. Determine the deadweight of a 1-ft-long segmentnica of a typical 20-in-wide unit of a roof supported on a nomi nal 2 × 16 in, southern pine beam (the actual dimensions are in, smaller). The -in. plywood weighs 3 wide ange steel bean with ineproofing For tall buildings or for buildings with an unusual profile, wind tunnel studies using instrumented small-scale models often establish the mag- nitude and distribution of wind pressures. The model must also include adjacent buildings, which influence the magnitude and the direction of the air The ground motions produced by earthquakes cause buildings, bridges, and other structures to sway. In buildings this motion creates lateral in ertia forces that are assumed to be concentrated at each floor. The inertia forces are greatest at the top of baildings where the displacements are inealationtpy 4 plywood . P2.4. Consider the floor plan shown in Figure P24. Compute the tributary areas for (a) floor beam B1 (b) floor beam B2, (c) girder Gl, () girder G2. (e) corner column CI, and ( interior column C2 * The magnitude of the inertia forces depends on the size of the carthquake, the weight of the building, the natural period of the building, the stiffness and ductility of the structural frame, and the soil type. Buildings with a doctile frame (that can undergo large detormations without collapsing) may be designed for much smaller seismic forces than structures that depend on a brittle structural sy em (for example, unreinforced masonry) Tsunami are a set of powerful waves that generate hydrostatic and P23. A wide flange steel beam shown in Figure P23 supports a permanent concrete masonry wall, floor slab, architectural finishes, mechanical and electrical systems Determine the uniform dead load in kips per linear fI acting on the beam. 2 10-2 The wall is 9.5-ft high, non-Joad bearing and later- Hydrostatic uplift forces affect even partially submerged water-tight structures, which causes tsunami waves to be full of large dangerous and ally braced at the top to upper floor framing (not shown). The wall consists of 8-in. lightweight reinforced concrete masonry units with n average weight of 90 psf. The com- te concrete floor slab construction spans over si ation of large debris impact loads. pact loads.asobe

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