What is the value in kips of the axial force in Column C2 on the first story?
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What is the value in kips of the axial force in Column C2 on the first story?
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- LEARNING ACTIVITY – 3 Problem. A 16x13 136 Steel Purlins spaced @0.81 m. o.c. with 11 mm. diameter Sagrods & Tierods @midpoint is subjected to the following roof loads: D=1.10 KPa, Lr=0. 10 KPa , & V=210 KPH (wind velocity). Use Fy=250 MPA & fs=151 MPa, Lb=4. 10m. o.c. (spacing of truss) Required: Check the adequacy of the following using LRFD-NSCP 2010 & MRM: (1) 16x13 136 Steel Purlins; (2) 11 mm. diameter Sagrods & Tierods.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.
- 2010-biT REINTORCED CONCHSTE Homework3 Design the Inverted T-beam shown in the following floor system for both positive and negative moments, then druw the detailing showing the top and bottom reinforcing sleel bars • The columns are masonry construction Additional Dead Load (Superimposed DL) - 2.5 KN/m Live Load: 4 kNm Slab Thickness : 150 mm f21 MPa , ty 420 MPa 3.0m of 9.0m 3.3m 40m 4.0m Ao 4.0pm 4.0m 40m SECTION 1-1 CRY 407 ENGINEERING DEPARTMENT3. Load Tracing Determine the Columns loads assuming: DL (decking, flooring, etc.) = 30 psf LL (occupancy) = 50 psf Total Load = 80 psf 2 10⁰ A loi GI OPEN 7B-270 DECKING DECKING B-3 D 4-3 G2 TYPICAL FLOOR FRAMINGNote: please use Set B data thank you 2° M₂ A B * 4 m 2m The cantilever beam above is made up of concrete with E- 70 MPa, refer to the table below for the properties and loads for the beam: PROPERTIES LOADS SET b (mm) h (mm) w (kN/m) Mb (kN-m) A (1,3,5,7,9) 300 500 20 40 B (2,4,6,8,0) 250 400 15 45 Using area moment method, determine the following: Flexural rigidity of the beam in N-men²
- change rebars to 3 bars #10 instead of 4 #9 and the uniform load "w" to 4 K/ft instead of 6k/ftMember AB AC BC BD CD 20⁰ Force 360 lbs 20' Character Member DF DE EF EG 13' FG 600 lbs Force 13' 20' 10' CharacterThe concrete girders shown in the photo of the passenger car park- ing garage span 30 ft and are 15 ft on center. If the floor slab is 5 in. thick and made of reinforced stone concrete, and the specified live load is 50 lb/ft? (see Table 1–4), determine the distributed load the floor system transmits to each interior girder. TABLE 1-4 Minimum Live Loads* Live Load Live Load Occupancy or Use psf kN/m? Occupancy or Use psf kN/m? Assembly areas and theaters Fixed seats Movable seats Residential 60 2.87 Dwellings (one- and two-family) Hotels and multifamily houses 40 1.92 100 4.79 Garages (passenger cars only) 50 Office buildings Lobbies 2.40 Private rooms and corridors 40 1.92 Public rooms and corridors Schools Classrooms Corridors above first floor 100 4.79 100 4.79 Offices 50 2.40 40 1.92 Storage warehouse Light Нeavy 80 3.83 125 6.00 11.97 250 *Reproduced with permission from Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-10.
- 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'Wood planks are used on each working level. The deck width/bearer span is 5 ft.. The bearers and posts are standard pipe and the pipe material is A36 steel with a yield stress of 36,000 psi and modulus of elasticity of 29,000,000 psi. Bearers are to be located at a vertical spacing of 10 ft (largest, lowest post height). Posts are to be 7 ft oc (plank length) parallel to the building wall and 5 ft apart (bearer length) perpendicular to the building wall. There are four working levels and the anticipated scaffold loading will be med duty. A. Assuming the ultimate bending strength of the planks is 3,800 psi (apply a 4:1 F.O.S.), determine the required minimum plank thickness to the nearest 100th. B. Based on the bearer material provided, what is the minimum pipe size that can be safely used? See Appendix 2 in your textbook for steel pipe properties. C. Based on the post material provided, can a 2” standard pipe be used safely? Be sure it satisfies buckling stress conditions only.fe 1. a b c and d