Problem 4: Design a rectangular section for the beam, loads, and p values shown. Beam weights are not included in the given loads. Use h = main_span/8, and b = h/2 to get initial guess for self- weight (you will refine dimensions later using the design aids). When dealing with beams with more than one span, live loads are to be placed where they cause the most severe conditions within the section considered. Place the live load over the left span only in order to get the worst case positive moment in the 16 ft span. Then place the live load over the right span only in order to get the worst case negative moment in the 8 ft span. Use the larger of the two M₁ values to finalize beam dimensions (b, h, d, which are the same for both spans). Now design the tension steel for each of the two sections separately (using that span's own Mụ). Concrete weight 150lb/ft³, fy = 60,000 psi, and f'e = 4000 psi. A starting steel ratio is provided below. Show sketches of the cross sections, including bar sizes, arrangement, depth and spacing.

Problem 4: Design a rectangular section for the beam, loads, and p values shown. Beam weights are not included in the given loads. Use h = main_span/8, and b = h/2 to get initial guess for self- weight (you will refine dimensions later using the design aids). When dealing with beams with more than one span, live loads are to be placed where they cause the most severe conditions within the section considered. Place the live load over the left span only in order to get the worst case positive moment in the 16 ft span. Then place the live load over the right span only in order to get the worst case negative moment in the 8 ft span. Use the larger of the two M₁ values to finalize beam dimensions (b, h, d, which are the same for both spans). Now design the tension steel for each of the two sections separately (using that span's own Mụ). Concrete weight 150lb/ft³, fy = 60,000 psi, and f'e = 4000 psi. A starting steel ratio is provided below. Show sketches of the cross sections, including bar sizes, arrangement, depth and spacing.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

need asap. please be detailed with your solution and box the final answer.
ANSWER ALL FOR UPVOTE NO UPVOTE IF INCOMPLETE NO NEED TO WRITE THE COMPLETE SOLUTION. JUST THE FAST SOLUTION AND THE EXACT ANSWERS FOR EACH. THANK YOU.
When we design doubly reinforced beams, what is the maximum possible value for Ku to get minimum area of compressive steel area? Select one: a. 0.36 b. 0.4 OC. 0.545 Od. 0.6 e. 0.8 A rectangular beam section has d = 450 mm, dsc = 45 mm and Concrete grade 40 MPa. When neutral axis depth is at its limiting depth, Ast = 3600 mm^2 and Asc = 620 mm^2 were provided to satisfy the design requirement. What is the design Moment capacity (M*) of the section? Select one: a. 692.6 kNm Ob. 584.0 kNm Oc. 466.6 kNm Od. 705.1 kNm Oe. Can not estimate without the value of 'b'
GIVEN VALUE UNIT DEAD LOAD (DL) 18.50 kN/m LIVE LOAD (LL) 7.00 kN/m fy 270 N/mm^2 f'c 21 N/mm^2 LENGTH (L) 7.00 m Design a beam with one discontinuous end with the given data. Trial steel ratio is 60%. Use 20mm diameter bars. Show computations and highlight the resulting values. Lastly, draw the section of the beam.
Beam section is b = 300mm, h = 450 mm. %3D Steel cover is 75 mm. Compressive strength of concrete fc' = 20.7 MPa, steel strength fy = 415 MPa. The beam is simply supported on a span of 5m and carries the following loads: dead load = 13 KN/m, live load = 10 KN/m. Find the required %3D number of 20mm Ø bars for the given cross section both in balance and ultimate condition.
Please answer the situation 1 only
note: SN is equal to 18, topload will be equal to 118kN.
For Problems 4.5 to 4.9, design rectangular sections for the beams, loads, and values given. Beam weights are not included in the given loads. Show sketches of beam cross sections, including bar sizes, arrangement, and spacing. Assume concrete weighs 150 lh/t. Use h=d+2.5 in. Problem No. 1, (psi) L(psi) Span e () Wo not incl. bcam wt (k) W (k/) 4.5 60,000 4000 24 2.8 5=0.0075 4.6 60,000 4000 30 2 2. 0.18C, 4.7 50,000 3000 28 3. 3 4.8 60,000 4000 32 2 1.8 4.9 60,000 3000 25 1.8 15 S0.005 *See Appendix A, Table A.7 for p values that correspond to the e, values listed. One ans. Problem 4.5: 18 in. x 26 in. with 6 9 bars. One ans. Problem 4.7: 22 in. x 33 in. with 6 #11 bars. One ans. Problem 4.9: 16 in. x 25 in. with 5 a9 bars.
For the following plan it is required to: 1- Design all beams for flexure and shear, where they have additional 30 kN/m distributed factored load 2- Design the columns. The concrete has a strength of 30 MPa, and the yield strength of the steel is 420 MPa. Show full calculations and neat sketches. All dimensions are in m. I 03 B2 0,3 7 B1 Wu=20 kN/m2 B1
*Subject: Reinforced prestressed concrete - Civil Engineering *Please refer for my attached formula or guidelines solve this problem *The fy=276 should multiply the (0.4+fy/700) since states other fy=415 ; t=L/10 x (0.4+fy/700) A one way cantilever slab having a simple span of 2.0 m. The slab is to carry a uniform dead load of 2.5 KPa and uniform live load of 1.5 Kpa. Fc’=27.6 MPA, fy= 276 MPA for for main bars and temperature bars. Concrete weighs is 23.5 kN/m3. Determine the spacing of the main bars and also kindly explain why you use factor (1.2D + 1.6L) or D + L if are require in this problem. Note: Please don’t forget to explain thank you, since there is no Design term in this problem or correct me what should it use if need to factor 1.2D + 1.6 L or just add Dead load with weight of the beam and the live load.
Give me right solution with clear calculations step by step. If you don't know the solution please leave it but don't give me wrong solution
I am trying to figure out which equations were used to solve this problem.