SLOPED RAFTERS 240,0 BEAM -COLUMNS -BEARING WALL 2 Dat HAM FRAMING PLAN BEARING WALL RAFTERS @2400. -BEAM OPLIMN of FRONT ELEVATION SIDE ELEVATION • Live snow load = 35 psf • Dead load: (1) Roof and Sheathing = 14 psf, (2) Rafters = 4 lb/ft Roof pitch: 9:12 Please round to the nearest one tenth (i.e., 0.1). Total load (LL+ DL) on a middle rafter after adjusting to horizontal projection = lb/ft

SLOPED RAFTERS 240,0 BEAM -COLUMNS -BEARING WALL 2 Dat HAM FRAMING PLAN BEARING WALL RAFTERS @2400. -BEAM OPLIMN of FRONT ELEVATION SIDE ELEVATION • Live snow load = 35 psf • Dead load: (1) Roof and Sheathing = 14 psf, (2) Rafters = 4 lb/ft Roof pitch: 9:12 Please round to the nearest one tenth (i.e., 0.1). Total load (LL+ DL) on a middle rafter after adjusting to horizontal projection = lb/ft

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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2- The floor system shown above design to support service live load=4 kN/m? and total dead load = 10 kN/m?. Can the column (B) of dimension and detail shown below support the ultimate load of this slab and 1800 kN from upper stories. Assume: the column is short tied, f = 30 MPa and fy = 400 MPa. cover for all side =40mm 4Ø 25 mm 400 mm Ø 10mm@400mm 400 mm
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HW 3 Determine the column loads assuming: DL (decking, flooring, etc.) = 10 psf LL (occupancy) = 40 psf 50 psf Total Beam B-2 spans between girder G-3 and column B-2 and beam B-3 spans between girder G-3 and column C-2. K 10¹ G3 B GI OPEN B-2 DECKING Sad 8th of Makacals for Architecture and Buidhey Construction, 4adion Dry Ca 23 a G2 D DECKING) B-3 TYPICAL FLOOR FRAMING 2012, 2007 2002, 1999 by Pearson Higher Education, Inc Upper Bade River New Jersey 0745 Al Fogrs Reserved
1. A rectangular beam section is 10 in. wide and has a structural depth of 13.5 in. Reinforcement consists of two No. 8 bars. Given that the strength normal weight concrete is 4000 psi and there is NO shear reinforcement in the section, determine the nominal shear capacity allowed by the ACI Code. (5 pt) (Hint: No web reinforcement, so Vc = 8λ¸^(pw)¹/³√fcbwd shall be used).
1. A 20m Fink Truss are spaced at ‘S’ meters o.c. the purlins are made up of C10X20 sections and are spaced 1.1967m on centers. The truss has a height of 4m. Roof LL is ‘RLL’ N/m2 of roof surface and roof covering is assumed to be ‘RDL’ N/m2 of roof surface. Determine whether the purlins are adequate to carry such loadings. Fy = 248 MPa. C10X20 properties: w=29.76kg/m, A=3787.09mm2, Ix=32.84x106mm4, Iy=1.17x106mm4, Zx=317.91x103mm3, Sx=258.92x103mm3, Zy=44.25x103mm3, Sy=21.47x103mm3 S (m) RLL (N/m^2) RDL (N/m^2) 6.00 900 900 a. Considering sag rods and tie rods at midspan, what is the maximum moment about major axis in N-m? (2 decimal places) b. Considering sag rods and tie rods at midspan, what is the maximum moment about minor axis in N-m? (2 decimal places) c. Considering sag rods and tie rods at midspan, what is the interaction value for combined moment? (2 decimal places)
Floor beams of Group B timber are spaced 1.2 m centres, on a clear span of 3 m, with a bearing of 20 cm at each end. The dead load of roof covering is 2000 N/m' and live load is 1500 N/m?. Design the beam for inside location. The timber is of standard grade. Take E = 11000 N/mm?.
15-20 A one-way interior slab panel, continuous on both ends, is built integrally with the beam supports. It has an unsupported span if 3.2m. and carries a total factored uniformly distributed load (including self-weight) of 11.2 KPa. Use D12mm reinforcement, fc' = 28MPа and fy-350MPа 15. Based on the NSCP code provisions for solid one-way slabs, what is the required minimum thickness for the given slab? a. 320.0 mm b. 160.0 mm C. 133.3 mm d. 114.3 mm е. None of the above 16. Using the NSCP approximate moments for one way slabs, what is the design positive moment at midspan? 11.46 KN-m b. a. 10.42 KN-m 8.19 kN-m 7.17 kN-m None of the above С. d. е. 17. Using the NSCP approximate moments for one way slabs, what is the design negative moment at the interior face of the interior support? 11.46 KN-m 10.42 kN-m 8.19 kN-m 7.17 kN-m None of the above а. b. с. d. е. 18. What is the minimum steel reinforcement ratio for the given slab with fy=350MPa? a. 0.0016 b. 0.0017 С. 0.0018 d. 0.0020 е.…
The reinforced concrete cantilever retaining wall is made with 3000 psi normal weight concrete and reinforced with Grade 60 galvanized steel. the main reinforcement rests flexural stresses in the stem and is specified as #7 bars every 18 inches along the length of the wall. The distribution seal distributes stresses along the length of the wall and is specified as #4 bars at 12 I spacing. The concrete cover is 1.5 everywhere. Calculate the developmental length for the main reinforcement using the basic equation (ACI 318 -19: 25.4.2.4). Assume no transverse reinforcement Ktr-->0). Is the main reinforcement embedded deeply enough in the footing to fully develop its yield strength in tension?
2. Roof joists are spaced at 2m and span 6m between supporting girders, and joist depth of 600mm. The allowable deflection limits for OWSJ are L/360 under snow load. The OWSJS are subjected to a dead load of 2.96kPa which includes the estimate joist weight of 0.15kPa, an occupancy load of 2.4kPa, and the following: SULS 1.99kPa SSLS = 1.25kPa Select a suitable OWSJ which satisfies the limit states design.
STRUCTURAL ANALYSIS II The given plan below shows a 2-way floor system carried by 1-story 2-bays frame system as shown in sec 1-1. The floor is 18 cm in thickness and made with reinforced concrete with fc'= 28MPA and fy= 420MPA, yc= 24kN/m3. The floor is to carry a service live load of 5 kN/m2. Assume that E is constant for all structural elements in the system. Determine the following: 1- Extract he structural system of beam ADG, beam BEH, frame ABC, and frame DEF, showing the loads to be carried on each element from the slab, and include the own weight of the element given that beams ADG and BEH have a section of 180mm in depth and 400 mm in width. Where the girder of all frames has a cross section of 300 mm in depth and 800mm in width. 2- Analyze beam ADG using slope- deflection equations method. 3- Analyze beam BEH using moment distribution method. 4- Analyze frame ABC using moment distribution method. G H 3 5m 5m 7m 7m Floor Plan 4m 7m 7m sec 1-1 800mm 400mm 300mm 180mm sec 2-2…
(a) empt The detached servant room of a quarter is having internal size of 3.0m x4.50m. It is to be covered by a roof of RCC. The dead load on roof 4.5 kN/m² and the live load is 1.50 kN/m² Design the slab by I.S. Code method. Assume grade of concrete as M25 and grade of Steel as Fe415.