03:The cantilever beam shown in Fig(2), is required to support a concentrated service load(P-72kN andP-20KN) at the free end. Ignore self weight of the beam, use fc'-28 MPa, fy-400MPA, concretecover-40mm, beam span-4.5m, Check crack adequacy at support according to ACI Code 318M. Note: useworking stress method in analysis.Pl-72KN250mmPd-20kNL6028mm012mm800mmFig.(2)

For the concentrated load at cantilever beam: Mdesign=wl (ignoring self weight)…

03: The cantilever beam shown in Fig(2), is required to support a concentrated service load(P-72KN an P-20KN) at the free end. Ignore self weight of the beam, use fe'-28 MPa, fy-400MPA, concret cover-40mm, beam span-4.5m, Check crack adequacy at support according to ACI Code 318M. Note: us working stress method in analysis. Pl-72KN Pd-20kN 250mm Lbe28mm 012mm E0mm

03: The cantilever beam shown in Fig(2), is required to support a concentrated service load(P-72KN an P-20KN) at the free end. Ignore self weight of the beam, use fe'-28 MPa, fy-400MPA, concret cover-40mm, beam span-4.5m, Check crack adequacy at support according to ACI Code 318M. Note: us working stress method in analysis. Pl-72KN Pd-20kN 250mm Lbe28mm 012mm E0mm

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.10.2P

See similar textbooks

Similar questions

Architectural considerations of a certain non-structural element requires an upright triangular beam section with the following design cross section: Width of Base, b 300 mm Overall Height, H = 450 mm Effective Depth, d 400 mmUse NSCP 2010 Provisions, f'c = 21 MPa, fy 345 MPa (A). Determine the no. of pcs. 16mm dia, bars at balanced strain condition. (B). Determine the no. of pcs. 16mm dia, bars for maximum steel requirement of code for tension control. (C). Determine the factored strength of the section if reinforced with 3-16mm dia, bars.
(e) Regardless of the load duration (i.e., standard, permanent, or short term), the wet service condition causes almost the same reduction in the compressive strength for glulam sections. (
Use the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-5 For the beam of Problem 9.4-2. a. Compute the deflections that occur before and after the concrete has cured. b. It the live toad deflection exceeds L360 , select another steel shape using either LRFD or ASD.
Design Specifications 1st and 2nd floor Member Roof Deck Load (Typical) Live Load Item Superimposed Dead Load (Typical) Live Load Superimposed Dead a. b. C. For the structural plan attached, Hint: Self-weight B1 B2 Notes: 1. For simplicity, neglect self-weight of concrete slab B3 G1 G2 C1 C2 Design Loadings Application Slabs Slabs Slabs Slabs Value 4 3 2 3 4 4 4 Value 4 means pinned means continuous Assume all members have the same stiffness (same El) for simplicity 8 4 6 Unit kN/m kN/m kN/m kN/m kN/m kN/m kN/m Unit kPa kPa kPa kPa Determine the factored bending moment (LRFD) to be used in the design of Beam B1 in kNm. Determine the factored shear force (LRFD) to be used in the design of Girder G2 in kN. Determine the factored axial load (LRFD) to be used in the design of Column C1 in kN. -I T C2 G2 C1 G1 C1 5000 B3 1 B2 B1 B2 C2 C1 ∙H. GROUND FLOOR FRAMING PLAN C1 I G2 H G1 İ 8 C2 C1 G1 C1 5000 B3 1 B2 B1 + B2 1 B3 . C2 C1 I C1 SECOND FLOOR AND ROOF DECK FRAMING PLAN G1 G1
3. A reinforced rectangular concrete beam having a width of 300 mm, effective depth of500 mm, fc’ = 24 MPa, fy = 415 MPa, 4 - 28 mmɸ, d’ = 65 mm. Present the following (a) actual steel ratio (b) maximum steel ratio (c) a(d) c (e) check if steel yields (f) ?steel(g) type of failure (h) reduction factor (i) moment capacity
A simply supported beam is 25 × 50 cm deep and has 2-20 mm Fe415 grade steel bars going into the support shown in figure below. If the shear force at the centre of support is 110 kN at service loads. Assume M20 mix, design bond stress (ta) = 1.2 MPa. Take clear cover to steel = 25 mm 2-20 mmo with referecne to the information provided, (a) The required development length (b) The anchorage length 00 mm
Problem 1. The composite beam shown below carries a cantilevered load of 10 kN. The beam consists of one 30 x 124 mm plate and four 12 x 50 mm plates. They are pinned together at 120 mm intervals with round pins. The pin material has a shear strength of 159 MPa. Compute the minimum acceptable diameter for the pins. O O O O O O O -0 O 0- O 1000 mm Do O -120 mm (typ) O O O P = 10 KN 30 x 124 mm 12 x 50 mm (typ)
Details of a rectangular column are as follows: Column width along X-axis-250 mm Column Depth along the Y-axis-600 mm 8-25 mm diameter bars distributed equally along the longer sides. 10 mm diameter ties spaced at 10 mm on centers Concrete 28th day Compressive strength, fc;=20.7 MPa Reinforcing Steel yield strength, fy-415 MPa Assume that compression steel yields. a) Which of the following gives the nominal balanced load Pb (kN). A = 90.4 mm b) Which of the following gives the nominal axial load (kN) that the column n carry at an eccentricity of 200 mm along the X axis from the centroidal Y-axis.
Compression Member Analysis and Design 2
Refer to the figure shown below. 350 Given are the following: fc 55 MPa fou 1,350 MPa Aps - 1.500 mnm2 fpy - 1,100 MPa Use bonded tendons as prestressed reinforcement. Determine the design monment capacity of the section. (kN-m)
O Find the ultimate moment of resistance for the rectangular section reinforced as shown below. material strengths: Concrete Reinforcement Width of section Reinforcement fcu:= 30-MPa fy:= 450-MPa b:= 280-mm d:= 510-mm A, 2410-mm d':= 50-mm A's:= 628-mm² b A', d'