Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Concept explainers
Question
Chapter 10, Problem 10.7.3P
To determine
Flange and web dimensions for a plate girder using LRFD.
Expert Solution & Answer
Trending nowThis is a popular solution!
Students have asked these similar questions
Given: Consider the floor frame below supports a 6-in. concrete floor. Assume the beams and girders have full lateral
support of the compression flange throughout the entire length. The floor live load is 120psf and assume concrete
density is 150 pct.
Column
I
Beam
Girder
3 @15ft = 45ft
I
Find: The lightest W-shape beam and girder. LRFD and ASD
38 ft
✈
Copyright 2012 Peanon Education puting as Petice Hall
Note: Floor continues
on all sides
Q2) The members of the truss structure shown below is plain concrete. The compressive
strength of the concrete is 25 MPa. Compute the maximum load P that can be carried by
the structure. (Cross section of each member of the truss is 200 x 200 mm and don't use
material factors and do not consider slenderness) Comment on your results briefly.
P
A&
2m
SC
2 m
1380
2m
D
Use LRFD and determine the flange and web dimensions for a plate girder of the type shown in Figure for the following conditions: ●● Span length =50 ft. ●● Girder is simply supported with lateral bracing at 12 ft-6 in. intervals. ●● Superimposed service dead load = 0.5 kips/ft (does not include the girder weight). ●● Concentrated service live load =130 kips applied at midspan. ●● Steel is A572 Grade 50. Select the flange and web dimensions so that intermediate stiffeners are not required. Assume that a bearing stiffener will be used at the concentrated load.
Chapter 10 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Knowledge Booster
Learn more about
Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- A plate girder cross section consists of two flanges, 11⁄2 inchesx 15 inches, and a 5⁄16-inch 3 66-inch web. A572 Grade 50 steel is used. The span length is 55 feet, the service live load is 2.0 kips/ft, and the dead load is 0.225 kips/ft, including the weight of the girder. Bearing stiffeners are placed at the ends, and intermediate stiffeners are placed at 69-20 and 12,-9,, from each end. Does this girder have enough shear strength? a. Use LRFD. b. Use ASDarrow_forwardUSE NSCP 2010 A rectangular beam reinforced for both tension and compression barshas an area of 1450 mm² for compression bars and 4350 mm² fortension bars. The tension bars and compression bars are placed at a distance of 600 mm and 62.5 mm respectively from the top of thebeam. The beam width 300 mm, fc’ = 21 MPa, fy = 415 MPa andtension steel covering is 60 mm.If it is 8 m-simply-supported beam that carries three concentratedservice live loads P applied at three quarter points of the beam (exceptat the supports), neglecting the self weight of the beam, determine themaximum value of service load P in kiloNewtons.arrow_forwardThe uniformly distributed live load on the floor plan in the figure given below is 65 lb/ft². Consider the live load reduction if permitted by the ASCE standard. A (B) B2 G3 -6 @ 6.67' = 40- I B4 G4 B1 40' G1 C2 G2 C3 Establish the loading for girder G3. The loading (P) for girder G3 is [ B3 20' kips. (3) 2 @ 10' = 20' I+ 5 @ 8'=40'arrow_forward
- Where is/are the location(s) of the maximum compressive flexural stress? A simple I-beam is loaded as shown. 20 mm P KN PKN P KN B 20 mm- B с D L/4 m L/4 m L/4 m Pin support at the NA Midspan at point B Mid span at point D Midspan at the top fiber Roller support at top fiber Section D at the top fiber Section C at +170 mm from the NA L/4 m 20 mm C 250 mm 150 mm 150 mm D Aarrow_forwardA W350x90 girder 8m long carries a concentrated dead load, P at every quarter points and a uniform dead load of 5 kN/m (including dead weight) amd a uniform live load of 7.2 kN/m. CIVIL ENGINEERING STEEL Properties: A = 11,500 mm² tw = 10 mm tf = 16 mm mm Ix=1119.7 x 10 mm* Allowable Stresses: Fb = 0.66 Fy d = 350 mm bf = 250 mm tf = 16 mm Fv = 0.40 Fy a.) Determine P base on Flexure. b.) Determine P base on Shear. b.) Determine P base on Deflection. DESIGN Sallow=1/360arrow_forwardThe uniformly distributed live load on the floor plan in the figure given below is 65 lb/ft. Consider the live load reduction if permitted by the ASCE standard. I B2 (B) I G3 6 @ 6.67' = 40 B4 G4 BI GI C2 G2 C3 Establish the loading for girder G4. The loading (P) for girder G4 is 20'- kips. C4 I 2 @ 10' = 20 5 @ 8' 40'arrow_forward
- TASK 3 250 180 14 I 30 24 Weld 450 A compound girder consists of a steel joist with steel plates welded onto each flange as shown. If the ends are simply supported and the effective span is 10 m, what is the maximum UDL which can be supported by the girder? [kN/m] Allowable longitudinal stress in plates = 110 MN/m² Allowable load in shear for each weld = 60 kN/m Allowable shearing stress in web of girder = 75 MN/m² Note: 1.0 MN/m² = 1.0 N/mm² 50arrow_forward1. Girders AC and DF have a width of 350 mm and a total depth of 500 mm. Given: Total dead load - 4.9 kPa (including wt. of slab and beam) Concrete f'e = 20.7 MPa Longitudinal bars fy = 415 MPa Live Load = 4.8 kPa Shear bars fyv = 275 MPa Distance on center of girders: Concrete cover = 70 mm L= 6 m, S = 2.8 m, Column = 0.35x0.35 a. ) For beam BE, calculate the factored shear force (kN) at the critical section. Assume a simply supported span. b.) Determine the spacing (mm) of two legs of 10 mm ø shear bars at the critical section. c. ) In accordance with NSCP provisions, what should be the maximum spacing (mm) of stirrups at the critical section of the shear. A 2.80 m E 2.80 m 6.00 m Girders 350x500 mm Beams 250x400 mmarrow_forwardA Mansard roof truss is loaded as shown. Determine the force in members DF, DG, and EG. 3 m ✓ A 1.2 kN 1.2 kN 1.2 kN 1.2 kN 1.2 kN B D C E| k 2.25 m 4 m. F G 4 m- H -4 m I 4 K OL 2.25 m Show complete solutions and diagrams. Original work please I will upvotearrow_forward
- The given girder has beams framing into it at the ends and at every L/3 point. The beam carries a service live load of 20 kips as shown and superimposed uniformly distributed service dead load of 10 kip/ft. Select the lightest A992 W-section that can carry the load. Do not check for deflection. P, = 20 kips LL PLL W. = 10 kip/ft DL = 20 ft WDL L/3 BEAMS FRAMING INTO GIRDER Larrow_forwardA simply supported steel joist of 4 m effective span is laterally supported throughout. It carries a total UDL of 40 kN (inclusive of self weight). Design an appropriate section using steel of grade Fe410. The following two beam sections are available ISMB 150 @ 146 N/m ISMB 175 @ 191 N/m b₁ = tf = 8.6 mm t = 5.5 mm bf = 80 mm = 7.6 mm tf t = 4.8 mm 1₂=726.4 x 104 mmª = 96.9 x 103 mm³ 22 Z₂ R₁ Zp = 9 mm = 110.5 x 103 mm³ = 90 mm = 1272 × 104 mm² Izz Z = 145.4 x 10³ mm³ = 10 mm R₁ Z₁ = 166.1 x 10³ mm³arrow_forward5. The beam-column has a height of 7.5m and is a member of a braced frame. It is subjected to an axial load of DL-65KN and LL= 1OOKN. It is pinned at both ends. A W12X35 section was used and was made up of A-36 steel with Fy-250MPA. Compute the interaction value for beam- column based on NSCP 2015 code provisions. Ngelect the weight of the section. A = 6645 mm2 Zx- 839x10^3 mm3 d- 317.50mm Sx- 747x10^3 mm3 tw= 7.62 Rx= 133.35 bf= 166.62 ly= 10x10^6 mm4 tf- 13.21 Sy= 122x10^3 mm3 Ix= 119x10^6 mm4 Ry3 39.12mm 3.5 Note: Use C=D1.00%--0.2arrow_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Steel Design (Activate Learning with these NEW ti...Civil EngineeringISBN:9781337094740Author:Segui, William T.Publisher:Cengage Learning
Steel Design (Activate Learning with these NEW ti...
Civil Engineering
ISBN:9781337094740
Author:Segui, William T.
Publisher:Cengage Learning