Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 9, Problem 9.7PFS
To determine
The selection of most economical section by using both LRFD and ASD.
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For the plate girder shown below, check the flexural strength, then shear strength on end and
second panels. Lateral bracing is provided at each applied load (P). The girder is ASTM A1085
Gr. A (Fy=50 ksi). Using AISC-15th ed LRFD provisions. Pp=60 Kips, PL=30 Kips.
20"
0.375"
-105"
-105"
-285"
105"
105-
Material properties are:
- Concrete weight: wt = 150 pcf
- Concrete compressive strength: f'c = 4000 psi
- Steel tensile strength: fy = 60 ksi
- Stirrup consists of #4 bar
- Framing members are not exposed to weather
or in contact with soil.
A simplified line diagram of Girder G2 is shown below:
Determine the tributary area for each concentrated load for G-2.
30-0¹
B4
B4
69
Colum
Dea
30-0
- Mark
89
PD & PL
30 square feet
400 square feet
700 square feet
1200 square feet
90-0
BI
-Ser
PD & PL
a=
Please help me with my problem with complete solution and please use the nscR and gisc shapes
database.
Select the lightest w section (with Ey = 345 MPa) for the beams and girders shown in the figure. The floor
slab is 150mm reinforced concrete and supports a 0.80 MPa uniform live load. Assume that continuous
lateral bracing of the compression flange is provided. The maximum permissible deflection is L/250. Use
LRFD method only.
10.00 m
E
2.
2.
Chapter 9 Solutions
Structural Steel Design (6th Edition)
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- b Irom Fig. 9-10 in the text. 9-17. Select the lightest satisfactory W shape section if Fy provided at the ends only. Determine C,. (Ans. W24 × 117 LRFD and ASD) 50 ksi. Lateral bracing is PL = 40 k PL = 40 k D = 1 k/ft U PES %3D 10 ft 10 ft 10 ft FIGURE P9-17 9-18. Repeat Prob. 9-17 if lateral bracing is provided at the concentrated loads as well as at the ends of the span. Determine C,.arrow_forwardA plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.arrow_forwardThe built-up girder below is comprised of four A572 Grade 50 plates welded together. Compute the section modulus (S), plastic modulus (Z₁), and shape factor (Z₁/S). Using Table B41.b of the Specification, determine whether the flanges and web are compact, noncompact, or slender. -PL 1" x 40" 10" CLEAR SPACING PL 1.5" x 20" TYParrow_forward
- Determine the adequacy of the tension members of the determinate bolted truss shown below based on the service loads shown. Use A50 steel. Assume there are three line of bolts in connection and neglect weight of members. Hint: There are three tension members in the truss.arrow_forwardA built-up member is used as a column having a length of 20 ft. Assume the member is hinged at the top and at the bottom for buckling in either principal direction. Using A36 steel, determine the axial compressive strength (ASD & LRFD). USE NSCP 2015/ AISC REQUIREMENTS.arrow_forwardPLATE #3 PROBLEM: A built up section of A992 steel is made from plates fully welded together. The flanges consist of PL16x380 and PL12x500 for the web. Check the beam for flexure. Total load Deflection is limited to L/240. Cite all applicable specifications you used to solve the problem from NSCP 2015. 1. For full lateral support 2. For Lateral bracing at supports and midspan of AB. WD 3. For lateral bracing at supports only, what maximum w and w₁ can the beam carry for WL A WD = 26 kN/m_Includes self wt. WL = 40 kN/m B 10m ee m 2m PL16x380 PL12x500 X = 1.5.arrow_forward
- For the Integrated Project (office building), design the Floor Girders in the gravity-only system, assuming that the top flange is fully restrained with the floor diaphragm. 1. Use Table 3-2 from the Steel Manual to select the most economical compact W-shape section. Demands: Stories 1 and 2 Edge: 114.4 k.ft From Table 3-2, use W12x50 D/C = should be less than 0.95: D/C = Stories 1 and 2 Interior: 226.4 k.ft Use W12x50: D/C = Roof Edge: 33.3 k.ft Use W12x40: D/C = Roof Interior: 58.4 k.ft Use W12x40: D/C =arrow_forward5.5-3 A simplrted beam is subjected to a uniform service dead load of 1.0 kip cluding the weight of the beam), a uniform service live load of 0 kipft, and a concentrated service dead load of 40 kips. The beam feet long, and the concentrated load is located 15 feet from the left The beam has continuous lateral support, and A572 Grade 50 steel is used. Is a W30 x 108 adequate a. Use LRFD. b. Use ASD.arrow_forward1. Determine the available strength of the compression member shown in Figure P4.3-4, in each of the following ways: Compute both the design strength for LRFD and the allowable strength for ASD. HSS 8 x 8 x 4 ASTM A500, Grade B steel (Fy= 46 ksi) 15'arrow_forward
- 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'arrow_forwardCompression member.arrow_forwardIf the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.arrow_forward
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