8-21. Determine if the base plate shown in Figure 8-58 is adequate for the given factored loads. Check the bearing strength of the concrete pier assuming f = 4 ksi. The steel used for the base plate is ASTM A572, Grade 50 steel. ructural Steel Design, Third Edition 30" 91 KIN H a) -W10x60 Pu-420k -16"x16"x1* pl. 16" 18" [I] b) FIGURE 8-58 Details for Exercise 8-21 -W12x58 Pu-500k 16"x18"x" pl.

8-21. Determine if the base plate shown in Figure 8-58 is adequate for the given factored loads. Check the bearing strength of the concrete pier assuming f = 4 ksi. The steel used for the base plate is ASTM A572, Grade 50 steel. ructural Steel Design, Third Edition 30" 91 KIN H a) -W10x60 Pu-420k -16"x16"x1* pl. 16" 18" [I] b) FIGURE 8-58 Details for Exercise 8-21 -W12x58 Pu-500k 16"x18"x" pl.

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

PROBLEM: For the base plate shown in the attached figure:1) determine if the base plate is adequate for the given service loads. 2) check the bearing strength of the concrete pier assuming fc' = 28 MPa.The steel used for the base plate is A572 Grade 50.Use: (a) LRFD method (b) ASD methods
The plate shown is fastened to the fixed member by five 10-mm-diameterrivets. Compute the value of the loads P so that the average shearing stress in any rivetdoes not exceed 70 MPa. Present drawings/FBD’s illustrating your solution.
11-1. Determine whether the W14 x 34 beam shown in Figure 11-43 is adequate for flexural rupture and flexural yielding at the cope. The steel is ASTM A992, grade 50. 1/½/2" 4" W14x34 R₁ = 40kips FIGURE 11-43 Detail for Exercise 11-1
The 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" TYP
The steel end-cap is fitted into grooves cut in the timber post. The working stresses for the post are 1.8 MPa in shear parallel to the grain and 5.5 MPa in bearing perpendicular to the grain. Determine the smallest safe dimensions a and b.
Pu Pu Pu 7'-6" 7'-6" 7'-6" 7'-6" W24 x 207 The self weight of the beam has not been included in the estimated loads and needs to be accounted for . Determine the factored connection load PD=35k PL= 55k
2 ISA 75 x 75 x 8 carry a load of 150 kN and are placed back to back through a 6 mm gusset plate. The permissible shear stress is 100 MPa and bearing stress is 300 MPa. Design the riveted connection and show the arrangement with a neat sketch.
The following diagram shows a partial floor framing plan of an elevated walkway building connecting an airport terminal building to the adjacent garage. The concrete floor is not post- tensioned. 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. Use ASCE Table 4.1 to determine the design live load for this floor. 30-0¹ S Colm- Ö 90-0 - Mark 54 59 25 30-0¹ N BI -Sinder ASCE 7-10 Chapter 4 Live Load.pdf 50 psf 60 psf 100 psf 150 psf 2
ll zain IQ 37 MPa no one 10/10 find the tensile stress in upper plate in section 3-3 5 1 4 80 kN 80 kN B-bolt DIA. 10 MM 80 kN 80 kN B-bolt DIA. 10 MM 10 MPa 12.5 MPa 15 MPa 8.5 MPa no one 10/ find the bearing stress between bolts and plate
t 4#9 1) fé= 5000 psi r Grade 60 steel; 4 #9 Rebars, 5-9" t 4#9 NWC, 5-9" L = 25 ft & Mn = ? 4#9 14" $ 21" #3" Simple span 39
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
Two steel plate tension members have been connected using 0.72” diameter bolts arranged in an equally-spaced four by four square formation.Total plate self-weight is specified as 912 pounds.Design of the elements adhered to the set of values that are twice as much as the minimum requirements. Both plates have a thickness equal to 1/3 in. Take shear fracture stress as 54ksi and the min required edge distance as 0.125ft. Find the maximum allowable service dead load(excluding the self-weight)and live load assuming live load is half as much as dead load including the self-weight of the plates.