**Problem 34: Determining the Available Strength of a WT7×15 Section**Determine the available strength of a WT7×15, A992 steel, with the flanges welded to a 1/2 in. gusset plate by a 10 in. weld along each side of the flange. Considering yielding and net section rupture, determine the (a) design strength by LRFD and (b) allowable strength by ASD.---### Detailed Explanation:#### Factors to Consider:1. **Material Specifications:** - WT section: WT7×15 - Steel grade: A992 - Gusset plate thickness: 1/2 in. 2. **Connection Details:** - Weld length: 10 in. per side of each flange. 3. **Design Considerations:** - **Yielding:** Check for yielding of the section. - **Net Section Rupture:** Check for rupture on the net section.#### Methods: - **LRFD (Load and Resistance Factor Design):** Used to determine the design strength. - **ASD (Allowable Stress Design):** Used to calculate the allowable strength.*Note: Diagrams are not provided in this text. Calculations should incorporate material strength data, weld specifications, and standard engineering reference tables to fully utilize LRFD and ASD methods.*

Answered: Image /qna-images/answer/f4c744a5-e7b5-49e8-88d8-caa5e82d5591.jpg

34. Determine the available strength of a WT7×15, A992 steel, with the flanges welded to a 1/2 in. gusset plate by a 10 in. weld along each side of the flange. Considering yielding and net section rupture, determine the (a) design strength by LRFD and (b) allowable strength by ASD.

34. Determine the available strength of a WT7×15, A992 steel, with the flanges welded to a 1/2 in. gusset plate by a 10 in. weld along each side of the flange. Considering yielding and net section rupture, determine the (a) design strength by LRFD and (b) allowable strength by ASD.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

20. determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksit) what is the weld capacity perpedicular to the beam of the flange connection in kips? (2 decimal places)
Determine the size of the weld using E60 electrode. Dead Load = 38 kip and LL = 95 kips (Service Loads) 10 in- 10 in- -10 in W = ?
Q#4: Design Fillet welded connection using E65X electrodes to connect three plate sections (W=20in & t=0.75") for transmitting dead load of 10k & live load of 140k.Consider minimum weld thickness (S=5/8") with "A36" member steel (fy=36 ksi & fu=58 ksi).
A C130x10 tension member is welded to a plate as shown in the figure. The channel is of Grade 350W steel. The channel is welded on both sides with 110 mm long fillet weld. Assume the weld does not govern the capacity, calculate the factored tension resistance of the channel. The tension resistance is not governed by the plate. C130 XI0
9. Determine the service load capacity assuming the load is 70% live load of the tee connection as shown in Figure 6.28 and details the proper double-bevel-groove weld for the SMAW process. Assume the flange of the tee does not control design. R-3×8 (A36 Steel) 128 kips Problem 164 164 kips Solution E60
Please Use LRFD * ASD!
PL 5/8 x 12 3/4-in-diameter bolts
If the structural frame is replaced to structural steel and the connections is to be designed, determine the following Determine the centroid of the weld measured from the given origin A. Determine the direct shear load in the welds. Determine the required size of the fillet weld(E60xx) if the maximum resultant load is 750,000 N/mm
If the design tensile strength Phi Pn of a tension member is controlled by rupture failure. Which of the following actions will NOT increase its capacity? using welds instead of bolts using larger cross section of the member increasing strength of steel using thicker gusset plate
Assume that the gusset plate and welds are satisfied. A gap allowance of 1/16 inch is to be considered to fit the gusset plate in the HSS. The steel used in the tension member is ASTM A500 Grade C HSS 6 x 0.5 with a length of 30 feet. a.) Find the shear lag factor b.) Find the Effective net area (Ae) c.) Solve for the tensile strenngth 16-inch-long fillet weld HSS 6 x 0.5 1/2 in. thick gusset plate 17 inch long
A tension member splice is made with 14-inch E70 fillet welds as shown in Figure 5. Each side of the splice is welded as shown. All steel is A36. Determine the maximum service load, P, that can be applied if the live load to dead load ratio is 1.5. Note: Assume that the base metal shear strength is adequate (check the yielding strength for the gross area, fracture strength for the effective net area, weld strength and block shear strength). PL 5/8x8 4 in. Figure 5 2 PL 7/16x4