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elect the most economical W24 section based on design moments and width to thickness atios, with...
Using both LRFD and ASD, Select the most economical (lightest) section based on moment only, for...
Using both LRFD and ASD, Select the most economical (lightest) section based on moment only, for the depth indicated. Assume full lateral bracing (Lb 0') and ignore beam selfweight. 1. a. W24 depth: (hint: calculate load demand and find lightest W24x?? section above the demand). P- P -25 30 b. W27 depth for LRFD, W30 depth for ASD: (hint: calculate load demand and find lightest W27x?? or W30x?? section above the demand. Note that since the point load is not...
For Problems 1 and 2, design rectangular sections for the beams. Loads and Density values are...
For Problems 1 and 2, design rectangular sections for the beams.
Loads and Density values are shown. Beam weights are not included
in the loads shown. Show sketches of cross sections, including bar
sizes, arrangement, and spacing. Assume concrete weighs 150
lb/ft3, fy = 60,000 psi, and fc′ =4000 psi, unless given
otherwise.
2. Design a cantilever beam. The loading cases are shown in Figure 2: Wp = 3 k/ft, w, = 1 kft MITIMIZ 12f- Use p= 0.1852 Figure...
Question 2 (5 points) Using Table 3-10 of the 15th edition of the AISC steel manual, find the most economical wide flange section size for the following conditions. Write in the page number of th...
Question 2 (5 points) Using Table 3-10 of the 15th edition of the AISC steel manual, find the most economical wide flange section size for the following conditions. Write in the page number of the manual where you find your selected section size. (Fy 50 ksi, unbraced beam length 15 ft required moment capacity 1,000 K-ft.) required moment capacity- 1,000 K-ft.)
Question 2 (5 points) Using Table 3-10 of the 15th edition of the AISC steel manual, find the most...
Steel design course I need question number 9-4 306 Chapter 9 esignor u 9.11 PROBLEMS FOR...
Steel design course
I need question number 9-4
306 Chapter 9 esignor u 9.11 PROBLEMS FOR SOLUTION 9-1 to 9-10. Using both LRFD and ASD, select the most economical sections, with F-S0 unless otherwise specified, nd assuming full literal bracing for the compresa langes. Working or service loads are given for each case, and beam self-weighe not included 9-1" (Ans. W30 x 90 LRFD and ASD) D-1.20 k/ft L-300 k/ft 36 ft -l FIGURE P9-1 9-2 P- P- 25 k...
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support...
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support working tensile loads of PD - 250k and PL - 325k. The member is to be 30ft long and is assumed to have two lines of holes for 1-inch bolts in each flange. There will be at least three bolts in each line 4-in on center. Neglect Block Shear Problem 2. Select the lightest available W12 section to support the axial loads PD -...
For the following loading diagram, determine the most economical size based upon the loading diag...
structural calculations
For the following loading diagram, determine the most economical size based upon the loading diagram. Apply the bending coerricitent and then determine the required sized based upon the effective moment. Loads are unfactored and the beam weight is included in the unit weights. LL = 50 K LL = 1 K/Ft 10'-0" 10-0" 15'-0 blem 3 Required Beam Size before applying bending coefficient: Mc MMAx Cb- Required Beam Size after applying bending coefficient 5. SIMPLE BEAM-UNIFORM LOAD PARTIALLY...
I provided an example problem, the question asked is the last photo included. I also provided the...
I provided an example problem, the question asked is
the last photo included. I also provided the tables used.
Span leng DL-1550 LL-1400b/ Desigh this r da fHetion and bendmg 5000 fsi :5Ksi Grade G0 steel fyr Goks d shrvup 6.5" No. 4 stimpr 名 De Flechon ChantGo ection min h llo llo 30-1.5b 3b b. guess h-5(18")-27'. h-2.0(К")-36 b-an," b: 15" Try 1-3a 1.2. (215 /1. (1400)4,gaol/ 964, 000l- 0ooa 00 Fc-5 ksi y G0,000pst E-0.85-[065 (5 ksi-4)-DXO 15...
Using both LRFD and ASD, Select the most economical (lightest) section based on moment only, for the depth indicated. Assume full lateral bracing (Lb 0') and ignore beam selfweight. 1. a. W24 depth: (hint: calculate load demand and find lightest W24x?? section above the demand). P- P -25 30 b. W27 depth for LRFD, W30 depth for ASD: (hint: calculate load demand and find lightest W27x?? or W30x?? section above the demand. Note that since the point load is not...
For Problems 1 and 2, design rectangular sections for the beams.
Loads and Density values are shown. Beam weights are not included
in the loads shown. Show sketches of cross sections, including bar
sizes, arrangement, and spacing. Assume concrete weighs 150
lb/ft3, fy = 60,000 psi, and fc′ =4000 psi, unless given
otherwise.
2. Design a cantilever beam. The loading cases are shown in Figure 2: Wp = 3 k/ft, w, = 1 kft MITIMIZ 12f- Use p= 0.1852 Figure...
Question 2 (5 points) Using Table 3-10 of the 15th edition of the AISC steel manual, find the most economical wide flange section size for the following conditions. Write in the page number of the manual where you find your selected section size. (Fy 50 ksi, unbraced beam length 15 ft required moment capacity 1,000 K-ft.) required moment capacity- 1,000 K-ft.)
Question 2 (5 points) Using Table 3-10 of the 15th edition of the AISC steel manual, find the most...
Steel design course
I need question number 9-4
306 Chapter 9 esignor u 9.11 PROBLEMS FOR SOLUTION 9-1 to 9-10. Using both LRFD and ASD, select the most economical sections, with F-S0 unless otherwise specified, nd assuming full literal bracing for the compresa langes. Working or service loads are given for each case, and beam self-weighe not included 9-1" (Ans. W30 x 90 LRFD and ASD) D-1.20 k/ft L-300 k/ft 36 ft -l FIGURE P9-1 9-2 P- P- 25 k...
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support working tensile loads of PD - 250k and PL - 325k. The member is to be 30ft long and is assumed to have two lines of holes for 1-inch bolts in each flange. There will be at least three bolts in each line 4-in on center. Neglect Block Shear Problem 2. Select the lightest available W12 section to support the axial loads PD -...
structural calculations
For the following loading diagram, determine the most economical size based upon the loading diagram. Apply the bending coerricitent and then determine the required sized based upon the effective moment. Loads are unfactored and the beam weight is included in the unit weights. LL = 50 K LL = 1 K/Ft 10'-0" 10-0" 15'-0 blem 3 Required Beam Size before applying bending coefficient: Mc MMAx Cb- Required Beam Size after applying bending coefficient 5. SIMPLE BEAM-UNIFORM LOAD PARTIALLY...
I provided an example problem, the question asked is
the last photo included. I also provided the tables used.
Span leng DL-1550 LL-1400b/ Desigh this r da fHetion and bendmg 5000 fsi :5Ksi Grade G0 steel fyr Goks d shrvup 6.5" No. 4 stimpr 名 De Flechon ChantGo ection min h llo llo 30-1.5b 3b b. guess h-5(18")-27'. h-2.0(К")-36 b-an," b: 15" Try 1-3a 1.2. (215 /1. (1400)4,gaol/ 964, 000l- 0ooa 00 Fc-5 ksi y G0,000pst E-0.85-[065 (5 ksi-4)-DXO 15...
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