Brief description of post 30.

30-Introduction to design of continuous beam, problem 4-15.

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Introduction to design of continuous beam, solved problem 4-15.

Detailed illustration of the design of a continuous beam based on LRFD.

The following steps will be followed to Design a continuous beam.
1-Estimate The Ultimate load for which we have the maximum value of 1.20 Wd+1.60WL or 1.40 Wd for the given two-span continuous beam.
1-For Wult=1.20*1+1.60*3=1.20+4.80=6.00 kips/ ft, the other possibility of 1.40Wd=1.40*1=1.30 kips/ ft. The maximum value for Wult selected will be Wult=6.00 kips/ft.

Find the ultimate load for the continuous beams.

2-Estimate the maximum M+ve and M-ve values. From statistics, we know that M-ve = Wult*L2/8, where L is the span length.

For M+ve, the value is 0.07*w*L2/, and the ultimate positive and negative moments are M+ve = wul*L2*0.07 for the LRFD design.
3-Then M-ve=6*20^2/8=300 ft.kips. As for M+ve=0.07*6*20^2=168 ft.kips.

The positive and negative moments for cobtinuous beams.

4-Since the given beam is a continuous beam, perform a reduction of negative moment Mult-ve=0.90*Mult, this value will be the final value of Mult -ve, then add the average of this value to Mult +ve, to get the final Mult+ve.

The bending moments after redistribution.

The M-ve for design=0.90*300=270.0 Ft-kips is based on the LRFD design. As for M+ve final=168+0.100.5*300=(168+15)=183.0 ft.kips

5-Select the maximum value of Mult+ve and the Mult -ve. Consider this maximum for the solved problem 4-15. Mult=0.90*Zx*fy; hence, the value of Zx can be estimated as Zx=Mult/(0.90*fy). We have Fy=50.0 KSI and Mult=270.0 ft. kips.

The value of Zx is 270*12/(0.90*50)=72.0 inch3. 6-From Table 3-2, where the W sections are arranged and sorted based on Zx, based on the author鈥檚 requirements of selecting the lightest W10 section.

We can select the w10x60, which will give the plastic section modulus Zx value as =74.60 inch3>72.0 inch3 as required by the estimation.

Select the required  W section based on Zx.

7鈥擟heck the compactness of the selected section, as shown in the next slide image. If we want to calculate it manually, check whether the section is compact by estimating 位f and 位web is less than the criteria given by the AISC specifications.

check the compactness of the w section-LRFD design.

We need to go to Table 1-1 to find the data for bf, d, he, and tw, or we can get the compactness ratios directly from the table.

Use table 1-1 to find bf/2tf and h/tw.

8-Estimate the final (蠁)Mn, when having 蠁=0.90, while Mn=FyZx=5074.60=310.83 ft.kips, then finally/12=(蠁)Mn=(0.90)*310.83=279.75. 18ft. kips approximated to 280.0 ft. kips.

LRFd design check the nominal strength of the section.

We can use Table 3-2 to verify our previous calculations for the LRFD design.

Use Table3-2 to check the factored moment-LRFD design

Illustration for the design of a continuous steel beam based on ASD.

1-Estimate The Total load for which we have the maximum value of Wd+WL for the given two-span continuous beam.
A-For the total load Wt=1+3=4.0 kips/ ft.

Estimate the total load-ASd design.

2-Estimate the maximum M+ve and M-ve values. We have from statistics that M-ve = Wt*L2/8, where L is the span length. For M+ve, the value is 0.07*wt*L2/, and the ultimate positive and negative moments are M+ve = wt*L2*0.07 for the ASD design.
3-Then M-ve=4*20^2/8=200 ft.kips. As for M+ve=0.07*4*20^2=112 ft.kips.聽 聽

The values of bending moments-ASD design.

4-Since the given beam is continuous, perform a reduction of negative moment M-ve=0.90*Mt. This value will be the final value of Mt -ve. Then, add the average of this value to Mt +ve to get the final Mt+ve.

The M-ve for design=0.90200=180.0 Ft-kips based on the ASD design. As for M+ve final=112+0.100.5*200=(112+10=122.0 ft.kips.

The moment values after redistribution-ASD design.

5-Select the maximum value of Mt+ve and the Mt -ve, and consider this maximum for the solved problem 4-15, Mt=(1/1.67)*Zx*fy. Hence the value of Zx can be estimated as Zx=1.67 Mt/(Fy), we have Fy=50.0 KSI and Mt=200.0 ft. kips, then Zx value=(1.67*200)*12/(50)=72.0 inch3.
6-From table 3-2, where the W sections are arranged and sorted based on Zx, we can select the lightest W10 section based on the author鈥檚 requirement of selecting the W10x60, which will give the Zx value as =74.60 inch3>72.0 inch3 as required by the estimation.

Select the proper w section-ASD design.

Check the compactness of the selected W section-ASD design.

check the compactness of the selected W section-ASD design.

Use Table 1-1 to get bf/2tf and h/tw

8-Estimate the final (1/惟)*Mn, when having 惟=1.67, while Mn=Fy*Zx=50*74.60=310.83 ft.kips, then finally/12=(1/惟)*Mn=(1/1.67)*310.83=186.18 ft.kips. This is the last step in the design of a continuous steel beam based on the ASD design.

ASD design check the factored moment.

We can get the same result for the factored moment from tables 3-2 for section W10 x 60 Based on the ASD. Please refer to the next slide image.

use table 3-2 to check the factoed moment-ASD design.

Thanks a lot; I hope the post is useful.

This is the next post,聽Collapse Load for A Simply Supported Beam.
A Beginner鈥檚 Guide to Structural Engineering.

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