/n Instructions: based on the feedback added we need to fix this work Need to fix the work in given report and if there is anything wrong in VISUAL ANALYSIS file correct that as well Feedback: Your report should not be type-set calculations. Calculations need to be hand written and neatly prepared on engineering paper in the back. In your report, you want to describe your design. Reference the codes that you used for design and any assumptions that you made. For example, your steel members are assuming 2 rows of 1" diameter bolts. Did you decide on a type of bolt, a type of connection, a number of bolts? These details need to be included. Your report should also make clear: The final size and materials used for each component (slab, bridge members, and foundation). You are using double angles and I shapes for the truss, but it is not clear WHAT MEMBERS ARE USED WHERE. The maximum demands on each component. I recommend summarizing this in a table for members in the bridge. For the slab and the foundation, a table may not be necessary, but you should clearly state the maximum shear, moment, and/or compression demands on each element you are designing. The maximum capacities of each component. These will be based on the demand. For example, a truss bridge member is expected to act in either tension or compression. It usually has negligible shear and moment demands. Therefore, you would provide the tension or compression capacity for the truss members. I recommend a table for this. I have detailed feedback on the presentation and the report to review with your team on Wednesday. Based on what you have sent met today, I would add: You have not included the effects of wind load. This needs to be done for an elevated structure. We do get hurricanes / strong storms in Kingsville occasionally. You need to consider all possible load cases. You need to reference ASCE 7 for your load cases. Make sure you are doing this. The 100 psf load for the bridge does not appear to have been justified. You should consider the ramp or stairs that will be used to access the bridge. I have not seen any calcs on this. You are using both ASD and LRFD design for your steel members. Why? This is not typical. You are factor loads using 1.2D + 1.6L, so you should stick with LRFD calculations only. You are using old terminology in your calculations. This makes me suspect you are getting outside help, which is not okay. Make sure you are using the appropriate version of the code in all of your calculations. You are using I-shapes for your truss. Trusses do not usually have I-shapes. Angles, channels, WT's, double angles. Not I-shapes. Reconsider this design. You have an MEP allowance for your slab. You would not have MEP on an exposed concrete slab used as a walkway. Where did you get this assumption? Please be sure to visit with the doctor for assistance with your foundation. I am not seeing where you calculated the general bearing capacity of your soil.