Update: I have consulted the lead engineer and he has allowed the 32m cut I was trying to prevent as it only occurs in two bents. This allowance removes all issues with the bent configuration that I was experiencing.
Nevertheless, to answer your question HTURKAK, I couldn't provide a single...
HTURKAK,
I have also explored raising the footing as shown in the following cad snippet (Please ignore the automatically generated retaining wall and seemingly wrong alignment with the deck):
But there's another issue with this configuration, two piles get exposed 4.8m out of the NSL this way...
"You're talking about a bent that has a cap spanning between 2 columns, correct?" Correct. The columns are to be constrained by a single cap in both configurations. I am only thinking of separating their foundation from a single footing for both columns to separate footings at separate levels so...
Hi! I'm designing a bridge bent with two piers having unbraced heights 15.2m and 8.2m. Originally, the bridge was planned with both piers having equal heights of 15.2m but that is not a feasible option because of too much cut (the terrain is mountainous with closely spaced contours) so I have to...
My apologies for the confusion. As I mentioned, this is a spill through abutment. The diagonal "element" as it seems in the sketch is actually just stone pitching for slope protection of the retained fill. I forgot to mention this in the sketch.
Thanks for the replies. I see my post didn't portray the situation properly, so I've attached a handmade sketch of the proposed configuration.
For bridgebuster's queries:
-The bridge isn't planned to be lengthened in the future.
-You have correctly understood the situation you mentioned in your...
Hi! We are designing a single span bridge comprising spill-through abutments at the ends instead of retaining wall abutments. The abutments are initially planned as pile bent piers with height (till depth of fixity from NGL) approximately 15m. The piers will protrude from the fill for 3m till...
Hi! I'm modeling a building (Flat plate system) on a non-linear analysis program. The program doesn't support loading on slab elements or any other area elements for that matter, it only has the option to load line elements and nodes. So, I'm trying to convert the slab loads into nodal loads and...
I am doing a case study on a two-span bridge for help in designing a similar one but in an area of high seismic activity. The case-study bridge is constructed on a controlled channel, lined with concrete, and with 10ft depth and 10ft/s stream velocity. The designer has provided a hefty skew of...
For those who are having the same problem as I had: There is a section named "SD shape" in the updated API documentation file. Use the functions in that section to draw the SD section.
Thanks BridgeSmith for your reply and sorry for delay in my response.
First, when you say that AASHTO limits the slenderness ratio, are you indicating towards the "klu/r<100" clause?
Secondly, to answer your question, by bracing I mean that the piers are simply connected via a bracing beam to...
Hi! A complete novice here. I'm designing a bridge pier (L=26m, D=1.8m, laterally braced at mid-height. Using CSI Bridge). I was analyzing the design data when I saw that the value of Delta_b (Moment magnification factor for non-sway moments) was 2.093. I know that the ACI 318 limits the...
Hello guys! I have just started learning the API functionality of CSI SAP2000 and need help regarding the section designer. I've defined the column sections using the "SetSDSection" function. The function just defines a new section and sets the concrete strength and design preferences e.g...
