Hi there, I am checking column capacity in LEAP Bridge CE V20. The default load combinations I am using are correctly applying the overstress factor (See below screenshot #1), however, the overstress factor is not being applied to the column calculations…

Hi If we define bar length, is leap bridge software have capability to deduct development length based on dia of bar and calculate flexure check at that point.

Is there a way to adjust the POI so that the cap is not analyzing the flexure at location 0? Even when hooking bars the effective steel is still computed as 0. How do I get beyond this error?

I would like to analyze a steel stringer bridge that has a transverse nail laminated wood deck. Am I able to import this wood into the Material Library in any way?

I need to change the stress limits for the bent cap from normal exposure (=0.19 sqrt(fc) <0.6ksi ) to severe exposure (=0.0948 sqrt (fc)<0.3ksi)

Hi, I am rating a multi-span steel bridge. When I run the model in "design mode" the program appears to correctly calculate the stress and capacity as per AASHTO specifications. Specifically, when checking Lateral Torsional Bucking within the negative…

I am pretty new to using Leap Bridge Steel, and have a question regarding a project I am working on. I have attached a general framing plan, and was wondering if Leap Bridge Steel was capable of modeling it, mainly due to the partial length girders. The…

The bridge I am working on has 4 splice locations at each member. For some reason, after running an analysis, the first and last field splice do not appear to be updated and the program is still prompting me to run an analysis at those locations before…

I am designing a prestressed slab-beam bridge and the design output shows Mr/Mu ratio of 1.06, but the value is shown in red with asterisk next to it indicating the design is not acceptable (see screenshot below). I have not been able to figure out why…

When running analysis with and without P-delta I noticed there is a substantial increase in the axial column force when P-delta is applied. At the node 1 the difference is about 300 kips. What could be a reason for such an increase? Any insight is appreciated…

When we try to copy the beam sections (BT-54) without changing any properties, the strands layout is disturbed and few of the rows are disappearing. Original Girder section strand arrangement Name Changed Girder Section strand arrangement Top…

In Leap Bridge Steel, I have a curved bridge, so the girder lengths are not integer values. Under the Member Definition tab I'm unable to manually input flange plate lengths to a sufficient decimal in order to be able to run analysis (see below for the…

Hello - I am modeling hammerhead piers in RC-Pier Version 20.00.00.58. EQ/ES/LS loads are applied at the bottom of the column with a user-defined seismic load combination. For some piers, the seismic shear output at the top of the column shows Combo …

Hello, I am developing a load rating of a curved bridge in LEAP Steel ( V20.00.00.41). I have been able to run all of my required vehicles except for the Notional Rating Load (NRL). When I run the NRL combination alone, the program hard crashes. With…

Has anyone else had this issue? I can run an analysis and nothing gets flagged in the "Under Design Report", but after looking at the Strength V Limit State reports there are failing members in Shear. Also I have attached an example picture of what the…

Hi, In the article below it mentions that the issue where "Distance from top of concrete deck to the neutral axis of the composite section at the plastic moment was incorrectly calculated." is fixed. However, I'm still running into this problem when…

My version of Leap Bridge Concrete currently allows for the use of STM in hammerhead pier caps, but we also need that option for all cap types in multi-column bents. We also need an STM option for prestressed and CIP concrete girders in Leap Bridge Concrete…

I need some advice. Situation I have a flared steel bridge. the bridge is continuous. i am using leap steel bridge. there are 6 girders. basically girder spacing at abutment 1 is 14 ft +/- and pier 2 is 13 ft +/-. (Flare portion). From Pier 2…

Hello. I'm wondering how LEAP Version 21.01.00.22 calculates the maximum axial load displayed in the diagram. The diagram displays a maximum axial force allowed of 1802 kips. As expected the 1802 kips doesn't change regardless of the load combination…

Hello. My pedestrian Load is 90 psf. My bridge width is 16ft. I am trying to apply 1440 plf load as pedestrian load and its a simply supported girder. Span length is 130 ft. Based on hand calc the moment in the center is 3042 kip ft. But the load shown…

I am performing a load rating of concrete box girders. The rating factors/tons is not displayed since the Inventory Design Load Rating Factor > 1. Is there an option to make the program display the factors even if the RF is greater than 1 or is that information…

Does RC Pier check shear friction in the pier cap (AASHTO 5.7.4)? I've looked in the output reports and didn't see reference to this spec section. I've also looked in the application help interface and couldn't find it. Note: my application version…

When I want to add/modify beam sections in the library, the software randomly won't let me edit it. I should mention that I have not used or assigned it to any girders. Figure below shows how it disables editing section property: This error frequently…

I am seeing different minimum moments in my pier cap when comparing the cap design output and moment diagram to the actual analysis output. The cap design and moment diagram are both reporting a maximum negative moment of -3599 k-ft, but the analysis…

Hello, This is an issue that I have seen with previous versions and still has not been resolved. When the need for different material properties and other design parameters is different from the generalized materials tab parameters, the use of the…