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thread507-500937 I am running into the same query posted in the linked thread mentioned above. Bridge Project. Application: Embed Vertical rebar for a new concrete barrier into existing concrete below. Concrete barrier can see lateral load from vehicular collision. so rebar will see shear and...

I am working on some rehabs in an existing building and trying to make sense of the Notes provided in the Structural Drawings for Live Load. See below extracts of the Structural Drawings dated 1960. Educational Building located in Massachusetts. Design Live Load = 100psf on beams, 150psf on...

@SWComposites: Not really easy to completely reject the product unless we can justify that there is no other option to use the product. @JLNJ: cutting the plate short of the brick will create a 12" cantilevered plate which can lead to undesirable deflections under the load. @WinelandV: I agree...

The plate warping has a big delta. so I was thinking of removing an entire brick course at the plate elevation and solid grout it while accommodating the warped edge to fit within the brick veneer: Any thoughts/concerns on this approach?

How about using highway W-beam guardrail?

Agree with SRCELL. This detail puts torsion into the perimeter W310 beam, so you need to either ensure the beam can take this torsion without excessive rotation or find a means to restrict torsion in the beam.

Looking for suggestions to figure out how to resolve a canopy support issue. I designed a canopy support at the Overhead garage door openings at a building for the configuration proposed by the architect. The structural framing is primarily HSS tubes supporting the canopy deck with HSS members...

Thank you all for your review and suggestions. @BridgeSmith: yes, the state DOT is aware of the configuration and special member inspections at shorter intervals seem to be happening to monitor the deterioration of these splice plates.

@rb1957: Agree to what you are saying if we were still designing the bridge. The current scope of my work is to evaluate the condition of the existing bridge as is. We would be recommending a repair of the deteriorated components and evaluation to provide a catcher's mitt approach or other means...

@BridgeSmith: No disagreement with your response that to rate the rest of the girder, the splice connection is to be treated as a hinge point.

...=0.55Fy=18ksi For Flexural rupture =0.5Fu=30ksi So, the calculated flexural capacity: For Flexural yielding @ Gross section using S =18ksi*56in3=1008k-in For Flexural yielding @ Gross section using Z =18ksi*84.1in3=1513k-in For Flexural rupture @ Net section using Znet...

@BridgeSmith: I think I am considering all the required provisions: (1)bolt shear/bolt bearing to calculate the capacity of the bolt group (2)Flexural yielding of the plate at the gross section (middle portion without holes)-conservatively using S or using Z Per Eq 6.12.2.2.7-1(upper limit...

@winelandv: Thank you for the calculation. Yes, LTB controls. I was conservatively using Lb=7.06" (clear distance between bolt holes)

@dhengr: Thank you for the caution. I understand for the deteriorated plates especially with the rough edges or 100% loss at edges can cause a failure to happen before the theoretical computed capacities. Will review it closely once I confirm my approach and get to evaluating each plate.

@BridgeSmith: I am referring back to AASHTO LRFD Equation 6.12.2.2.7-1 for "Rectangular Bars and Solid Rounds" and trying to understand why this section is not applicable to the web splice plate. Per my understanding, this section is still applicable for plates, except that for the web splice...

...of the AISC equation and the reasons for using Z vs S. I made a mistake in my earlier calc, so the % difference is larger. Have Checked that: Fy*S < Fu*Znet. Indicates plate will begin to yield at the gross section at the middle of the splice (without bolt holes) before the rupture at the...

...(Edit: realized that these refer to a general rectangular plate so not specifically at a bolted connection, however the limit is still Mn=Mp=fy*Z < 1.6fy*S and not Mn=fy*S). I have also attached the AISC example. It is not a slip-critical connection and the Flexure rupture capacity at net...

Another question I had while evaluating the Flexural strength of the web-Splice plate. In the below extracts from AISC manual and examples, why is the Plastic section modulus (Z=bd2/4) used for evaluation. Shouldn't this be the Elastic section modulus (S=bd2/6)?

Thank you for your responses. I ran some numbers and below is my summary: Considering Simple spans & hinge at the splice location, splice connection as a shear connection to resist shear and the resultant moment caused by eccentricity of the shear load. For the splice plate, rating...

I am involved in a discussion regarding the behavior of a Bolted Web Splice Joint and looking for some clarity to understand the true behavior of the connection. In an existing bridge(several simple spans), one of supports appears to have been constructed incorrectly (shifted by 3ft, whereas all...