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1. Section 1.3.1 of AASHTO's Guide Specifications for Design of Pedestrian Bridges, 1997, states the following regarding the deflections:- "Members should be designed so that the deflection due to the service pedestrian live load does not exceed 1/500 of the length of the span. The deflection of cantilever arms due to service pedestrian live load should be limited to 1/300 of the cantilever arm. The horizontal deflection due to lateral wind load shall not exceed 1/500 of the length of the span." On the other hand, Section 5 of AASHTO's LRFD Guide Specifications for Design of Pedestrian Bridges, 2009, describes the following regarding the deflections:- "Deflections should be investigated at the service limit state using load combination Service I in Table 3.4.1-1 of AASHTO LRFD. For spans other than cantilever arms, the deflection of the bridge due to the unfactored pedestrian live loading shall not exceed 1/360 of the span length. Deflection in cantilever arms due to the pedestrian live loading shall not exceed 1/220 of the cantilever length. Horizontal deflections under unfactored wind loading shall not exceed 1/360 of the span length." 2. AFAIK ETABS 2016 can design steel connections. However, SAP2000 does not have this option. Regards.

For Seismic Design requirements, you may refer to AISC 341-10 specification, that can be downloaded from here for free. Seismic compactness requirement are given in Chapter D. In order to avoid above error, you will have to try ONLY those sections that are seismically compact according to AISC 341. To avoid this error, the slenderness ratio (l/r) of the steel sections to be used for concerned members must not exceed 60. You will most probably need to reduce spacing (or increase number) of column bracing for this purpose. Regards.

1) What are the section sizes that you are using. Please list the original ones as well as the updated ones. 2) What is the Sap2k error code of l/r > 60 message?