Chapter 2: Limit States and LoadsAnchor: #BAGHFEJC
Section 1: Limit StatesAnchor: #i1350343
Classify all bridge designs as typical bridges when applying the operational importance factor, , to strength limit states. Use = 1.0 for all limit states. See Article 1.3.5.
Provisions under Extreme Event I need not be considered except for regions near Big Bend as noted in the subsequent section on Earthquake Effects.
Provisions under Extreme Event II must be considered only when vehicular collision or vessel collision evaluation is required.
For typical multi-column bridges, determine design loads for foundations at Service I Load Combination. Determine foundation loads for single column bents and other non-typical substructures using Service I and Service IV Load Combinations. For Service IV Load Combination, include the vertical wind pressure as specified in Article 3.8.2. For foundation loads on typical multi-column bents and abutments, use the multiple presence factor, m, per Article 184.108.40.206.2. Distribute the live load equally to all supporting foundations, assuming all lanes are loaded. Do not apply the Dynamic Load Allowance (IM) to the live load in determining foundation loads when the foundation elements are entirely below ground level.
Follow the procedures described in the TxDOT Geotechnical Manual to determine the size and length of foundations. Minimum foundation sizes for some superstructure types are listed in Chapter 4.
Check live load deflection using Articles 220.127.116.11.2 and 18.104.22.168.2. Ensure that the calculated deflection does not exceed Span/800 using a live load distribution factor equal to number of lanes divided by number of girders. If the bridge has pedestrian sidewalks, the deflection limit is Span/1000.