The following is a guide for using jointless bridge construction on new bridges:
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- Eugenia McDowell
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1 : The following is a guide for using jointless bridge construction on new bridges: 1. Selection hierarchy: Preferred practice for bridge selection falls in the following order: Full integral, semiintegral, deck extension and conventional design, possibly utilizing the Alternate Backwall Detail (File for situations outside of the selection criteria set forth herein). For the selection algorithm, see File Design waivers: For situations falling outside of these guidelines a waiver will be required. The designer shall be responsible for investigation, analysis and calculations necessary to secure a waiver from the State Structure and Bridge Engineer. 3. Selection criteria: The total bridge length and total movement at abutments shall not exceed the following: FULL INTEGRAL SEMI-INTEGRAL DECK EXTENSION Steel bridges: 300 feet for 0 skew 450 feet 450 feet 150 feet for 30 skew 30 max. skew 45 max. skew Concrete bridges: 500 feet for 0 skew 750 feet 750 feet 250 feet for 30 skew 30 max. skew 45 max. skew Total movement at abutment: 1 1 / / / 4 Interpolate maximum length for skews between 0 and 30 for full integral bridges. The total movement at abutment is for the full temperature range (expansion and contraction) The maximum span length for single span is 180 feet for full integral bridges. See File for figures representing bridge layout and length limitations. Full Integral and semi-integral bridge construction shall not be used with curved or nonparallel girders. Deck extensions shall not be used with curved girders. Total integral abutment height, finished grade to bottom of pile cap, shall not exceed 17 feet, based on the limiting minimum dowel spacing. 4. Bridge layout: Symmetrical or close to symmetrical layout is recommended with the goal of having the same movement at each abutment to balance the passive forces. For layouts with: A. An even number of continuous spans, fixed bearings at the center pier shall be used. B. An odd number of continuous spans, fixed bearings at both center piers shall be used. C. Elastomeric expansion bearings at pier(s) may be used provided that the bridge grade does not exceed 1%. D. Simple span semi-integral bridges, use expansion bearings at both abutments in all cases. E. See File for figures representing bridge layout and length limitations. SHEET 1 of 5 FILE NO
2 (continued): FULL INTEGRAL SEMI-INTEGRAL AND DECK EXTENSION BRIDGE LAYOUT AND LENGTH LIMITS The following examples of bridge layouts do not meet the guidelines of this chapter (assume 0 ): REASON t continuous from abutment to abutment. Total length (320-0 ) exceeds guideline. SHEET 2 of 5 FILE NO
3 (continued): 5. Expanded Polystyrene (EPS) material: For single span bridges on a gradient, EPS shall be used at the upgrade abutment only which will result in most movement going towards the upgrade abutment. On single span bridges with no grade differential, the designer shall arbitrarily specify which abutment will receive the EPS material or use engineering judgment if outside factors are present. For continuous spans, EPS material shall be used at all full integral and semi-integral abutments. 6. Backwalls: For EPS thickness calculations and details, see File Backwalls shall be designed (moment and shear) to resist passive earth pressure that will result from thermal movements. A K p of 4 shall be used with EPS material. For single span integrals where EPS material is used at only one abutment, a K p of 4 shall be used for the design of both ends. Where a waiver is granted to eliminate the EPS material, a geotechnical engineer shall determine the appropriate value of K p, but in no case shall it be less than 4. When structural backfill is used without EPS at either abutment, a K p value of 12 shall be used. Concrete Class A4 shall be used in the construction of the integral or semi-integral backwall and shall be included in the quantity for superstructure Concrete Class A4 and noted as such. 7. Beam/girder design: Prestressed beams, steel beams and girders shall be designed assuming the ends at the abutments are free to rotate. 8. Approach slabs: When approach slabs are used, the preformed sealer between the approach slab and sleeper pad shall be sized for the thermal movement. 9. Terminal Walls: To eliminate potential conflicts, the designer shall detail the terminal walls for parapet to reside entirely on the superstructure. This shall be accomplished by modifying existing parapet/rail standards to convey this condition. These modifications shall include (but are not limited to): payment notes, reinforcing steel detailing and designations, joint details, and any note references to any portion of the rail systems located on substructures or elsewhere. Care shall be taken to preserve the structural integrity of the railing/parapet system. Currently, standards are under development for this situation. SHEET 3 of 5 FILE NO
4 This sheet is intentionally left blank SHEET 4 of 5 FILE NO
5 START Is bridge within limits for length, skew, and thermal movement for full integral? Are steel H-piles being used, are they at least 25 in length and do they penetrate at least 5 into undisturbed soil with 10 of fill or loose material under the footing? Is calculated scour within the limits of piles regardless of whether countermeasures can be installed? Does the design and check calculations support the use of shorter length piles, alternate pile types, and/or pre-boring? Is bridge within limits for length, skew, and thermal movement for semi-integral? Are bridge girders straight and parallel? Can substructure handle design forces (lateral forces on skewed bridges)? Has a waiver been Has a waiver been USE SEMI-INTEGRAL ABUTMENT DESIGN See File s thru -20 Is bridge within limits for length, skew, and thermal movement for deck extension? Can substructure handle design forces (lateral forces on skewed bridges)? USE DECK SLAB EXTENSION DESIGN See File s thru -31 ** USE CONVENTIONAL DESIGN ** Would subsurface material conditions allow driving piles to pile bent tolerances? Sec (f) Is depth from final grade to bottom of pile cap < 17? Are bridge girders straight and parallel? Can a single row of steel H-piles adequately handle lateral forces? USE FULL INTEGRAL ABUTMENT DESIGN See File s thru -28 ** For bridges exceeding the length and skew requirements in the design guidelines, the Alternate Backwall shown in Section may be considered. ** SHEET 5 of 5 SELECTION ALGORITHM FILE NO
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