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For earthquake load combination with live load: Rn [ (CIP DC1) (CIP DC1) QCIP (Precast DC1) (Precast DC1) QPrecast [ LL EQ QLL WS WS QWS)] EQ QEQ] For collision load combination with partial live load: Rn [ (CIP DC1) (CIP DC1) QCIP (Precast DC1) (Precast DC1) QPrecast [ CV 05 CV QCV] WS WS QWS)]
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For collision load combination with partial live load: Rn [ (CIP DC1) (CIP DC1) QCIP (Precast DC1) (Precast DC1) QPrecast QWS)] [ CV 05 CV QCV] WS WS
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584 Service (see Tables 56b and 59a)
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For service I with live load and partial wind: RS [QCIPDC1 QPrecast DC1 QDC2 QWS)] QLL [ wind Qwind] For service II and III, with factored live load and no wind: RS [QCIPDC1 QPrecast DC1 QDC2 QWS)] LL QLL] For service IV, with no live load and reduced wind: [ wind Qwind] RS [QCIPDC1 QPrecast DC1 QDC2 QWS)] LL QLL For fatigue with partial live load and impact: Rn [ LL HL93 (1 I) QHL93 Rn ( CIP DC1Precast DC1DC2 WS) Qi / i DC is dead weight of component; CIP is cast in place construction; precast is factory made component
585 586 Fatigue (see Table 59b) De ection (see Table 59c)
LRFD T-BEAM BRIDGE DESIGN
Summary of Design Method
A general method of solution based on LRFD sections of 2007 speci cations is presented here Steps shown are for both primary and secondary loads An excel Spreadsheet or Mathcad program may be developed for ready use of large number of equations given in AASHTO Speci cations For small spans 40 feet, reinforced concrete T-beam design is suitable Interior and exterior beams need to be designed separately
592 Structural Planning and Girder Design Data
1 Data required: Width of bridge Span lengths-(continuous spans are small depth) Skew angle Girder spacing fc , fy Live load 2 Develop general plan, elevation, and section, units in mm or inches 3 Develop typical section and design basis on a trial basis: Use top ange thickness from deck design Check maximum slab span 20 ts Check web thickness bmin 2 (conc cover) 3 db 2 (15 db) (AASHTO Sec 510311) 4 Check minimum depth of beam: hmin 0065L for continuous spans (Table 25263-1) 5 Reinforcement limits: Minimum reinforcement: Use the lesser from Mn 12 Mcr Mn 133 Factored moment required for strength I limit state (57332) Minimum reinforcement: As 003 fc / fy Area of x-section Crack control: fs Z / (dc A) 033 06 fy (5734)
LOAD AND RESISTANCE FACTOR RATING AND REDESIGN
Longitudinal skin reinforcement required if web depth 900 mm (5734) Shrinkage and temperature reinforcement As 075 Ag / fy (51082) 6 Effective ange widths: (46261) Effective span length distance between points of permanent load in exions Interior beams bi effective span 12 ts bw Average spacing of adjacent beams Exterior beams be bi 1 8 effective span 6 t s bw width of overhang 7 Non-composite and composite section properties
593 Resistance Factors
1 Select resistance factors: Table 710 (5542) 2 Select load modi ers: (1321) i D R I (095 10 10) 3 Select applicable load combinations: (Table 341-1) Strength I limit state 15 DW 175 (LL IM) 10 (WA FR)] U i [125 DC Service I limit state U 10 (DC DW) 10 (LL IM) 10 WA 03 (WS WL) Fatigue limit state U 075 (LL IM) 4 Calculate live load force effects: Select number of lanes (36111) Select multiple presence factors (36112) 5 Dynamic load allowance IM (3621)
594 Live Load Force Effects
1 2 3 4 5
Distribution factors for moment (46222) Cross section type (Table 46221-1) Interior beams with concrete decks (46222b) and (Table 46222b-1) Exterior beams (46222d) and (Table 46222d-1) Skewed bridges (46222e) Reduction of live load distribution factors for moment in longitudinal beam are permitted 1 c1 (tan )15 skew c1 025 (Kg / Lts3)025 (S/L)05 (Table 46222e-1)
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