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New ACI Code Provisions on Hooked & Headed Reinforcing Bars

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New ACI Code Provisions on Hooked & Headed Reinforcing Bars New ACI Provisions on Hooked and Headed Reinforcing Bars David Darwin 69th Annual Concrete Conference December 5, 2019 Outline .ACI 318-14 Provisions and Basis for Provisions .Scope of Studies .What We’ve Learned .Comparison of Test Data with ACI 318- 14 .Design Approach in ACI 318-19 .Things We Need to Work On Emphasis on high-strength reinforcing steel but full range of bar stresses studied .Anchorage of High-Strength Reinforcing Bars with Standard Hooks .Anchorage of High-Strength Reinforcing Bars with Heads Sponsors ACI 318-14 Equations f yecrψψψ .Hooks: = d dh ′ b 50λ fc 0.016 f yeψ .Heads: = d dt ′ b fc Modification factors .Epoxy-coated reinforcement: ψe = 1.2 .Cover*: ψc = 0.7 .Confining reinforcement*: ψr = 0.8 .Lightweight concrete*: λ= 0.75 A required .Excess reinforcement*: ( s ) ( As provided) * Hooks only ACI 318-14 Limitations on ff cy′ and and Head Size . Hooks: ffcy′ ≤≤10,000 psi; 80,000 psi .Heads: ffcy′ ≤≤6,000 psi; 60,000 psi Abrg ≥ 4Ab ACI 318-14 Limitations on bar spacing .Headed bars: . Cover = as required for straight bars ≥ 2db . Clear spacing – horizontal layer ≥ 4db .Clear spacing – vertical layers ≥ 4db ACI 318-14 Design Equations in ACI 318-19 f yerocψψψψ 1.5 .Hooks: = d dh ′ b 55λ fc f yepocψψψψ 1.5 .Heads: = d dt ′ b 75 fc Basis for ACI 318-14 Provisions for Hooked Bars 38 tests of standard hooked bars that failed in bond Concrete strength = 3.8 – 5.1 ksi Yield strengths = 64 and 68 ksi Basis for ACI Provisions for Headed Bars . ~100 splice, side and shallow blowout, and CCT node tests .Concrete strength ≤ 3.5 – 5.5 ksi .Yield strength ≤ 69 ksi .Normalweight concrete Scope of Studies .Test Specimens .Range of Variables Test Specimens Beam-Column Joints Test Apparatus Hooked and Headed Bar Specimens Hooked Bars Headed Bars Multiple Hook and Headed Bar Test Specimens Slab tests – Headed Bars CCT Node Tests – Headed Bars eh eh Splices – Headed Bars Range in Variables Parameters Range Bar Size No. 5, 6, 8, 11 Hook Bend Angle 90°, 180° Head Size, Abrg 3.8Ab to 14.9Ab Concrete Compressive Strength, fcm (ksi) 4.3 to 16.5 Placement of Hooks: Inside or Outside i/o Column Core Amount of Confining Reinforcement 0 to 5 hoops: No. 3 and No. 4 (Number and Bar Size) Range in Variables con’d Parameters Range Nominal Side Cover, cso (in.) 1.5, 2.5, 3, 3.5, 4 Nominal Tail Cover, cth (in.) 2 to 18 Nominal Embedment Length, eh (in.) 4 to 26 Number of Bars 2 to 6 Center-to-Center Spacing of Bars 2db to 11db (< 1.3db for splices) Stress at Failure, fsu (ksi) 23 to 153 Headed Bars Cold-Swaged Threaded Friction- Taper- Cold- Coupling Sleeve Forged Threaded Swaged What we’ve learned – 1 .Hooked and headed bars behave a lot alike .For the same embedment length, headed bars provide a higher anchorage force than hooked bars .Closely spaced hooked and headed bars are weaker, individually, than widely spaced hooked and headed bars What we’ve learned – 2 .Hooked bars with 90° and 180° degree bends have similar anchorage strengths .Confining reinforcement parallel to the bar increases anchorage strength of hooked and headed bars .Confining reinforcement perpendicular to the bar increases anchorage strength of hooked but not headed bars What we’ve learned – 3 .Confining reinforcement makes a bigger contribution for closely-spaced bars than for widely-spaced bars .ACI 318-14 did not accurately represent anchorage strength of hooked or headed bars in terms of the effect of bar size and the contributions of confining reinforcement and concrete compressive strength Crack Progression – Hooked bars Failure Modes Breakout Side Splitting Tail Kickout Comparison of Crack Patterns Hooked bars Headed Bars Standard Hooks ACI 318-14 Equation (in.-lb) f yecrψψψ dh = db 50λ fc′ 50λ ehf cm fs, ACI = dbecrψψψ Comparison to ACI 318-14 for No Confining Reinforcement – Two-hooks 2.0 1.8 1.6 1.4 No. 5 Hook 1.2 No. 6 Hook s,ACI No. 7 Hook f 1.0 / No. 8 Hook su f 0.8 No. 9 Hook 0.6 No. 11 Hook 0.4 0.2 0.0 0 5 10 15 20 Concrete Compressive Strength, fcm (ksi) Comparison to ACI 318-14 for No. 3 (No. 10) Ties Spaced at 3db – Two-hooks 2.0 1.8 1.6 1.4 No. 5 Hook 1.2 No. 6 Hook s,ACI f 1.0 No. 8 Hook / su No. 7 Hook f 0.8 No. 11 Hook 0.6 0.4 0.2 0.0 0 5 10 15 20 Concrete Compressive Strength, fcm (ksi) Confining Reinforcement Orientation After ACI 318-14 Confining Reinforcement Orientation Parallel Hooked Hoop Bar Perpendicular Hooked Hoop Bar Descriptive Equation Two widely-spaced hooked bars with confining 1.02 0.295 1.085 0.47 Ath 0.73 Th= Af b s = 294 fcm eh d b + 55,000db n Ath = total area of confining steel n = number of hooked bars Closely spaced and staggered hooked bars Hooked bars without confining reinforcement 1.6 1.4 c T / 1.2 T Hooks ≥ 6 db 1.0 No. 5 ≤ 6 db 0.8 No. 7 ≤ 6 db No. 8 ≤ 6 db 0.6 y = 0.0907x + 0.4175 Test/Calculated, Test/Calculated, No. 11 ≤ 6 db 0.4 0.2 0.0 0 2 4 6 8 10 12 14 Spacing/db Hooked bars with confining reinforcement 1.6 1.4 h T / 1.2 T 1.0 Hooks ≥ 6 db No. 5 ≤ 6 db 0.8 No. 8 ≤ 6 db 0.6 No. 11 ≤ 6 db Test/Calculated, Test/Calculated, y = 0.0357x + 0.7402 0.4 0.2 0.0 0 2 4 6 8 10 12 14 Spacing/db Hook placement within member Inside column core Outside column core Ratio Toutside to Tinside 1.2 No. 8, 0TR 1 0.8 No. 8, 5#3 inside T / 0.6 outside No. 11, 0TR T 0.4 0.2 No. 11, 6#3 0 0 5 10 15 fcm (ksi) Reinforcing Bars with Heads largest obstruction permitted obstruction not considered to detract from the net bearing area of the head. Comparison to ACI 318-14 0.016 f ψ = ye d dt ′ b fc 62.5 ehf cm fs, ACI = ψebd Comparison to ACI for Two-Head Specimens with No Confining Reinforcement 4 3.5 No. 5, 13Ab No. 5, 4Ab 3 No. 8, 15Ab No. 8, 4Ab No. 8, 9Ab 2.5 No. 8, 6Ab s,ACI No. 11, 6Ab f 2 / No. 11, 4Ab su f No. 11, 9Ab 1.5 No. 5, 13Ab No. 5, 4Ab 1 No. 8, 15Ab No. 8, 4Ab 0.5 No. 8, 9Ab No. 8, 6Ab 0 No. 11, 6Ab No. 11, 4Ab 0 5 10 15 20 No. 11, 9Ab Concrete Compressive Strength, fcm (ksi) Comparison to ACI for Two-Head Specimens with No. 3 Ties Spaced at 3db 4 3.5 No. 5, 13Ab No. 5, 4Ab 3 No. 8, 9Ab No. 8, 15Ab No. 8, 4Ab 2.5 No. 8, 6Ab s,ACI No. 11, 6Ab f 2 / No. 11, 4Ab su f No. 11, 9Ab 1.5 No. 5, 13Ab No. 5, 4Ab 1 No. 8, 9Ab No. 8, 15Ab 0.5 No. 8, 4Ab No. 8, 6Ab 0 No. 11, 6Ab No. 11, 4Ab 0 5 10 15 20 No. 11, 9Ab Concrete Compressive Strength, fcm (ksi) Descriptive Equation For two widely spaced headed bars with confining reinforcement oriented parallel to the bar: 0.24 1.03 0.35 Att 0.88 Th= Af b s = 781 fcm eh d b + 48,800db n Headed Bar Specimens with more than two headed bars Headed Bars with No Confining Reinforcement 1.4 1.2 y = 0.0835x + 0.3433 1 0.8 c T No. 5 / T No. 8 0.6 No. 11 widely spaced 0.4 0.2 0 0 2 4 6 8 10 12 14 Center-to-center Spacing/db Headed Bars with Confining Reinforcement 1.4 1.2 y = 0.0622x + 0.5428 1 h 0.8 T / No. 5 T No. 8 0.6 No. 11 widely spaced 0.4 0.2 0 0 2 4 6 8 10 12 14 Center-to-center Spacing /db Design Approach – Initial Proposal .Convert descriptive equations (without confining reinforcement, hooked bar spacing > 6db, headed bar spacing > 8db) to equations for development length dh, dt .Then account for 1. closer bar spacing 2. confining reinforcement 3. bar location within the member . Incorporate a reliability-based φ-factor Design Equations – Initial Proposal (in.-lb) f yψψ e cs ψ o = d 1.5 dh ′0.25 b 500λfc f yψψ e cs ψ o = d 1.5 dt ′0.25 b 800 fc Applicable for f c ′ up to 16 ksi Design Equations – Initial Proposal ψe = coating factor ψcs = confinement and spacing factor ψo = location factor λ = concrete density (hooks only) Confinement based on: .Ath/Ahs, Att/Ahs where .Ath, Att = total cross-sectional area of ties or stirrups confining hooked or headed bars . Ahs = total cross-sectional area of hooked or headed bars developed at critical section Region for confining reinforcement Ath parallel to straight portion of hooked bar Region for confining reinforcement Ath perpendicular to straight portion of hooked bar Region for confining reinforcement Att parallel to headed bar Bar location factor ψo Toutside ~ 0.80 Tinside Bars within a column core with side cover ≥ 2.5 in. or in a wall with side cover ≥ 6db: ψo = 1.0 Otherwise: ψo = 1.25 Comparison with test results For hooked bars without confining reinforcement 2 1.8 No.
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