NCHRP Project High Performance/High-Strength Lightweight Concrete for Bridge Girders and Decks
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1 NCHRP Project High Performance/High-Strength Lightweight Concrete for Bridge Girders and Decks Bernie Kassner, Research Scientist Virginia Center for Innovation and Research Michael Brown Associate Director VCTIR Carin Roberts-Wollmann Associate Professor Virginia Tech Tommy Cousins Professor Virginia Tech
2 Objectives and Scope Objectives Investigate key design parameters when using LWC in HP/HS girders and decks Recommend changes to the AASHTO LRFD Bridge Design and Construction Specifications 3/30/2012 2
3 Objectives and Scope SH3 CL1 SH1 SH2 SL1 CL2 Scope Lightweight CA o SH Shale o CL Clay o SL Slate Normal weight FA Equilibrium density of not more than 125 pcf 3/30/2012 3
4 Material Property Results Compressive Strength, f ' c (ksi) f ' c design = 4 ksi f ' c design = 8 ksi 4 f ' c design = 10 ksi
5 Material Property Results Compressive Strength, f ' c (ksi) f ' c design = 4 ksi f ' c design = 8 ksi 5 f ' c design = 10 ksi
6 Material Property Results Compressive Strength, f ' c (ksi) f ' c design = 4 ksi f ' c design = 8 ksi 6 f ' c design = 10 ksi
7 Material Property Results Compressive Strength, f ' c (ksi) f ' c design = 4 ksi f ' c design = 8 ksi 7 f ' c design = 10 ksi
8 Material Property Results Modulus of Elasticity E c = Aggregate K 1 CL CL SH SH SH SL All Lightweight ,000K w E c calculated (ksi) 1.5 c 3/30/ Predicted Elastic Modulus (x10 3 ksi) f ' c E c experimental (ksi) Observed Elastic Modulus (x10 3 ksi) CL1 CL2 SH1 SH2 SH3 SL
9 Material Property Results Modifier for sand-lwc Factor a a = Split Cylinder Tests for Various Mix Designs Effectively, need for modifier is eliminated Modulus of Rupture (AASHTO ) f' c (ksi) 3/30/ f r (ksi) fr (ksi) 0.2 MoR Tests for Various Mix Designs Measured Upper Prediction Interval Least Squares Fit (0.306) Lower Prediction Interval Fitted Lower Bound (0.26) AASHTO Equation (0.20) AASHTO Prediction MoR can be the same as NWC
10 Material Property Results Shrinkage NW Girder NW LW Girder LW LW Deck Deck Creep 3.5 NW Girder NW Girder LW Girder LW Deck LW Deck Predicted Total Strain Predicted Total Strain Predicted Creep Coefficient Predicted Creep Coefficient Measured Total Strain Strain Measured Creep Coefficient AASHTO is a better predictor than ACI 209 or CEB MC90, except for creep in decks 3/30/
11 Transfer & Development Length Specimen Detail 30" #3 bars spaced 16 in. o.c. 1 1/8" Test AASHTO Ramirez & Russell 5" 24" 2" 7" 2" 7 3/4" 2" 2" l t 5 longitudinal #4 bars equally spaced #4 single leg stirrups spaced 3 in. o.c. from 0 to 8 ft from end of beam spaced 6 in. o.c. in middle 8 ft of beam l d 8" END SLIP LVDTs LOADCELL BEAM WIREPOT BEARINGPADLVDTs Testing for l t 6" 16'-0" 7'-6" Testing for l d 3/30/
12 Transfer Length NCHRP Study Previous Research Both AASHTO and Ramirez & Russell provide a reasonable upper bound for LWC 3/30/
13 Development Length Both AASHTO and Ramirez & Russell provide a reasonable upper bound for LWC 3/30/
14 Shear Strength Cross-sections 4'-6" 8" 6'-0" 8" 3'-0" 3'-9" AASHTO Type II II PCBT-45 3/30/
15 Shear Strength Test Variables o A c a/d = P 14 ft P P 14 ft P a/d = design r ρ v 58 ft BT.8N.Typ NW 8 PCBT- 45 o γ c, f' c o d v, a/d o reinforcement a/d = P 14 ft P P 14 ft P a/d = design rv 58 ft ρ BT.8.Typ LW 8 PCBT- 45 a/d = P 14 ft P P 14 ft P a/d = a/d = P 14 ft P P 14 ft P a/d = a/d = P design r ρ v 40 ft T2.8.Typ LW 8a AASHTO Type II 14 ft P P 14 ft P a/d = a/d = P ρ design rv 58 ft 14 ft P P 14 ft P a/d = BT.10.Typ LW 10a PCBT- 45 near rρ v min 40 ft T2.8.Min LW 8b AASHTO Type II near r ρ v min 58 ft BT.10.Typ LW 10b PCBT- 45 3/30/
16 Shear Strength Results 3/30/ w c Test ID (pcf) (ksi) a/d T2.8.Typ T2.8.Typ T2.8.Min T2.8.Min BT.8.Typ BT.8.Typ BT.8N.Typ BT.8N.Typ BT.10.Typ BT.10.Typ BT.10.Min BT.10.Min f c
17 Shear Strength Results 3/30/ w c Test ID (pcf) (ksi) a/d T2.8.Typ T2.8.Typ T2.8.Min T2.8.Min BT.8.Typ BT.8.Typ BT.8N.Typ BT.8N.Typ BT.10.Typ BT.10.Typ BT.10.Min BT.10.Min f c
18 Shear Strength Results 3/30/ w c Test ID (pcf) (ksi) a/d T2.8.Typ T2.8.Typ T2.8.Min T2.8.Min BT.8.Typ BT.8.Typ BT.8N.Typ BT.8N.Typ BT.10.Typ BT.10.Typ BT.10.Min BT.10.Min f c
19 Shear Strength Results 3/30/ w c Test ID (pcf) (ksi) a/d T2.8.Typ T2.8.Typ T2.8.Min T2.8.Min BT.8.Typ BT.8.Typ BT.8N.Typ BT.8N.Typ BT.10.Typ BT.10.Typ BT.10.Min BT.10.Min f c
20 Shear Strength 3/30/
21 Shear Strength 3/30/
22 Shear Strength 3/30/
23 Shear Strength 3/30/
24 Shear Strength 3/30/
25 Shear Strength 3/30/
26 Shear Strength 3/30/
27 Horizontal Interface Shear Transfer V ni = min Article c = 0.28 ksi µ = 1.0 K 1 = 0.3 φ = 0.90 (NWC) K 2 = 1.8 ksi (NWC) φ = 0.70 (LWC) K 2 = 1.3 ksi (LWC) 3/30/
28 Horizontal Interface Shear Transfer Shear Stress φ(v max / A vf ), psi Lightweight-Lightweight Normal weight-normal weight Normal weight-lightweight Vn V n = 280 * Avh + (Avfy + Pn) φvn n = 0.9V 0.9(280 n * Avh + (Avfy + Pn)) φvn n = 0.7V 0.7(280 n * Avh + (Avfy + Pn)) Clamping Stress (P n + A v f y ), psi 3/30/
29 Total Prestress Losses T2.8.Min Type II Min. T2.8.Typ Type II Typ. BT.8.Typ PCBT-45 LWC BT.8N.Typ PCBT-45 NWC BT.10.Min ksi Min. BT.10.Typ ksi Typ. Bias Factor AASHTO ACI CEB AASHTO ACI CEB AAEM AASHTO AAEM ACI AAEM CEB Refined AASHTO Refined ACI Refined CEB AAEM Refined 3/30/
30 Total Camber Bias Factor AAEM AAEM Meas AASHTO AAEM ACI CEB PCI AASHTO Basic T2.8.Min Type II Min. Type T2.8.Typ II Typ. PCBT-45 BT.8.Typ LWC PCBT-45 BT.8N.Typ NWC BT.10.Min ksi Min. BT.10.Typ ksi Typ. AASHTO AAEM ACI AAEM CEB PCI PCI BDM AASHTO AAEM PCI BDM ACI 3/30/ ACI PCI Improved CEB PCI BDM CEB
31 Summary Quality concrete using lightweight coarse aggregate can be achieved Splitting Tensile Strength MoR Shrinkage Creep Transfer Length ~ Compressive Strength ~ MoE 3/30/
32 Summary λ v is not needed φ v should be increased from 0.70 to 0.85 Beam shear strength Interface shear strength Prestress losses were lower than predicted Camber was generally less than predicted Final report due out in a couple of months 3/30/
33 Thank You Questions? 3/30/
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