Alternative Support Systems for Cantilever - National Transportation ...

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ψcV := 1.4 ψecV := 1.0 ψedV := 1.0 Vcbg := ( ) if Check_Group_Effect = "No Group Effect" No_Bolts_equiv⋅ψedV⋅ψcV⋅Vb ⎡⎛ ⎢⎜ ⎣⎝ A Vc A Vco ⎞ ⎟ ⎠ Vcbg_parallel := 2⋅Vcbg ⎤ ⎥ ⎦ ⋅ψecV⋅ψedV⋅Vb Tn_breakout_ACI := Vcbg_parallel⋅ ⎛ ⎜ ⎝ Calculation of Capacity with Anchor Bolts d b Torsional Capacity Using Breakout Capacity Input 2 if ⎞ ⎟ ⎠ Check_Group_Effect = "Group Effect" Width of the stiffener plates b = 1 in Thickness of the stiffener plates t = 1 in Length of the stiffener plates L = 7 in Vcbg = 75.62 kip Vcbg_parallel = 151.23 kip Tn_breakout_ACI = 126.03 ft·kip Length of the shaft Ls = 36 in Diameter of upright/embedded pipe dpipe = 16 in Diameter of stiffeners dst := dpipe Number of stiffeners No_Stiff := 4 106
L breakout Concrete Breakout Equivalent Torsional Strength Based on ACI 318 Appendix D - Design requirements <strong>for</strong> shear loading ( ) Avc ds − dst cover := cover = 5 in 2 ⎡ ⎢ ⎡ ⎤ 2 2 2 ⎛ dst ⎞ ⎢⎛ ds ⎞ ⎛ dst ⎞ ⎥ ⎛ dst ⎞⎥ ⎢ ⎜ ⎟ + 3.25⋅⎢⎜ ⎟ − ⎜ ⎟ ⎥ − ⎜ ⎟⎥ ⎣ ⎝ 2 ⎠ ⎣⎝ 2 ⎠ ⎝ 2 ⎠ ⎦ ⎝ 2 ⎠⎦ ca1 := c 3.25 a1 = 3.73 in 360deg A := A = 90⋅deg No_Stiff ds chord_group 2⋅ sin 2 A := ⋅ ⎛ ⎞ chord_group = 18.38 in 2 ⎛ ⎜ ⎝ ⎜ ⎝ ⎟ ⎠ ⎞ ⎟ ⎠ 3.0⋅ca1 Amin_group := 2⋅asin A d min_group = 51.02⋅deg s ⎤ Check_Group_Effect := "Group Effect" if A ≤ Amin_group Check_Group_Effect = "No Group Effect" "No Group Effect" otherwise 107
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Report No. BDK75 977-04 Date: Augus
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Metric Conversion Table SYMBOL WHEN
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ALTERNATIVE SUPPORT SYSTEMS FOR CAN
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EXECUTIVE SUMMARY During the 2004 h
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CHAPTER TABLE OF CONTENTS 1 INTRODU
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Torsion Test Data .................
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LIST OF FIGURES Figure page Figure
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Figure 4-15. Arrangement of the LVD
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CHAPTER 1 INTRODUCTION This project
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CHAPTER 2 BACKGROUND The following
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information obtained in the late 19
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these problems. The concern with fa
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opposite side, see Figure 2-2 The s
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2.2.4 Helical Pipes This option wou
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2.3 Alternative Foundations from Ot
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Figure 2-10. Drilled concrete piles
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Figure 2-13. Grouted soil anchors G
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The pad and pier foundation, found
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comments and recommendations on pre
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CHAPTER 3 DESIGN IMPLICATIONS Based
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Figure 3-2. Differences between con
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2 [ ] 2 2 ( r ) + 3. 25 ( r ) − (
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eakout surface for a single plate,
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strength of a headed anchor in tens
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Figure 3-9. Schematic of anticipate
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Vbfp l e tfp bfp f’c ca1 = the ba
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3.2.2 Equivalent Side-Face Blowout
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computed. See Equation 3-14 below t
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One method to quantify the failure
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• An additional 12-4.5” long, 1
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Applied load Lever arm Figure 4-4.
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Figure 4-8. Isometric view of embed
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Flexural plate breakout area Torsio
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4.2.4 Annular Base Plate Design The
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torsional strength of the lever arm
Page 71 and 72: 4.4 Concrete Block and Tie-Down Des
Page 73 and 74: Figure 4-13. Arrangement of the LVD
Page 75 and 76: 4.7 Summary of Torsion and Flexure
Page 77 and 78: foundation displayed the predicted
Page 79 and 80: Figure 5-5. Specimen at failure 5.1
Page 81 and 82: Figure 5-7. Torsional moment and ro
Page 83 and 84: torsional 45 degree crack formation
Page 85 and 86: Figure 5-11. Widening of concrete b
Page 87 and 88: Failure cracks widen Bond loosens F
Page 89 and 90: Rear of shaft Figure 5-14. Load and
Page 91 and 92: testing, signifying that the predic
Page 93 and 94: provided in NCHRP Report 412 were i
Page 95 and 96: 6.2.2 Tapered Embedded Steel Pipe a
Page 97 and 98: Figure 6-3. FDOT Design Standards I
Page 99 and 100: This option provides a possible alt
Page 101 and 102: 6.2.5 Cast-in-Place Solid Concrete
Page 103 and 104: This option does have some disadvan
Page 105 and 106: Figure 6-9. Embedded steel pipe and
Page 107 and 108: However, the fillet welds are susce
Page 109 and 110: APPENDIX A TEST APPARATUS DRAWINGS
Page 111 and 112: Figure A-3. Dimensioned side elevat
Page 113 and 114: Figure A-5. Dimensioned drawings of
Page 115 and 116: Figure A-7. Dimensioned plan drawin
Page 117 and 118: Figure A-9. Dimensioned drawing of
Page 119 and 120: Figure A-11. Dimensioned view of em
Page 121: STIFFENER DESIGN Calculation of Cap
Page 125 and 126: Abrg L⋅b 7 in 2 := = .5 Nsb 200
Page 127 and 128: β 1 f c Calculations Using ACI Str
Page 129 and 130: Determine Flexural Capacity of Roun
Page 131 and 132: DEVELOPMENT LENGTHS OF FLEXURAL REI
Page 133 and 134: Short Pipe Design Flexural Strength
Page 135 and 136: Long Pipe Design Flexural Strength
Page 137 and 138: Superstructure Assembly Strength -
Page 139 and 140: Weld Design Tn_blowout Vweld := Tor
Page 141 and 142: Check_Bolt_Shear := "Sufficient Str
Page 143 and 144: Check Reinforcement No_Bars_Block_R
Page 145 and 146: Tie-Down Design Block Properties Wi
Page 147 and 148: Vmax Total Load that the Tie-down m
Page 149 and 150: λpf := .38⋅ λpw := 3.76⋅ E F
Page 151 and 152: Input and Properties Shaft Torsion
Page 153 and 154: ψcV := 1.4 ψecV := 1.0 ψedV := 1
Page 155 and 156: lbreakout := L + 2⋅1.5ca1 lbreako
Page 157 and 158: Rn_weld := Throat⋅FW Rn_weld 11.1
Page 159 and 160: ⎛ ⎜ ⎜⎜⎜⎜⎜⎜⎜ 9.250
Page 161 and 162: Flexural Capacity of T-Plates Using
Page 163 and 164: FAILURE EQUATIONS Torsion Threshold
Page 165 and 166: Required Length of Shaft Based on B
Page 167 and 168: Design Axial Strength ϕcomp := .90
Page 169 and 170: Design Axial Strength ϕcomp := .90
Page 171 and 172: Zp := ⎛ ⎜ ⎝ bp tp⋅ 2 ⎞
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Bolt Properties - D1" ASTM A325 Cen
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CONCRETE BLOCK Concrete Block Desig
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Check Shear Check_Shear_B := "Suffi
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7'-4" 8" 5'-4" 8" 1'-3" Calculate s
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Required Capacity of the Channel As
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Check_Flange_Compact_Unit := "Compa
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Rear of Shaft Face of Shaft Figure
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Bolt slippage ends Predicted failur
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APPENDIX D DESIGN GUIDELINES For th
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The designer should then use this i
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• Determine the angle required fo
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Superstructure Base Connection Foun
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1.5ca1 1.5ca1 Length of bearing are
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Vu = 9.04 kip T .u = 198.88 ft·kip
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Increase threaded rod diameter to 2
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Embedded Pipe and Torsion Plates De
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⎝ ⎠ Check_Breakout_Torsion := "
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Lbreakout := tflex.plate + 2⋅1.5c
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( ) .85 if fc < 4000psi β 1 f c .6
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REFERENCES 1. Cook, R.A., and Halco
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