Alternative Support Systems for Cantilever - National Transportation ...

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Rn_weld := Throat⋅FW Rn_weld 11.14 kip = ⋅ in t Rn_yield := .6⋅Fy_pipe⋅ R 2 n_yield 12.6 kip = ⋅ in t Rn_rupture := .45⋅Fu_pipe⋅ R 2 n_rupture 13.05 kip = ⋅ in Rn := min( Rn_weld, Rn_yield, Rn_rupture) Rn 11.14 kip = ⋅ in Vweld Required_Length_Each_Side := Required_Length_Each_Side = 4.05 in 2⋅Rn Welding for Stiffener Plates Tn_breakout_ACI = 126.03 ft·kip Tn_breakout_plate = 249 ft·kip Tn_blowout = 390.6 ft·kip FLEXURAL CAPACITY Flexural Capacity of Shaft Input Radius of Shaft Area of shaft Longitudinal Reinforcement Number of Longitudinal Bars Yield Strength of Longitudinal Reinforcement Longitudinal Steel Area Number of Bars Yielded (Assumption) Embedded Pipe Cross sectional area of pipe Inside diameter of pipe Yield Strength of Pipe ⎛ ⎜ ⎝ Check Flexural Capacity of Shaft 110 ceil Required_Length_Each_Side ⎟⋅in = 5 in in ⎠ ds R := = 13 in 2 2 ⎛ ds ⎞ As := π⋅ 2 ⎜ ⎝ nlong = 24 ⎟ ⎠ fy_long = 60⋅ksi Along 0.2 in 2 = ⎞ nlong_yield := 17 Apipe := dpipe = 16 in 24in ⋅.688in fy_pipe := 50ksi
β 1 f c Calculations Using ACI Stress Block at the Point Below the Embedded Pipe ( ) .85 if fc < 4000psi := β 1 f c .65 if fc > 8000psi ⎡ ⎢ ⎣ .85 − .05⋅ ⎡ ⎢ ⎣ ( fc − 4000psi) 1000psi ⎤⎤ ⎥⎥ ⎦⎦ ( ) if 4000psi ≤ fc ≤ 8000psi ( ) = 0.78 ACI 10.2.7.3 nlong_yield⋅Along⋅fy_long Acomp := A .85⋅f comp 43.64 in c 2 = ⎡ ⎢ ⎣ ⎡ ⎢ ⎣ ⎤ ⎥ ⎦ Acompcircle( h) R 2 R h acos − ( ) ⋅ ( R − h) 2⋅R⋅h h R 2 := − ⋅ − ⎥ − Acomp ⎦ ( ) a := root Acompcircle( h) , h, 0in, R a = 3.55 in a c := c = 4.59 in β1( fc) c y := .002⋅ y = 3.06 in .003 dbar := ⎛ ⎜ ⎜⎜⎜⎜⎜⎜⎜ ⎜ ⎝ 9.2502 12.0237 15 17.9763 20.7498 23.1314 25.0189 26.1677 ⎞ ⎟ ⎟⎟⎟⎟⎟⎟⎟ ⎟ ⎠ in 17 Bars Below Yield Line 111 ⎤ c = 4.35 in. y = 2.9 in.
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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
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4.4 Concrete Block and Tie-Down Des
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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 and 122: STIFFENER DESIGN Calculation of Cap
Page 123 and 124: L breakout Concrete Breakout Equiva
Page 125: Abrg L⋅b 7 in 2 := = .5 Nsb 200
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 ⎞
Page 173 and 174: Bolt Properties - D1" ASTM A325 Cen
Page 175 and 176: 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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