Alternative Support Systems for Cantilever - National Transportation ...

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Design Axial Strength ϕcomp := .90 E λr := .31⋅ Fy_pipe E λp := .07⋅ Fy_pipe λr = 214.05 λ := "Compact" if D_t ≤λ p λ = "Compact" "Noncompact" if λp < D_t ≤λ r AISC Spec. B4 "Slender" if D_t > λr klong_pipe := 2.0 Fe_long := Fcr_long := ⎛ ⎜ ⎝ π 2 ( ⋅E) Ll_pipe klong_pipe⋅ rpipe ⎡⎡ ⎢⎢⎣ ⎢ ⎢ ⎣ ⎞ ⎟ ⎠ F ⎜ ⎛ y_pipe⎟ ⎞ ⎜ F e_long⎟ .658⎝ ⎠⋅Fy_pipe 2 ⎤⎤ ⎥⎥ ⎥⎥ ⎦⎦ ( .877⋅Fe_long) if Fe_long < .44⋅Fy_pipe if Fe_long ≥ .44⋅Fy_pipe Fe_long = 184.9 ksi AISC Equation E3-4 Pn_l_pipe := ϕcomp⋅Fcr_long⋅Apipe Pn_l_pipe = 780.24 kip AISC Equation E3-1 Summary <strong>for</strong> Long Pipe Flexural Strength Mn_l_pipe = 352.8 ft·kip Shear Strength Vn_l_pipe = 257.42 kip Torsional Strength Tn_l_pipe = 359.1 ft·kip Axial Strength Pn_l_pipe = 780.24 kip Superstructure Assembly Strength - Pipes 120
Superstructure Assembly Strength - Connecting Plates Superstructure Test HSS Connection Plate Plate Properties - PL1/2" x 32" x 24" Plate thickness tp := .5in Plate length hp := 32in Plate width bp := 24in Yield strength Fy_plate := 50ksi Ultimate strength Fu_plate := 62ksi Design Tensile Strength ϕt_yield := .9 Pn_yield := ϕt_yield⋅Fy_plate⋅tp⋅ bp U := 1.0 An := tp⋅bp Ae := U⋅An ϕt_rupt := .75 Pn_rupture := ϕt_rupt⋅Ae⋅Fu_plate Pn_plate := Pn_yield if Pn_yield ≤ Pn_rupture P n_rupture otherwise Design Flexural Strength ϕflexure = 0.9 Ag := tp⋅bp Lb := 16in Ip := c := tp 2 Sp := Ip c 3 bp⋅tp 3 My := Sp⋅Fy_plate 121 Pn_yield = 540 kip AISC Spec. D2a AISC Table D3.1 AISC D3.2 Ae 12 in 2 = AISC D3.3 Pn_rupture = 558 kip Pn_plate = 540 kip AISC D2b Ag 12 in 2 = Sp 4 in 3 = My = 16.67 ft·kip
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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
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4.7 Summary of Torsion and Flexure
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foundation displayed the predicted
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Figure 5-5. Specimen at failure 5.1
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Figure 5-7. Torsional moment and ro
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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 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: Long Pipe Design Flexural 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
Page 177 and 178: Check Shear Check_Shear_B := "Suffi
Page 179 and 180: 7'-4" 8" 5'-4" 8" 1'-3" Calculate s
Page 181 and 182: Required Capacity of the Channel As
Page 183 and 184: Check_Flange_Compact_Unit := "Compa
Page 185 and 186: 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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