Alternative Support Systems for Cantilever - National Transportation ...

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Check Reinforcement No_Bars_Block_Reinf := 3 Block_Reinf_Bar_No := 8 fy_block_reinf := 60ksi 2 Block_Reinf_Bar_No ÷ 8 Ablock_reinf No_Bars_Block_Reinf ⋅π⋅⎛ ⎞ in 2 2 := Ablock_reinf 2.36 in 2 = Check_Block_Reinf_A := "Sufficient" if Ablock_reinf ⋅fy_block_reinf ≥ T Concrete Block Design - Strut-and-Tie Model Concrete Block Design - Beam Theory "Not Sufficient" otherwise R 4" ⎜ ⎝ 4'-9" 5'-0" 3'-0" ⎟ ⎠ Check_Block_Reinf_A = "Sufficient" Vblock M Vblock := R Vblock = 46.4 kip Mblock := R⋅( 3ft + 4in) Mblock = 154.66 ft·kip From strut-and-tie model... Ablock_reinf 2.36 in 2 = fy_block_reinf = 60 ksi 160
Check Shear Check_Shear_B := "Sufficient" if Ablock_reinf ⋅fy_block_reinf ≥ Vblock Check Flexure bblock := 30in hblock := 6ft dblock := 5.5ft "Insufficient" otherwise Check_Shear_B = "Sufficient" Tgiven := Ablock_reinf ⋅fy_block_reinf Tgiven = 141.37 kip C( a) := .85⋅fc⋅b block⋅a P( a) := C( a) − Tgiven ( ) a := root P( a) , a, 0in, hblock a = 1.01 in β1( fc) = 0.78 a c := c = 1.3 in β1( fc) ⎛ ⎜ ⎝ ⎞ ⎟ ⎠ a Mn_block := Tgiven⋅ dblock − M 2 n_block = 771.61 ft·kip Check_Flexure_B := "Sufficient" if Mn_block ≥ Mblock "Insufficient" otherwise Required Hook Length for a #8 bar ⎛ ⎞ Check_Flexure_B = "Sufficient" Hook_No_8 12 Block_Reinf_Bar_No := ⋅⎜ ⋅in⎟ Hook_No_8 = 12 in ⎝ 8 ⎠ ACI 318-05 Fig. 12.5 Concrete Block Design - Beam Theory Summary of Concrete Block Reinforcement Block_Reinf_Bar_No = 8 No_Bars_Block_Reinf = 3 Check_Block_Reinf_A = "Sufficient" Check_Shear_B = "Sufficient" Check_Flexure_B = "Sufficient" Summary of Concrete Block Reinforcement 161
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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
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Figure 5-11. Widening of concrete b
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Failure cracks widen Bond loosens F
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Rear of shaft Figure 5-14. Load and
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testing, signifying that the predic
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provided in NCHRP Report 412 were i
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6.2.2 Tapered Embedded Steel Pipe a
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Figure 6-3. FDOT Design Standards I
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This option provides a possible alt
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6.2.5 Cast-in-Place Solid Concrete
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This option does have some disadvan
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Figure 6-9. Embedded steel pipe and
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However, the fillet welds are susce
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APPENDIX A TEST APPARATUS DRAWINGS
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Figure A-3. Dimensioned side elevat
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Figure A-5. Dimensioned drawings of
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Figure A-7. Dimensioned plan drawin
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Figure A-9. Dimensioned drawing of
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Figure A-11. Dimensioned view of em
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STIFFENER DESIGN Calculation of Cap
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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 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: CONCRETE BLOCK Concrete Block Desig
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
Page 187 and 188: Bolt slippage ends Predicted failur
Page 189 and 190: APPENDIX D DESIGN GUIDELINES For th
Page 191 and 192: The designer should then use this i
Page 193 and 194: • Determine the angle required fo
Page 195 and 196: Superstructure Base Connection Foun
Page 197 and 198: 1.5ca1 1.5ca1 Length of bearing are
Page 199 and 200: Vu = 9.04 kip T .u = 198.88 ft·kip
Page 201 and 202: Increase threaded rod diameter to 2
Page 203 and 204: Embedded Pipe and Torsion Plates De
Page 205 and 206: ⎝ ⎠ Check_Breakout_Torsion := "
Page 207 and 208: Lbreakout := tflex.plate + 2⋅1.5c
Page 209 and 210: ( ) .85 if fc < 4000psi β 1 f c .6
Page 211 and 212: REFERENCES 1. Cook, R.A., and Halco
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