Alternative Support Systems for Cantilever - National Transportation ...

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⎝ ⎠ Determine the required diameter of bolts <strong>for</strong> shear Vu Athreadedrod.shear := = Fnv.threadedrod Diameterthreadedrod.shear := Round up to the nearest 1/8" 0.39 in 2 ⋅ ( 4⋅Athreadedrod.shear) ⎛ ⎜ ⎝ π = 0.704⋅in 1 Diameterthreadedrod.shear Ceil Diameterthreadedrod.shear 8 in , := Diameterthreadedrod.shear = 0.75⋅in Use the controlling diameter Diameterthreadedrod := max Diameterthreadedrod.tors, Diameterthreadedrod.flex , Diameterthreadedrod.shear Diameterthreadedrod = 1.625⋅in ⎞ ⎟ ⎠ ( ) Determine the length of the threaded rod after determining the size of the nuts and washers Check minimum spacing and edge distance sthreadedrod := ( ) π⋅Diameterboltcircle.pole Number threadedrod = 6.021⋅in 8 smin 3 Diameter := ⋅ threadedrod = 4.333⋅in AISC J3.3 ( ) Check_spacing := if sthreadedrod ≥ smin, "Sufficient" , "Not Sufficient" Lc.threadedrod := ( Diameterbaseplate.pole − Diameterboltcircle.pole) Lmin := 1.75⋅Diameterthreadedrod = 2.844⋅in AISC Table J3.4 Check_edgedist := if Lc.threadedrod ≥ Lmin, "Sufficient" , "Not Sufficient" Check bearing strength of bolt holes 2 = Check_spacing = "Sufficient" 3.5⋅in ( ) Pn.bolthole := 1.2⋅Lc.threadedrod⋅tbaseplate.pole⋅fu.baseplate = 397.068 kip Pmax.bolthole := 2.4⋅Diameterthreadedrod⋅tbaseplate.pole⋅fu.baseplate = 368.706 kip ( ) Check_bearing := if Pn.bolthole ≤ Pmax.bolthole, "Sufficient" , "Not Sufficient" 184 Check_edgedist = "Sufficient" Check_bearing = "Not Sufficient"
Increase threaded rod diameter to 2 in Diameterthreadedrod := 2in Pmax.bolthole := 2.4⋅Diameterthreadedrod⋅tbaseplate.pole⋅fu.baseplate = 453.792 kip ( ) Check_bearing := if Pn.bolthole ≤ Pmax.bolthole, "Sufficient" , "Not Sufficient" Size the leveling nuts Use Heavy Hex nuts Wlevel.nut := 3.125in AISC Table 7-20 Clevel.nut := 3.625in AISC Table 7-20 Nlevel.nut := 2in AISC Table 7-20 Base Connection Design Embedded Pipe Design Step 2) Embedded Pipe Design Given ϕflex = 0.9 Diameterbase.pole = 16⋅in ϕweld := .75 twall.pole = 0.375⋅in fy.pipe := 42ksi Diameterbaseplate.pole = 30⋅in fu.pipe := 58ksi tbaseplate.pole = 1.63⋅in fy.baseplate := 36ksi Diameterboltcircle.pole = 23⋅in fu.baseplate := 58ksi Es 2.9 10 4 = × ⋅ksi Vu = 9.04 kip Tu = 198.88 ft·kip Mu = 165.34 ft·kip Size the cross section of the embedded pipe Diameterembed.pipe := Diameterbase.pole = 16⋅in twall.embed.pipe := twall.pole = 0.375⋅in 185 Check_bearing = "Sufficient"
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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
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Abrg L⋅b 7 in 2 := = .5 Nsb 200
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β 1 f c Calculations Using ACI Str
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Determine Flexural Capacity of Roun
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DEVELOPMENT LENGTHS OF FLEXURAL REI
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Short Pipe Design Flexural Strength
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Long Pipe Design Flexural Strength
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Superstructure Assembly Strength -
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Weld Design Tn_blowout Vweld := Tor
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Check_Bolt_Shear := "Sufficient Str
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Check Reinforcement No_Bars_Block_R
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Tie-Down Design Block Properties Wi
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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
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: Vu = 9.04 kip T .u = 198.88 ft·kip
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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