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Check_Flange_Compact_Unit := "Compact" if λpf > λf_unit Check_Flange_Compact_Unit = "Compact" "Not Compact" otherwise Check_Web_Compact_Unit := "Compact" if λpw > λw_unit "Not Compact" otherwise Check_Web_Compact_Unit = "Compact" Bracing_Check_Unit := "Braced" if Lp_unit > Lb Bracing_Check_Unit = "Braced" Weld Design ( ) Vweld := max RL, RR tpl := .5in bpl := 5in ( ) Q := tpl⋅bpl ⋅ ⎡⎛ tpl⎞ ⎢⎜ ⎟ ⎣⎝ 2 ⎠ ⎢ ⎡ ⎢ ⎣ + ⎛ ⎜ ⎝ Iweld := 2⋅Ix + 2⋅ tpl⋅bpl ⋅ "Unbraced" otherwise h 2 ( ) ⎞⎤ ⎟⎥ ⎠⎦ ⎡⎛ ⎢⎜ ⎣⎝ t pl 2 ⎞ ⎟ ⎠ + ⎛ ⎜ ⎝ h 2 ⎞⎤ ⎟⎥ ⎠⎦ 2 + ⎛ ⎜ ⎝ 1 12 ⎞ ⎟⎠ b pl ⎥ ⎤ ⎥ ⎦ 3 ⋅ ⋅tpl Vweld = 47.09 kip Q 15.62 in 3 = Iweld 519.42 in 4 = Vweld⋅Q Required_Load_per_Foot := Required_Load_per_Foot 17 Iweld kip = ⋅ ft Weld_Size := 3 8 in Felectrode := 70ksi FW := .6⋅Felectrode = 42 ksi ϕweld := .75 Throat := .707⋅Weld_Size AISC Spec. J2 Table J2.5 Required_Load_per_Foot Required_Length_Per_Foot := Required_Length_Per_Foot 2.04 ϕweld⋅FW⋅Throat in = ⋅ ft Tie-Down Design Tmax := Tn_breakout_plate = 249 ft·kip Vmax = 27.67 kip Mmax = 124.5 ft·kip 134 Specify 4" per foot of Weld AISC Spec. J2.4 (J2-3)
Input and Properties Shaft Torsion and Flexure Design Calculations Diameter of the Shaft ds := 30in Concrete Strength fc := 5500psi Lenth of Shaft Ls := 36in Hoop Steel Hoop Steel Area A hoop .11in 2 := Hoop Steel Diameter dhoop := .375in Spacing of Hoop Steel shoop := 2.5in Yield Strength of Hoop Steel fy_hoop := 60ksi Centerline of Hoop Steel Diamter dh := 27in Longitudinal Steel Longitudinal Steel Area Longitudinal Steel Diameter Yield Strength of Longitudinal Steel Number of Long Steel Bars Along .2in 2 := dlong := .5in fy_long := 60ksi nlong := 24 Torsional Stiffener Plates Thickness of the plate t := 1in Width of the plate b := 1in Length of plate L := 7in Yield strength of the plate fy_plate := 50ksi Flexural Stiffener Plates Width of the stiffener plates bflex_plate := 1in Thickness of the stiffener plates tflex_plate := 1in Length of the stiffener plates Lflex_plate := 3in Embedded Pipe Thickness of the pipe tpipe := .465in Diameter of the pipe dpipe := 16in Fy_pipe := 42ksi Fu_pipe := 58ksi Moment Arm Tors_Moment_Arm := 9ft Flex_Moment_Arm := 8ft Input and Properties 135
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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
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 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: λpf := .38⋅ λpw := 3.76⋅ E F
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 and 200: 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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