Alternative Support Systems for Cantilever - National Transportation ...

More documents

Recommendations

Info

Weld Design Tn_blowout Vweld := Tors_Moment_Arm tp = 0.5 in tpipe = 0.47 in Vweld = 58.08 kip 3 Weld_Size 16 in := AISC Spec. J2 Table J2.4 Felectrode := 70ksi FW := .6⋅Felectrode AISC Spec. J2 Table J2.5 ϕweld := .75 Throat := .707⋅Weld_Size ϕRn_weld := ϕweld⋅Throat⋅FW ϕRn_weld 4.18 kip = ⋅ in ϕRn_yield := .6⋅Fy_pipe⋅tp ϕRn_yield 12.6 kip = ⋅ in ϕRn_rupture := .45⋅Fu_pipe⋅tp ϕRn_rupture 13.05 kip = ⋅ in ϕRn := min( ϕRn_weld, ϕRn_yield, ϕRn_rupture) ϕRn 4.18 kip = ⋅ in Vweld Required_Length_Each_Side := Required_Length_Each_Side = 13.91 in ϕRn Superstructure Assembly Strength - Connecting Plates Base Connection Superstructure Test Base Connection Plate Plate Properties - Annular Plate ⎛ ⎜ ⎝ ceil Required_Length_Each_Side ⎟⋅in = 14 in in ⎠ Plate diameter Bp := 24in Yield strength fy_ann := 50ksi Ultimate strength fu_ann := 75ksi Thickness of plate tplate := 1.00in 156 ⎞
Bolt Properties - D1" ASTM A325 Center to Center Radius of Bolts rb := 12in Number of Bolts No_Bolts := 12 Field Strength of Bolts fy_bolt_field := 55ksi Ultimate Strength of Bolts fu_bolt := 105ksi Dpipe Radius of the pipe rp := = 10 in 2 Diameter of the bolt dbolt := 1.50in Bolt Bearing Strength Lc := ( ) ϕshear := .75 Bp − db − .5⋅dbolt 2 = 1.62 in ϕRn := 1.2⋅Fu_plate⋅Lc⋅ tplate ϕRn = 120.9 kip Rn_parallel := 2⋅ϕRn Rn_parallel = 241.8 kip ⎛ ⎜ ⎝ ⎞ ⎟ ⎠ db Tn_bolt_bearing := No_Bolts⋅Rn_parallel⋅ T 2 n_bolt_bearing 2.42 10 3 = × ft·kip Check_Bolt_Bearing := "Sufficient Strength" if Tn_bolt_bearing ≥ Tn_blowout Check Bolt Spacing sreq := 2.67⋅dbolt = 4 in sactual := π⋅db 12 = 5.24 in "Insufficient Strength" otherwise Check_Bolt_Bearing = "Sufficient Strength" Check_Bolt_Spacing := "Sufficient" if sactual ≥ sreq Check_Bolt_Spacing = "Sufficient" Check Bolt Shear ( ) 2 Ab π ⋅ .5⋅dbolt 1.77 in 2 := = Fnv := .4⋅120ksi = 48 ksi ϕVn := ϕshear⋅Ab⋅ Fnv "Insufficient" otherwise ϕVn = 63.62 kip Vn_parallel := ϕVn⋅2 Vn_parallel = 127.23 kip 157
Page 1 and 2:
Report No. BDK75 977-04 Date: Augus
Page 3 and 4:
Metric Conversion Table SYMBOL WHEN
Page 5 and 6:
ALTERNATIVE SUPPORT SYSTEMS FOR CAN
Page 7 and 8:
EXECUTIVE SUMMARY During the 2004 h
Page 9 and 10:
CHAPTER TABLE OF CONTENTS 1 INTRODU
Page 11 and 12:
Torsion Test Data .................
Page 13 and 14:
LIST OF FIGURES Figure page Figure
Page 15 and 16:
Figure 4-15. Arrangement of the LVD
Page 17 and 18:
CHAPTER 1 INTRODUCTION This project
Page 19 and 20:
CHAPTER 2 BACKGROUND The following
Page 21 and 22:
information obtained in the late 19
Page 23 and 24:
these problems. The concern with fa
Page 25 and 26:
opposite side, see Figure 2-2 The s
Page 27 and 28:
2.2.4 Helical Pipes This option wou
Page 29 and 30:
2.3 Alternative Foundations from Ot
Page 31 and 32:
Figure 2-10. Drilled concrete piles
Page 33 and 34:
Figure 2-13. Grouted soil anchors G
Page 35 and 36:
The pad and pier foundation, found
Page 37 and 38:
comments and recommendations on pre
Page 39 and 40:
CHAPTER 3 DESIGN IMPLICATIONS Based
Page 41 and 42:
Figure 3-2. Differences between con
Page 43 and 44:
2 [ ] 2 2 ( r ) + 3. 25 ( r ) − (
Page 45 and 46:
eakout surface for a single plate,
Page 47 and 48:
strength of a headed anchor in tens
Page 49 and 50:
Figure 3-9. Schematic of anticipate
Page 51 and 52:
Vbfp l e tfp bfp f’c ca1 = the ba
Page 53 and 54:
3.2.2 Equivalent Side-Face Blowout
Page 55 and 56:
computed. See Equation 3-14 below t
Page 57 and 58:
One method to quantify the failure
Page 59 and 60:
• An additional 12-4.5” long, 1
Page 61 and 62:
Applied load Lever arm Figure 4-4.
Page 63 and 64:
Figure 4-8. Isometric view of embed
Page 65 and 66:
Flexural plate breakout area Torsio
Page 67 and 68:
4.2.4 Annular Base Plate Design The
Page 69 and 70:
torsional strength of the lever arm
Page 71 and 72:
4.4 Concrete Block and Tie-Down Des
Page 73 and 74:
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 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: Zp := ⎛ ⎜ ⎝ bp tp⋅ 2 ⎞
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
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
show all

Alternative Support Systems for Cantilever - National Transportation ...

Create successful ePaper yourself

Delete template?

Save as template?