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HomeMy WebLinkAbout3557; Carlsbad Blvd Bridge Retrofit Structural Calcs; Carlsbad Blvd Bridge Retrofit Structural Calcs; 2003-11-01STRUCTURAL CALCULATIONS CARLSBAD BOULEVARD BRIDGE RETROFIT / PREPARED FOR CITY OF CARLSBAD SUBMITTED BY SIMON WONG ENGINEERING STRUCTURAL AND BRIDGE ENGINEERS 500-581 NOVEMBER, 2003 0 TABLE OF CONTENTS ™ CARLSBAD BOULEVARD RETROFIT DESIGN— SUBJECT PAGE General Information ; 1 Geometry 2 Section Properties 4 Analysis Procedures 15 Push Over Analysis (Hand Calculations) , 19 As-Built Column Shear 26 As-Built Moment Curvature 32 Push-Over Analysis (wFrame) 42 Joint Shear 61 Bent Cap Dowel Capacity 68 Frame Reactions 70 As-Built Rocking Analysis 82 As-Built Global (Seisab) Model 90 As-Built Global Displacement Demands 108 Retrofit Analysis Model ; 110 Retrofit Global Displacement Demands 125 Retrofit Rocking Analysis 127 Retrofit Bent Shear 130 Results Simimary 132 FINAL DESIGN & DETAILING Retrofit Footing Design 136 Bent Restrainer Analysis 156 Shear Key Analysis 164 Abutment Seat Extenders 169 Pier Wall Reinforcement 171 APPENDICES — CARLSBAD BOULEVARD RETROFIT DESIGN— SUBJECT APPENDIX SEISAB OUTPUT #1 (As-Built Global Analysis) A SEISAB OUTPUT #2 (Retrofit Global Analysis) B W-FRAME OUTPUT (Push-Over Analysis) C L-PILE OUTPUT (Abutment Column Analysis) D General Location: Carlsbad Boulevard Overhead over the North County Transit District Railroad Tracks in the City of Carlsbad, California. Client/Ovyner: The City ofCarlsbad Design Code: Bridge Design Specifications (AASHTO Standard Specifications for Highway Bridges, dated 1996 with interims and revisions by Caltrans). Caltrans Seismic Design Crieteria (SDC). Seismic Load: ATC-32, Soil Profile D, M=7.25, a = 0.45g SWE Job No. 500-581 I I Project: CQV^IS^^ f^>iv(i Page: ^ WONG ENGINEERING // \ STRUCnjRAL & BRIDGE ENGINEEfiS Designed: 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 5c/^c:? frs-huc KTC - ^^^n^. 'T'bec^^ ^/<^p/y sapper o n Start t^ct So,1 { So,/ r-oyPr Cl-/- S^ni^ may e'fi^c'l 5o; 1 / 4 / Ho.o± 7, 1. Q ,.a ' Z 3 7.0 + 11, o IO .o ' i 3 7 3.0± 17. o ^ 3 Oi 1 9 . O U r-\ •' 1 c 2 5. o_t / . J . i j O • ; i ^ 7 2 .. 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C. 83 1^.33 1.5i •P I I 23 . ^ i 2Z.3 II- ^ 2S - O 2^.2 (0 (7N Stmctural Properties 45'-0" span Total net original widen combined original widen combined A 62.64 35.8 98.44 60.2 31.2 91.4 Ix 129 88.5 217.5 105 56.2 161.2 ly 6430 1020 7450 5770 676 6446 Tor 34.1 19.3 53.4 Wt 19.7 30'-7" span L 3-i-'- a Total net original widen combined original widen combined A 50.2 27.6 77.8 47.72 23 70.72 Ix 60.6 44 104.6 42.9 22.5 65.4 ly 5140 803 5943 4520 478 4998 Tor 18 9.7 27.7 Wt. 16.6 - 26'^" span Total net original widen combined original widen combined A 48.27 26.62 74.89 45.78 22 67.78 ix 53.45 39.74 93.19 36.55 19.3 55.85 ly 4960 780 5740 4337 456 4793 Tor 15.7 8.3 24 wt 16.1 5- < • > Froject: CaA^\>aJL Plv^ Page: e, // \v/ \^ \ STRUCWRAL ABRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: // \v/ \^ \ STRUCWRAL ABRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // \v/ \^ \ STRUCWRAL ABRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 2 ^5' '-0' Sen I- / C+T.'kc^^f^r 7 5)7.<^'^ 2. 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(J / ^ Column Shear Design Per SDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Abut# 1 Input Parameters: Column overstrength shear -Vo = 98 k Column axial load -Pc = 120 k Max displacement ductility -mi = 3 Concrete compressive strength -fc = 4500 psi Steel yield stress -fyh -36 ksi Column diameter-D = 24 in Main bar size -Dbi = 1.00 in Gross section area -^= 576 in^ Core diameter -19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -Av = 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NGI Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps -0.05802 NGI Increase Hoop or Spiral Max hoop or spiral spacing -4.8 in NGI Decrease spacing Confinement coefficient-Psfyh = 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -f1 = 1.3 Factor 2-h = 1.1 Max steel shear strength -y max _ 247 k Max section shear strength -\i max _ Vu ~ 247 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vo = 43 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi= 13 k Steel shear strength -Vs2 = 0 k Vs2 = Ok Factored shear strength -<t>Vn = 50 k (t'Vn = 98 k NG! NG! Simon Wong Engineering 5/1/01 Carlsbad Blvd. 5bo- 58 1 Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Bent# 2 Input Parameters: Column overstrength shear -Vo = 52 k Column axial load -Pc = 120 k Max displacement ductility -mj = 7.1 Concrete compressive strength -fc = 4500 psi Steel yield stress -tyh -36 ksi Column diameter-D = 24 in Main bar size -1.00 in Gross section area -^= 576 in^ Core diameter -19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -Av = 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NG! Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps -0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing -gmax^ 4.8 in NGI Decrease spacing Confinement coefficient -Psfyh = 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -f1 = 0.3 Factor 2 -f2 = 1.1 Max steel shear strength-\i max _ Vs -* 247 k Max section shear strength -> 1 max _ Vu — 219 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 10 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi= 13 k Steel shear strength -Vs2 = 0 k Vs2= Ok Factored shear strength -'t>Vn = 22 k = 98 k NGI OK Simon Wong Engineering 5/1/01 Carlsbad Blvd. IS 5oo >$8( Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Bent# 3 Input Parameters: Column overstrength shear -Vo = 55 k Column axial load -Pc = 120 k Max displacement ductility -^d = 4.9 Concrete compressive strength -fc = 4500 psi Steel yield stress -fyh -36 ksi . Column diameter-D = 24 in Main bar size -Db,= 1.00 in Gross section area -^= 576 in^ Core diameter -Dc = 19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -A,= 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NGI Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps -0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing -gmax^ 4.8 in NGI Decrease spacing Confinement coefficient -Psfyh = 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -fi = 0.3 Factor 2-f2 = 1.1 Max steel shear strength -> 1 max _ , "s 247 k Max section shear strength -\ < max _ 219 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 10 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi= 13 k Steel shear strength-Vs2 = 0 k Vs2 = Ok Factored shear strength -'l'Vn = 22 k •t'Vn = 98 k NGI OK Simon Wong Engineering 5/1/01 Carlsbad Blvd. Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Bent# 4 Input Parameters: Column overstrength shear-Vo = 55 k Column axial load -120 k Max displacement ductility -Pd = 4.6 Concrete compressive strength -fo = 4500 psi Steel yield stress -fyh -36 ksi Column diameter-D = 24 in Main bar size -1.00 in Gross section area -^= 576 in^ Core diameter -Do = 19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -Av = 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NG! Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bcls_ Ps -0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing -gmax^ 4.8 in NGI Decrease spacing Confinement coefficient -Psfyh = 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -f1 = 0.3 Factor 2-h = . 1.1 Max steel shear strength -\t max _ Vs "* 247 k Max section shear strength -\/ max _ Vu ~ 219 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 10 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi= 13 k Steel shear strength-Vs2 = 0 k Vs2 = Ok Factored shear strength -<t'Vn = 22 k •t'Vn = 98 k NGI OK Simon Wong Engineering 5/1/01 Carlsbad Blvd. 30 Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Bent # 5 Input Parameters: Column overstrength shear -Vo = 61 k Column axial load -Pc = 120 k Max displacement ductility -Hd = 5.1 Concrete compressive strength -fo = 4500 psi Steel yield stress -fyh -36 ksi Column diameter-D = 24 in Main bar size-Db,= 1.00 in Gross section area -A = 576 in^ Core diameter -Do = 19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -Av = 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ - Ps -0.00278 NG! Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps = 0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing -gmax^ 4.8 in NGI Decrease spacing Confinement coefficient -Psfyh -89 psi Coefficient for factor 1. -coef. = 89 psi Factor 1 -fi = 0.3 Factor 2-f2 = 1.1 Max steei shear strength -w max _ Vs — 247 k Max section shear strength -\/ max _ •u 219 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 10 k Vc= 102 k Steel shear strength -V31 = 16 k Vsi= 13 k Steel shear strength -Vs2 = 0 k Vs2 = Ok Factored shear strength -•t'Vn = 22 k •t'Vn = 98 k NG! OK I Simon Wong Engineering 5/1/01 Carlsbad Blvd. Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Abut# 6 Input Parameters: Column overstrength shear -Vo = 98 k Column axial load -Po = 120 k Max displacement ductility -^d = 2.2 Concrete compressive strength -fo = 4500 psi Steel yield stress -tyh -36 ksi Column diameter-D = 24 in Main bar size -Dbi = 1.00 in Gross section area -Ag = 576 in^ Core diameter-Do = 19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -^= 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NGI Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps -0.05802 NGI Increase Hoop or Spiral Max hoop or spiral spacing -g max _ 4.8 in NGI Decrease spacing Confinement coefficient -Psfyh = 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -f1 = 2.1 Factor 2-f2 = 1.1 Max steel shear strength -\, max _ Vs ~* 247 k Max section shear strength -\ < max _ Vu 270 k -Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 70 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi = 13 k Steel shear strength -Vs2 = 0 k Vs2 = Ok Factored shear strength -'t'Vn = 74 k •t'Vn = 98 k NGI NG! Simon Wong Engineering 5/1/01 Carlsbad Blvd. CARLSBAD BLVD COLUMN SECTION ANALYSIS Type: Bent 5 A.= 1.39 Nom. Axial P = 120 E = 3825 First Yield Curvature Moment (rad/in *10^) (k-ft) 0.082 213 Curvature Moment Post Yield Point (rad/in *10^) (k-ft) Moment Origin 0 0 0 1 0.082 213 0 2 0.191 224 11 3 0.282 226 13 4 0.392 229 16 5 0.544 233 20 6 0.962 236 23 7 1.321 254 41 8 1.767 264 51 Maximum 2.118 270 57 Idealized: 0.094 245 lef = 0.39 ft' Idealized Curves 0 0 0.082 213 0.094 245 2.118 245 Moment Curvature Plot 500 • c 0 E o 0 H 0 0.5 1 1.5 2 Curvature (rad/in * 1000) 2.5 8 06 CARLSBAD BLVD COLUMN SECTION ANALYSIS Type: Bent 5 As = 1.39 Max. Axial P = 180 E = 3825 First Yield Curvature Moment (rad/in *10^) (k-ft) 0.087 257 Curvature Moment Post Yield Point (rad/in *10^) (k-ft) Moment Origin 0 0 0 1 0.087 257 0 2 0.122 264 7 3 0.217 273 16 4 0.375 278 21 5 0.592 283 26 6 0.908 284 27 7 1.269 299 42 8 1.542 307 50 Maximum 1.832 312 55 Idealized: 0.098 290 lef = 0.45 ft' Idealized Curves 0 0 0.087 257 0.098 290 1.832 290 n I < Moment Curvature Plot 500 o E o 0 ' ' I 0 0.5 ' 1 1.5 Curvature (rad/in * 1000) 06 CARLSBAD BLVD COLUMN SECTION ANALYSIS 1 Type: Bent 5 Min. Axial A3 = P = E = First Yield Curvature Moment (rad/in *10^) (k-ft) 1.39 % 50 k 3825 ksi 0.077 Curvature Point (rad/in *10^) 160 Moment Post Yield (k-ft) Moment Origin 1 2 3 4 5 6 7 8 Maximum Idealized: lef = 0 0.077 0.114 0.201 0.341 0.549 0.814 1.253 1.815 2.364 0.092 0 160 162 166 168 171 175 193 209 217 190 0.31 ft' Idealized Curves 0 0.077 0.092 2.364 0 160 190 190 0 0 2 6 8 11 15 33 49 57 Moment Curvature Plot 500 I c o E o 0 J 1 1 I \ I L. 0 0.5 1 1.5 2 Curvature (rad/in * 1000) 2.5 2 1. o o 00 I 9/11/2000, 16:23 ************************************************************ ^ xSECTION * I * I * I * I * I DUCTILITY and STRENGTH of Circular, Send-Circular, full and partial Rings, Rectangular, T-, I-, Hammer head. Octagonal, Polygons or any combination of above shapes forming Concrete Sections using Fiber Models VER._2.11,_I4AY-06-95 Copyright (C) 1994, 1995 By Mark Seyed. A proper license must be obtained to use this software. * For GOVERNMENT work call 916-227-8404, otherwise leave a * message at 916-756-2367. The author makes no expressed or* implied warranty of any kind with regard to this program.* In no event shall the author be held liable for * incidental or consequential damages arising out of the * use of this program. * * ********************************************************** This output was generated by running: SECTION R._2.11,_MAY-06-95 CENSE (choices: LIMITED/UNLIMITED) LIMITED «TITY (choices: GOVERNMENT/CONSULT. fcNSULTANT I!B\ME_OF_FIRM PPY ENGINEERING taDGE_NAME )CKET_AVE. BRIDGE_NUMBER ^3-456 BDB_TITLE Bent 5> Rectangular Column, Existing, Longitudinal I I 2 I ncrete Type Information: eO e2 -strains- ecc -strength- en 0.0020 0.0040 0.0020 0.0050 0.0020 0.0040 0.0037 0.0125 fO ,00 , 00 f2 .59 , 85 fee 00 86 fu E .50 4287 .21 4287 Steel Type Information: -strains- eh eu —strength- fy fu /pe ey 1 0.0014 0.0193 0.0900 40.00 60.00 29000 ^ 0.0012 0.0178 0.1200 36.00 54.00 29000 Force Equilibrium Condition of the x-section: I Max. Cone. Strain pep epscmax P 0.00000 1 0.00010 Max. Neutral Steel Axis Strain Cone. in. Tens. Comp. 0.00 0.0000 0 -10.22 0.0000 114 Steel force Comp. Tens. 0 0 5 0 w 150 150 P/S Net Curvature Moment force force in/in (K-ft) 0 0.00 0.000000 0 0 -0.45 0.000004 48 I 1 3 i i 11 15 1 18 i 22 £)0 26 i 30 I I 37 i I I I I I I I I 0.00011 0.00012 0.00014 0.00015 0.00017 0.00018 0.00020 0.00022 0.00025 0.00027 0.00030 0.00033 0.00037 0.00041 0.00045 0.00050 0.00055 0.00061 0.00067 0.00074 0.00082 00091 00100 00111 ,00123 00136 0.00150 0.00166 0.00183 0.00203 0.00224 0.00248 0.00274 0.00303 0.00335 0.00370 0.00409 0.00452 0.00500 •8.26 -6.29 57 10 87 -0.65 0.34 32 06 73 35 90 33 76 06 37 80 0. 0. 0. 0. 0. 6.35 6.91 7.37 7,70 8.10 8.44 8.69 8.87 9, 9, 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 03 24 39 52 61 67 69 71 71 71 70 69 66 64 0.0000 0.0000 0.0000 0.0001 0.0001 0001 0002 0002 0003 -0.0004 -0.0004 -0.0006 -0.0007 -0.0008 -0.0009 -0.0011 -0.0014 -0.0017 -0.0022 -0.0027 -0.0033 -0.0041 -0.0051 -0.0061 -0.0072 -0.0085 -0.0102 -0.0120 -0.0140 -0.0162 -0.0184 -0.0206 -0.0230 -0.0254 -0.0281 -0.0309 -0.0339 -0.0371 -0.0405 115 115 115 116 118 118 121 122 126 129 134 138 144 151 159 167 173 173 172 172 173 173 174 175 177 179 184 188 193 197 202 208 214 219 223 226 229 231 232 6 6 7 7 8 8 9 10 11 12 12 13 14 15 17 18 19 20 20 20 20 19 17 16 14 13 8 4 0 0 0 0 0 0 0 0 0 0 0 0 -1 -2 -4 -5 -7 -10 -13 -17 -21 -26 -32 -39 -47 -55 -65 -72 -72 -72 -72 -72 -72 -72 -72 -72 -72 -72 -72 -73 -77 -83 -89 -94 -99 -103 -107 -110 -111 -112 rst Yield of Rebar Information (not Idealized): Rebar Number 1 Coordinates X and Y (global in.) Yield strain = 0.00124 Curvature (rad/in)= 0.000082 Moment (ft-k) = 213 Assume concrete modulus (ksi) = Cracked Moment of Inertia (ft'^4) 4287 0.349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 9.50, -9.50 40 19 55 61 0.16 -0.52 0.14 -0. 84 -0.17 0.16 11 51 06 -0.37 0.84 -0.23 -0.15 0.51 -0.44 -0.14 0. 68 0.000005 0.000007 0.000008 0.000010 0.000012 0.000014 0.000017 0.000021 0.000025 0.000029 0.000035 0.000041 0.000048 0.000056 0.000065 0.000075 0.000089 0.000108 0.000132 0.000160 0.000191 0.04 -0.70 -0.94 LQL-76 -0.31 -0.26 0.39 0.000233 ^.000282 0."060335 0.000392 6.000456 0.000544 0.000636 0.22 -0.03 -0.52 0,000738 0.000848 0.000962 -0.16 -0.39 0.50 -6,28 -0. 89 -0,96 0.001074 0.001195 0.001321 0.001461 0.001609 0.001767 -0,24 -0, 42 0,001934 0,002118 55 62 69 76 83 89 97 104 112 122 132 143 155 169 184 201 214 218 219 222 224 225 226 227 229 231 232 _233. 234 234 2a6- 243 248 254 257 261 264 267 270 9/11/2000, 16:21 ************************************************************ * * I I * I XSECTION * * DUCTILITY and STRENGTH of * Circular, Semi-Circular, full and partial Rings, * Rectangular, T-, I-, Hammer head. Octagonal, Polygons * or any combination of above shapes forraing * Concrete Sections using Fiber Models * VER, 2.11, MAY-06-95 * * Copyright (C) 1994, 1995 By Mark Seyed. * I * A proper license must be obtained to use this software. * * For GOVERNMENT work call 916-227-8404, otherwise leave a * * message at 916-756-2367. The author makes no expressed or* • implied warranty of any kind with regard to this program.* In no event shall the author be held liable for * * incidental or consequential damages arising out of the * ^ use of this program. * I [B*********************************************************** This output was generated by running: USECTION •ER._2.ll,_MAY-06-95 SiCENSE (choices: LIMITED/UNLIMITED) LIMITED •NTITY (choices: GOVERNMENT/CONSULTANT) •ONSULTANT "AME_OF_FIRM PPY_ENGINEERING •.-CIDGE_NAME BDCKET_AVE, BRIDGE_NUMBER ^3-456 •DB_TITLE •snt 5, Rectangular Column, Existing, Max Axial Trnv, I I bncrete Type Information: strains strength pe eO e2 ecc eu fO £2 fee fu E W "1 0.0020 0.0040 0.0020 0.0050 5.00 3.59 5.00 2.50 4287 150 2 0.0020 0.0040 0.0037 0.0125 5.00 5.85 5.86 4.21 4287 150 I Steel Type Information: • strains --strength- ^pe ey eh eu fy fu E 1 0.0014 0.0193 0.0900 40.00 60.00 29000 0.0012 0.0178 0.1200 36.00 54.00 29000 f Force Equilibrium Condition of the x-section: I Max. Max. Cone. Neutral Steel Steel K Strain Axis Strain Cone. force P/S Net Curvature Moment ep epscmax in. Tens. Comp. Comp. Tens.. force force in/in (K-ft) 0.00000 0.00 0.0000 0 0 0 0 0.00 0.000000 0 1 0.00010 -27.41 0.0000 172 8 0 0 -0.24 0.000003 27 I I 3 I 1>S 7 "o 11 i 14 { 18 i 22 1 26 i 30 I 33 I 37 1 I 0.00011 -20 .54 0 .0000 172 8 0 0 0.00012 -15 .87 0 .0000 172 8 0 0 0.00014 -12 . 68 0 .0000 171 8 0 0 0.00015 -10 .47 0 .0000 172 8 0 0 0.00017 -8 .26 0 .0000 172 8 -1 0 0.00018 -6 .42 0 .0000 173 9 -2 0 0.00020 -4 .70 -0 .0001 173 10 -3 0 0.00022 -3 .22 -0 .0001 174 11 -5 0 0.00025 -1 .87 -0 .0001 175 12 -8 0 0.00027 -0 .77 -0 .0002 178 13 -11 0 0.00030 0 .34 -0 .0003 180 14 -15 0 0.00033 1 .20 -0 ,0003 184 15 -19 0 0,00037 1 . 99 -0 .0004 188 16 -25 0 0.00041 2 . 67 -0 .0005 194 17 -31 0 0.. 00045 3 .28 -0 .0007 200 19 -38 0 0. 00050 3 .84 -0 .0008 206 20 -47 0 0.00055 4 .27 -0 .0010 215 22 -57 0 0.00061 4 .70 -0 .0012 224 23 -69 0 0.00067 5 .25 -0 .0015 227 25 -72 0 0.00074 5 .92 -0 .0019 226 25 -72 0 0.00082 6 .42 -0 .0023 226 26 -72 0 0,00091 6 .94 -0 .0030 226 27 -72 0 0.00100 7 ,37 -0 .0037 226 27 -72 0 0.00111 7 ,70 -0 .0044 225 27 -72 0 0,00123 8 .07 -0 . 0055 225 26 -72 0 0,00136 8 ,38 -0 ,0067 227 24 -72 0 0,00150 8 , 60 -0 ,0080 229 23 -72 0 0.00166 8 ,76 -0 . 0094 231 22 -72 0 0,00183 8 ,90 -0 .0109 231 21 -72 0 0.00203 8 ,99 -0 .0125 233 20 -72 0 0.00224 9 ,15 -0 .0147 237 16 -72 0 0,00248 9 .27 -0 0170 239 12 -72 0 0.00274 9 .32 -0 0192 244 11 -74 0 0.00303 9 .35 -0 0215 248 10 -78 0 0.00335 9 36 -0 0239 251 10 -81 0 0.00370 9 36 -0 0265 252 11 -84 0 0.00409 9 35 -0. 0291 253 14 -87 0 0.00452 9 32 -0 0317 251 18 -89 0 0.00500 9 27 -0 0344 247 24 -91 0 rst Yield of Rebar Information (not Idealized) 9.50, -9.50 Rebar Number 1 Coordinates X and Y (global in.) Yield strain = 0.00124 Curvature (rad/in)= 0.000087 Moment (ft-k) = 257 Assume concrete modulus (ksi) = 4287 Cracked Moment of Inertia (ff4) = 0.400 0, -0. -0, 0, -0, 0, -0, -0, -0, 0. -0. 0. -0. 0. 0. -0. -0. -0. -0. -0, 34 15 64 57 26 05 31 20 75 0 30 0 93 0 11 0 27 0 41 0 13 0 64 0 46 0 96 0, 19 0, 88 0, 000003 000004 000005 000007 000008 000010 000012 000015 000018 000021 000026 000031 000037 000044 000052 000061 000071 000083 000100 000122 0 0 0 -0, -0, 0, 0. rO, 0, 0, 0, 0. -0. -0. o'. 0. 75 0, 18 0. 70 0. 11 0 73 0 96 0 09 0 56 0, 26 0, 000147 000179 000217 000259 000313 00037.5 0664'4l' 000513 000592 82 0. 58 0. -49 0. 000674 000786 .000908 75 0, 27 0. 23 0. 47 0 30_ 0 18 d' 58 0 001021 001141 001269 001403' 001542 6 o'l 68 5 001832 36 47 59 70 82 93 103 113 123 134 144 156 168 181 196 212 230 251 260 26i_ 268 271 27.3 276 277 278_ 280 282 283 '285 285 284 290 295 299 "363 307 •Jio'' 312 I I9/II/2OOO, 16:24 ^-^0'5"8| ************************************************************ ll xSECTION * * I * I DUCTILITY and STRENGTH of * Circular, Semi-Circular, full and partial Rings, * Rectangular, T-, I-, Hammer head. Octagonal, Polygons * or any combination of above shapes forming Concrete Sections using Fiber Models * * VER. 2.11, MAY-06-95 * * * * Copyright (C) 1994, 1995 By Mark Seyed. * I * A proper license must be obtained to use this software, * * For GOVERNMENT work call 916-227-8404, otherwise leave a * * message at 916-756-2367, The author makes no expressed or* •implied warranty of any kind with regard to this program.* • In no event shall the author be held liable for * * incidental or consequential damages arising out of the * tuse of this program. * ********************************************************** This output was generated by running: KECTION •;R,_2,ll,_MAY-06-95 LICENSE (choices: LIMITED/UNLIMITED) LIMITED tTITY (choices: GOVERNMENT/CONSULTANT) NSULTANT NAME_OF_FIRM tPPY_ENGINEERING IDGE_NAME CKET_AVE. BRIDGE_NUMBER W3-456 •)B^TITLE Rnt 5, Rectangular Column, Existing, Min Axial Trnv. I oncrete Type Information: strains strength-- pe eO e2 ecc eu fO f2 fee fu E W . 1 0.0020 0.0040 0.0020 0.0050 5.00 3.59 5.00 2.50 4287 150 ^ 0.0020 0.0040 0.0037 0.0125 5.00 5.85 5.86 4.21 4287 150 Steel Type Information: strains --strength- pe ey eh eu fy fu E 1 0.0014 0.0193 0.0900 40.00 60.00 29000 I 0.0012 0.0178 0.1200 36.00 54.00 29000 I ree Equilibrium Condition of the x-seetion: Max. Max. Cone. Neutral Steel Steel «Strain Axis Strain Cone. force P/S Net Curvature Moment ep epscmax in. Tens. Comp. Comp. Tens. force force in/in (K-ft) 0.00000 0.00 0.0000 0 0 0 0 0.00 0.000000 0 1 0.00010 1.81 -0.0001 52 4-6 0 0.17 0.000010 46 I I 3 I 1 11 I 14 15 1 18 i 22 i 26 i 30 I 33 1 37 1 vo 0, 0, 0. 0, 0, .00011 .00012 .00014 .00015 .00017 0.00018 0.00020 0.00022 ,00025 ,00027 .00030 .00033 0,00037 0,00041 0.00045 0,00050 0.00055 0.00061 0.00067 0.00074 0.00082 0,00091 0,00100 0.00111 0.00123 0.00136 0.00150 0.00166 0,00183 0,00203 0,00224 0.00248 0.00274 0.00303 0,00335 0.00370 0.00409 0.00452 0.00500 2.55 3.28 3.78 4.27 4.64 5.00 5.37 5.62 5.86 6.11 6.29 6.42 6.54 6.72 7.21 7.64 8.01 8.38 8.66 8.87 09 33 52 64 76 84 92 96 10.01 10.02 10.02 10. 02 10. 02 10.00 9.98 9,96 9,93 9,91 9.88 -0.0001 -0.0002 -0.0002 -0.0003 -0.0003 -0.0004 -0.0005 -0.0005 -0.0006 -0.0007 -0.0008 -0.0009 -0.0011 -0.0013 -0.0016 -0.0020 -0.0024 -0.0030 -0.0037 -0.0044 -0.0052 -0.0064 -0.0077 -0.0090 -0.0106 -0.0121 -0.0140 -0.0158 -0.0180 -0.0199 -0.0221 -0.0245 -0.0269 -0.0295 -0.0323 -0.0353 -0.0385 -0.0420 -0,0458 54 5 -8 0 55 5 -10 0 57 5 -13 0 59 6 -15 0 62 6 -18 0 66 7 -22 0 68 7 -26 0 73 8 -31 0 78 8 -36 0 82 9 -42 0 88 10 -48 0 95 11 -55 0 102 12 -63 0 109 12 -72 0 110 12 -72 0 109 12 -72 0 110 12 -72 0 111 11 -72 0 113 10 -72 0 114 9 -72 0 115 7 -72 0 118 3 -72 0 122 0 -72 0 127 0 -76 0 130 0 -80 0 135 0 -84 0 139 0 -89 0 145 0 -94 0 149 0 -99 0 156 0 -106 0 163 0 -113 0 169 0 -120 0 175 0 -126 0 181 0 -131 0 186 0 -136 0 189 0 -140 0 194 0 -144 0 197 0 -147 0 200 0 -150 0 rst Yield of Rebar Information (not Idealized).: Rebar Number 1 Coordinates X and Y (global in,) Yield strain = 0,00124 Curvature (rad/in)= 0.000077 Moment (ft-k) = 160 Assume concrete modulus (ksi) = Cracked Moment of Inertia (ft^4) 9.50, -9.50 4287 0.282 0.27 -0.64 -0.09 -0.46 0.42 0.44 -0.76 0.09 0,33 -0,41 -0,59 0,38 0,78 -0. 66 0.37 -.0-5? 0.19 0.25 0.3_6. 0,42 0,06 .•dO^.30. -0,59 0,75 -0,37 6778" -0,27 0.8.0. -0,50 0,36 rO. 19 -'6.57 0.000012 0.000014 0.000016 0.000019 0.000022 0.000026 0.000030 0.000035 0.000040 0.000046 0.000053 0.000060 0,000067 0.000077 0.000094 -0.-0110114_.. 0,000138 0.000168 0,000201. 0,000238 0.000282 -0._0_00341 0.000404 0.000470 0.000549 0"r6o6628" 0.000720 .0^,.g.00814 6.6o6'926" 0.001021 0.001133 0.001253 -0. 64 v0.19 -0.01 -0.97 0.001380 0.001514 0.001658 0.001815 -0.22 0.27 •0,55 0,001981 0,002162 0,002364 212 215 217 I I Blvd. ACCELERATION SPECTRUM INFORMATION Spectrum Type = ATC-32 Soil Profile Type D Magnitude = 7.25 +/- 0.25 A = 0.45 G Acceleration due to gravity = 32.2 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 -aolo 0,4703 2 0.050 0.4702 3 —0=089 0.7874 4 0.122 0.9800 5 -0.148 1.1101 6 0.196 1.1710 7 _0.241 1.1932 8 0.271 1.1977 9 _ 0.300 1.1952 10 0.338 1.1871 11 0.338 1.1619 12 0.358 1.1280 13 -.0.422 1.0833 14 0.456 1.0448 15 0.524 0.9975 16 .0.596 0.9276 17 0.706 0.8431 18 0.825 0.7529 19 ,0.930 0.6724 20 1.007 0.6075 21 1.236 0.5040 22 -1.516 0.4047 23 1.802 0.3284 24 2.075 0.2758 25 2.629 0.1984 26 _2.9-82 0.1521 27 3.529 0.1183 28 4.000 0.0954 Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: t/i_ Proj.#: ^^^gl Date: Revised: I Pcio^ 7^/:? rcy/_ 2_ iop ccl y fop rc31 I fop cal 3 /-Op rol _5 B^i rc^l 2_ 6o| co l V 6o f rc;/ I ,v-.c:,y.- ) ^^./^''£i--_._LLoZl /^-Cce_X"4_sJ- o . 75 O .5 7 a.11 hoi \.\ a o- y 7 O . 53 0-63 0.7/ 0.7/ \ / O- 73 2 06 Z S3 273 3 S / 3 \ i ^87- H3 Force Displacement Analysis Carlsbad Boulevard Bent 5 As-Built %G Force (k) Disp (in) 0 0 0 0.4 206 0.36 0.47 243 0.45 0.49 253 0.49 0.53 273 0.57 0.58 299 0.71 0.68 351 1.07 0.71 366 1.18 0.71 367 6 0) u o 1000 800 600 400 200 / 71'/^ ??' \ / * hp cr. 2.5 / 3 4 Displacement (in) Simon Wong Engineenng 5/1/01 Carlsbad Boulevard Overhead "• //^ TA^: ciiumhi wnufi cAi/^fkiccoiAio Page: // Vv //%>. //~^ WUNG ENGINEERING // \// \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: // Vv //%>. //~^ WUNG ENGINEERING // \// \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // Vv //%>. //~^ WUNG ENGINEERING // \// \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: in^ii^.l hin^r f^'''^^ C roJ(/mr^ '2-iop (p O .3<^" 2 .55? 2 Jn>'-L. sFfinr^ = Z^J^t -!</. /// 3Jr^' /f^S=r F- 6>f^' 0.20i sec Lo7 =^ h Project: Designed: d-n • (-/• Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page: Proj.#: ^oo^3gi Date: Revised: I I I -/-i~-, 22 4 /' ^ ! ! X \ 4 -y '9^ ^ o o z p- /l rf -^/- (y y i i \ i. <^rcf D/-<-^^,,. r7 ' C, L " ^ 7 5 t^- 4. '/ / / p / C^-^O / Project: ^ / r /Z> /«=- lr^^'=l Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj.#: ^00 Date: ^, Revised: I I I -7 /- U 'd iwi_ 1^ 7 -"-7" •C- Project: A / r Designed: ^7 • l7- Checked: 9968 Hibert Street, Suite 202 San Diego, CA 92131 SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS (858) 566-3113 FAX (858) 566-6844 Page: HI Proj.#: -$00-58/ Date: Revised: /3^-/ ^. I/. •^•r-B c u^) ... p.g^^ k- ^ - l/^r- 4„ /2. U 4i. rroject: •A Designed: er=f • •>J. /-/• Checked: SIMON WONG ENGINEERINO STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page: Date: &/^^ Revised: 3 ^ ''O 2§ / a- 4= ^ / f / -^/7C4 JZ 6, C2-^^J C'^- Z /z 7i r-^; A 9 /2 ^•7t>^ Project: >5> / / Page: Z^iAno i/-r 1^ >y Vv >yvv /p\p'"'''JN WONG cNGINEEHING // V*/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 5bO'^8\ Designed: CP/.^ f~/. >y Vv >yvv /p\p'"'''JN WONG cNGINEEHING // V*/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: S/, g Checked: >y Vv >yvv /p\p'"'''JN WONG cNGINEEHING // V*/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 c Revised: s -2= — S 2- 52^ •7 -J -T. h - 7 £" /• ^ 7 ^ ^3 OCT <r 7- b s 0-7/ O: ^- S/ C3 7f. CP- •?/ ^ <2 o - 7 O 2p ^ 7^ - 2. ^ </ / -/ 7 6 Us-4., 4_. n D 2? ,o o ?r n o3' 3 m o D. a. i u CO r-. * 5 X <D i o CO >i <D CD 1^ £5. N) o ro > X 3 00 2S Ul tn C3> C3) C3> CJ) 00 -1 ?0 ft O. OD I Si o I CO I I Project: ^ Designed: S/MOW IVOWG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 Checked: (858) 566-3113 FAX (858) 566-6844 Page: Proj. #: Date: Revised: 7^\a / 1 ^ • / PL '7 / i 2/1 1 /o/ /// : / (^/ \ ^ (^ 2 //7 3>c I I I I Designed: • %J A/ Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj. #: Date: Revised: !^ Lh7z. / ^) L~ r 4 ^'7 4. •1/ ^ 5" O.J ^-7 ^ ' 7> ^, = C?.lT 5 froject: ^^^i^/C^ /^-7—P Designed: C.=?-^f-7 Checked: 9968 Hibert Street, Suite 202 San Diego, CA 92131 SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS (858) 566-3113 FAX (858) 566-6844 Page: 53 Proj.#: ^O0-$B\ Date: 0. Revised: p^.^^T-/^ <^p^U <r^/\j / 1/. 14 -2^- g ^ 4. 2 / c (2-00 op .2^ 7 / K3 0 0 7 14 - L4 - 4_ 4J 4^ c :r 7 7^. "7 •y 60 pc,, /. 0/ 7 2^ ^(4 Project: '^>t^ ^ lr <a Designed: ^ • .7 Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page: Proj.#: Date: 9 Revised: t- AV-I >--? 7? 7"^-r 1/ I// ^ //-p 7 4^ • 7 ^ r^7^-7—-^^ /7r'<^ vg>.7 ly%. f • 7/-• 1 • ¥1 ~ 8 S —> •- -1- -~ ^u: - 2^27 7- —>-/- V - ^ -/ — ' 2. - c^ - /^/ — - -sr- ; —12. n O Q] CO = s ,-, 21 (D i CQ sr O CD - 3 >^ ;D CD l>0 CD ^ W c ffl O ^3 > X 33 tn tn S -2 cn tn 05 o> C) C3> cj) CJ git ?3 a <_ 55' o. O re c« cfo' 3 > • I ft o K (A i Date: Proj.# o ITS Project: Designed: Checked: S/Af OA/ WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj-#: 5oo-5g/ Date: g Revised: •— >- 7^ /^ 32. Mr- - / 27g 7 c 3 £jr (/.s-y A ^A 7t5^ ^ /^^. / (/ ??/ PC. f 3 7-S ^u-7 35.1, : • I 1 ^^7- / ! /' irV2£: V- 7% /. /ff^^ Project: Designed: r^r-P. /7. Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: $7 Proj.#: ^^55f| Date: Revised: \A (3 z. u -^J. Page: // \v >yvv /7^p'"'^N WONG ENGINEERING // \V \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 ; 25 Proj.#: 0oO'^3l Designed: (p ' /•/ // \v >yvv /7^p'"'^N WONG ENGINEERING // \V \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 I Date: €A Checked: // \v >yvv /7^p'"'^N WONG ENGINEERING // \V \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 C. i Revised: I I I U^-o".. r LP- \ (jprpr,^) /7 / ' • CO-i- " y ^Y(^o U 'i" -^7-.7 Project: 7 y Page: WONla CNGINEEHING // \*/ \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 D ' Proj.#: ^co-jfi?/ Designed: ^ WONla CNGINEEHING // \*/ \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: WONla CNGINEEHING // \*/ \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: /5o ^ 2000, C^7J ^^"^^ /s^o 7 5> 4. : ""^J- f Oft V7 00 i; rX 5 'M rX Project: Designed: <^ sj', /-/ Checked: S//WOA/ WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj.#: .^g I Date: Revised: -/ 7-r(^r»^j) ^ pv?P^/ -^e 7C^ 7/-vt- 4 7- 2r /• ^ : //• 7 . (^.7 6^-/ !77. c> I ^.^^7 V 1; 9 L-7 ' L- - '^ s-L^ ^) -•s—•—> ,-4- y A- 0_lp£_LjJg^^:r) ^< 7s 1^ -^c- 7: p ?7 ~^ Project: Designed: &r • ^ p/• Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: IL Proj.#: Date: 8 Revised: 1-7- ri U7;^7.-! 777/ si" 37-0 3. z< //V // ^ ^ '^'i^j- 7 3- Cl 7^7. — (7 r-c:-*?.. 4. / = 4_ ( ^ -7 / C ^: /-7' 7 3L " Project: ' *-"'^^ Page: // Vv //Vv //%. WONG ENGINLcnING // Vvy \ STRUCTURAL A BRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj. #: ^Do-Sg \ Designed: hi // Vv //Vv //%. WONG ENGINLcnING // Vvy \ STRUCTURAL A BRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // Vv //Vv //%. WONG ENGINLcnING // Vvy \ STRUCTURAL A BRIDGE ENGINEERS 9968 HIbert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 \ Revised: 72>, {(Sd-,^^-,^./- jDa.^^^.^^ , i from ^rcmt On',lyi' o. 7<r c5 '0 =- -2^<=.7 /• ^ (; IT/ fc=,7 C^ ^- Cc / / ^/<i. y-/ /^P, Z7 l.rP ^^7 7/^ 7^717 ^2. ^ ^ ^ 7 r' "•7_ /f/o ^ ei^c/^ 7&; 7 7<-,..... :5 / 7^^;~ c>c.c= / J o re.' . Designed: (p.J^ (7. Checked: 9968 Hibert Street, Suite 202 San Diego, CA 92131 SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS (858) 566-3113 FAX (858) 566-6844 Page: 13. Proj.#: ;groo^5g} Date: Revised: 7-*? 8, 4 JT 7" -hr' 7^ -/^ 6- I. S Project: /^^I.^ f.. ^ * /i 1^ ——GiMf^hi wnhir* izKir^iKiccBiki^ Page: // Vv /TVv /y\v WONG ENGINEERING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS f» 1 Proj.#: ^oo-$S\ Designed: vT^^ /^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ^//f. Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 2 11-37 2^ r ap/pU cr -^B-ipt^Xl-^F-- <r-fZ^[ 2\Ay- . .7^ 3^ 4^- o '~7 7? -^A.r7, \r<=P 0 74 i^^ ifiip C^/:pj ^ 12. \ 7S - F^ 2 4. Project: sFJ/FFu.^J . Page: ^c, >7 vv >yvv //~\ WONG ENGINEERING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS Proj- #: 5oo ^JSI Designed: /-T/ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: /(StcT;" / /^ • / r2'^ / /7 7zo / 57 // T-te / 7hl/-o 7 ^7. / ^^^^ ^7 . / / 6- 4- -2-6, 7 ~yi/l r^ (c^^ ^•^JC^^c-j •7^ / Project: Page: 7^7^ A A // Vv yyvv /r\p'"**JN WONG ENGINEERING // \^ \ STRUCTURAL A BRIDGE ENGINEERS Proj. #: 5oo - 53 1 Designed: Date: ^/^^ Checked: 9968 Hibert Sfreet, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 7) / 3 7 xU^ (I -7. o 7^ Ap o o O i . . .— . 7r- (7p (^7o 37-3 o- </c irt>- 7 /^/ ^7-^o / S.^ o Co / .. , V/ 7 /o /2/ i^C-^y 2 ^- f ^ /2/ i^C-^y 6- 2 X - 1=. 2 :^7l^V-? J o o / 2_- /^ 7 Project: c-f /el ire* ^ Designed: ^ Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: il Proj. #: 5ofi - $8 i Date: 9/^,/^ Revised: 1 r. Project: Car\5)o^ Blvd Page: //\ j/\ y/V WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: //\ j/\ y/V WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: //\ j/\ y/V WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 6hifc\< -Z. - n kr.s^ f^/r'^ jprcirir^q J 2.y OL F)<fi<,m,C T-npyf' /)TC -32 5^; / -^^p^ 0^ P67] ^ OPSj ^o,^]r(ic>js— 8 /tj - / uf^p-'r rr^cy /7c7 . /' .'•> o 7 ~f \r3 7rrrr .5/nrr Ip7j > hr---, 11 nc^ j -/C,'/ oJn^^, fD^r lO r I^'^rrpa ^pF^^JcFc C^r-^i/c / p^/,o7 xltr_.^ io '0 '53^r 7*-/-7v ~ Project: ^^^^-^ ^^^'^ Page: ^ y/ Vv iTvv /r\p'""^N WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: _5g( Designed: (77 U • // y/ Vv iTvv /r\p'""^N WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: y/ Vv iTvv /r\p'""^N WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: // ^e^-A-^,^ 7 2=>cr^^ C^FY}^ OL.) C ^ C^7 ^"c, Pr 3/ o L Project: / / Designed: 67- vJ. A^- Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: 70 Proj.#: fa>'08\ Date: Revised: ^2 V- 9^ ^^^^ L rL = 7<^ IrM.. P^ (2^L.^ I 2 Z J /V V 7 O 7c^-7 I I Project: Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-311 FAX (858) 566-6844 3-' Page: Proj.#: ^.^gi Date: Revised: 2- ?7^l Project: ^^^^^^---^ c Page: ^ >/ Vv //Vv n^^pirnON WON13 ENGINEERING // \v7 \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: e>oo-$S\ Designed: \J- ^ >/ Vv //Vv n^^pirnON WON13 ENGINEERING // \v7 \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: >/ Vv //Vv n^^pirnON WON13 ENGINEERING // \v7 \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 ^—4 Revised: ^3<^A ^ i 1 —^ 1 ^ / j - ?7 z 1 • - ^.6. /<=>/ /f / 3 1 Ayr o.p 7 • />/ 5" /// 2^3 4. p. •9 vr" (7v-^^/^7C-/J PU s'/( 7 72 -pU K / 7=7^ 4^ p^ C3 - 71— ^ ^ o. 7-^- C'^'^O - 6^ Project: ^ *"=7 / Page: // Vv //Vv /P\p''"ON WONG ENGINccHING // \/' V// \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 000 -$8 \ Designed: ^ . ^ // Vv //Vv /P\p''"ON WONG ENGINccHING // \/' V// \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: '^/// /^^ Checked: // Vv //Vv /P\p''"ON WONG ENGINccHING // \/' V// \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: (U>L^ 1 P7, Cr Cr rs ^'"^ z. 3 8 1 r>. o. /• V7 /^ /• / /• 27 /• ^7 / /? /• 1^ I' o[y C, 7 <c>- 3? •cf • ^ lo/ t7 /. Z. C To ?7 ^7/ O-'Zp a- 2/ ^7/ V/ 7.3 C3 o Project: ^ ' ^ Designed: >J //• Checked: S/MO/V lyOA/G ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: 1^ Proj.#: 5oo-5g| Date: Revised: <i7<-Y- 7r 7^i-^ 7?y^ ^y 7 7 ^ ^p L A ~ L^) r 6 — /Q, 7^^ / 7^ ^- T^'g ^A^ -7)) Designed: <i^P-J. (7 • Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: 15 Proj.#: ^ot)^5S\ Date: Revised: V 5 /TV 4 /2- /2_ 2w /VC- ^^-73^= ^7<? / a-. Designed: Checked: S//lf O/V WO/VG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: -j^^ Proj.#: Sbo^SSl Date: Revised: <Slr/0 eH^^/'-^c-.T^^T:.. — r^e^AcL^^ '^>>- ^^^.7'^7^ u-i' J ^d^^a^U - " "l'^ i^) C.' 7cj^ c ^r /c-g ^ da I L. Z_Jpff_ 4 ('--/ ^^ u 6r / c\J Q (I t i 7'^ ^7/ /S<s L '/'^^i^t l/ €7 C "^^77 72. 2/ 7 il rl) Page: // Vv i/vv JT'^^''"*-'" ENGINEERING // \vy \vy \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: <C^. // Vv i/vv JT'^^''"*-'" ENGINEERING // \vy \vy \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ^^./^^^ Checked: // Vv i/vv JT'^^''"*-'" ENGINEERING // \vy \vy \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 r f Revised: <^7^, / z -4. / g- / 5^- 6 4- \fc - ^C '^3> <=.J C^/.s-^ . 277-<^ ' 7> z. I/. 34^ /.2_ Project: "^^^ y Page: no 7/ vv //vv /r\p'"'*^N WONG ENGINEERING // \// ^7/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street. Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: Designed: ^ • ^ • 7/ vv //vv /r\p'"'*^N WONG ENGINEERING // \// ^7/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street. Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: "Y/^/^ , Checked: 7/ vv //vv /r\p'"'*^N WONG ENGINEERING // \// ^7/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street. Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ''^~F~P /g. / f7^<^-7/^ ^, 7 4^ c-f^O /77^ - 3 2, ^(L^^'^ Cz.„..7c>7J" 7^ ^ {Q - f7)c?y)L^2L±r£}_ Project: Designed: • 27. Checked: S//lfO/V IVOA/G ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page: 77 Proj.#: ^0-09] Date •y!32. Revised: 'id- /^^/ /7^ ^ 7v = -^77 ^A- 4 - CP. /^ ^ /75' - /7-5 V 7^ C • (2- P r /./ _^p7pj^ (7S-J C^pj I. /•/g . -^-^s- C^Y^ - ^:2--7 4^ A7 7": 2P /r 7^ '• •2- 9, 2.^ Project: ^3^1^^ Page: // vv //vv U%r WONU ENGINEERING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS Proj. #: Designed: Date: Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I I ^/ ^ ^ . 3.5 ' ho ^ 2.73 " rs Pc9f) ^--^ r>-) c? r V, PI'^Pc h \r)Ojic\Cj occ^orrs m colocnnp D>5 plcc<^/^^cj4 Ca-p'C'/y iS noi Cycr-<--y^'^r' £>rpi c PD c<=p^--- / , cy-^c^ be- -^r--v;./7./ 7~<:Fur- cC^- /o r7j/(^r^r^ s/)<^r I~kn7 7i^ F<^Jr-l) 60^ [ lor^ y h^^-: 12.2" \ !• ] • . Project: CsA^hiil Page: // vv >yvv y^^^^'"'*-'" WONG ENGINEERING // V»y \V7 \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: poo-^9i Designed: // vv >yvv y^^^^'"'*-'" WONG ENGINEERING // V»y \V7 \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // vv >yvv y^^^^'"'*-'" WONG ENGINEERING // V»y \V7 \^ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: JAF/YC nr..... /^^o, / i <: h'nprs^ vn roL PF,^ c rrojeci: ^^H^^aJL Bl.A I'age: // vv //Vv /p\p''"^'^ WONG ENGINEERING // \^ \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: // vv //Vv /p\p''"^'^ WONG ENGINEERING // \^ \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // vv //Vv /p\p''"^'^ WONG ENGINEERING // \^ \// \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: (^r ripyl h>ry)4 cs//SpFcrcr)rciip^ , ^sFlLPcTprr-'rnS i. Z-^ 53 O - 2 ' 7 P Page: // ^ //^ WONG ENGINEEnING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 530^5^, Designed: // ^ //^ WONG ENGINEEnING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: // ^ //^ WONG ENGINEEnING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 7.^-RJ7- (Sizfnd 7]Lnc^ A - ZY 2-/ S ^ 2 0 -Fc:y, |3Z^ c^y/ (f^ c7/jpUc!^t^r^i [ /^t^f pl^^hc sheer ] C?.^ ^ ' I ~ <DIi^y, c7- a\re^ V b(^-i_5 60O Ps.;/ - tr Project: Designed: \7 f-^ Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: g^f Proj.#: $00-5g| Date: Revised: c>p^ / 7c, ^-'^.— 2 7 *''^««"'^.r7 WL \P^y )K - "^^S (7/ - o-9rJ ,4_ V ro- , / C5 g, i3 ,0 , b- p/7 ^ ^r7L'^)C^Xfs-j y (2 ( p^.^p)i/) L-'P) ^ ^/7 / ^ S2 (:=.7r 4 7- a 7, a .-^ 1 4 7^ Project: '^<::v.'«. Page: . •^t^ r 'c, ,eU-^.yA7 . // vv y/vv //%r WONG ENGINEERING // \^ \ STRUCTURAL A BRIDGE ENGINEERS a2 Proj.#: ^00-08) Designed: <^7 . P. (7. 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: y Sy Z-tDoo Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: y^^^^J^ P^ 0 7 /o. 2 ^ ^ 77' y Ay/ ^ ti^Lr c^" A 7;r.o"^ ^'-^/n^j - /- /7i^^o '^^/^^/. o FF ^ O r.^2 /2 £^ 2^, ~z>:7- -— 0-7 i^i ^) /2.Z /f .0 Project: >/4V. Designed: i77? - \J. /A• Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj. #: ^-S8 ( Date: c/ Revised: pr-x.p^ L , a 27 . 3 - /' z. ^ - / :^ 7=-D J~^f7 -2" -u 8^ Caralsbad Blvd 14:22:50, Apr 23 2001 Page 1 tf^£>'^61 ************************************************************ * . * * WinRock * * Footing Rocking Analysis Program * * California Department of Transportation * * PC - Version * * Version 1.00 12.11.97 * ************************************************************ /~jS~{3u^ I i Input File Name = C:\Program Files\WinRock:\carlab.rck Column Data Length to Superstructure CG. = 30.3 Ft Column Area at Top of Footing = 20.0 Ft*2 Trans Moment of Inertia (ly) = 1.6 Ft*4 Modulus of Elasticity (Ec) = 580393.0 Ksf Other Structural Stiffness = 66.0 K/Ft Footing Data Type Footing (Pile/Spread) = Spread Footing Width X-Dir (Trans) = 4.00 Ft Footing Width Y-Dir (Longt) = 53.00 Ft Footing Depth = 2.00 Pt Depth of Earth Cover = 6.00 Pt Load Data Weight of Superstructure = 466.0 K Weight of Column = 90.0 K Weight of Footing = 63.6 K Weight of Cover = 138.2 K Total Weight = 757.8 K Column Plastic Shear = 40.4 K Soil Data Ultimate Bearing Capacity = 25.0 Ksf Note: The Analysis Lumps One Third of Column Weight with Weight of Superstructure (Ws = 4 96.0 K) Caralsbad Blvd 14:22:50, Apr 23 2001 Page 2 Qd Seismic Data (User Input ARS Spectra) ^O0.'^%\ ARS Curve (A,B,C,D,U) = U ARS Curve Reduction Factor = .90 Number of Data Points = 12 Period Acceleration (Sec) (g) .000 .470 .089 .787 .148 1 .110 .241 . 1 .193 .300 1 .195 .422 1 .083 .596 .928 .930 .672 1.516 .405 2.075 .276 2.982 .152 4.000 .095 Note: When Period < .300 Sec, Acceleration is Held at 1.195 g Fixed Base - Cantilever Transverse Seismic Analysis Total Trans ARS Column Column Column Other Load Stiffness Period Acc Defl Shear Moment Shear Case (K/Ft) (Sec) (g) (In) (K) (K-Ft) (K) Elastic.Ars 166.1 1.913 .313 11.2 93.7 2839 61.7 Plastic 40.4 1224 The Overturning Moment is greater than the Resisting Moment about Bottom of Footing, Therefore, Rocking occurs. Overturning Moment = 1305 K-Ft Resisting Moment = 1178 K-Ft Plastic Compression Capacity (Pc) = 25.0 Ksf Plastic Compression Block Width (a) = .6 Ft Plastic Tension Capacity (Pt) = .0 Ksf Caralsbad Blvd 14:22:50, Apr 23 2001 Page 3 Results of Rocking Base - Cantilever Transverse Analysis Init Column Other Total Trans ARS Calc Over Restore Defl Shear Shear Stiff Period Acc Defl Moment Moment (In) (K) (K) (K/Ft) (Sec) (g) (In) (K-Ft) (K-Ft) 9.1 28 .6 50.0 103.7 2. 421 .206 11.8 923 811 11.8 25.1 64.9 91.5 2. 578 .187 12.1 811 797 12.1 24.7 66.7 90.4 2. 593 .185 12.2 797 797 Final Results Column Column Column Other Top Defl Shear Moment Shear Load Case (In) (K) (K-Ft) (K) Inital Uplift 1.9 15.6 474 10.3 Full Rocking 4.2 34.9 1057 23.0 Final Rocking 12 .2 24 .7 748 66 .8 Elastic ARS 11.2 93 .7 2839 61.7 Plastic 40.4 1224 Elastic Action, Force Reduction from Rocking Allowed, Use Final Rocking Shear and Moment Demands. Check Column and Footing for Following Demands at Base of Column Demand Final Rocking Shear = 24.7 K Demand Final Rocking Moment = 748 K-Ft (Use Final Rocking Moment & Shear as Input in 'NPOOT' Program.) u CS CL, I ^ Ui < Ui 7R UJ II (fi CD 3 0 Q T3 W c« "> OS CO CO CO CO in in CO S m in CO CO o C\J OT S ffi O) OT O ffi o CO <o S O) OT T3 <L> C .2P 'cn Q T3 U o u U 7\'oo^ Kfr)2 5/m()<;r /JH ro/i/rnr.^ - .5e/ Fs-E>u:li- Globcl]f^oFf I -id linnF ipj-^ I Jdn<=, fcsisirnc^ /o ^/Z^fr - :>r I 52 9 F r-ir^- h c hp. 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OOOOE+OO' 0. .OOOOE+OO . 0, .OOOOE+OO 2 o; ;0000E+00-0. .OOOOE+OO 0. •OOOOE+OO 0, .OOOOE+OO 0 .OOOOE+OO 0 .OOOOE+OO 3 0. .bOOOE+00 • 0, .OOOOE+OO 0. •OOOOE+OO 0, .OOOOE+OO 0, .OOOOE+OO 0 .OOOOE+OO 4 0. .OOOPE+OO 0. .OOOOE+OO 0. •OOOOE+OO 0. .OOOOE+OO 0, .OOOOE+OO 0 .OOOOE+OO 5 0. .OOOOE+OO 0. .OOOOE+OO 0. •OOOOE+OO 0, .OOOOE+OO 0, .OOOOE+OO 0, .OOOOE+OO CQC 0, . OOOOE+OO" , 0. •OOOOE+OO 0. •OOOOE+OO 0. •OOOOE+OO 0, .OOOOE+OO 0, .OOOOE+OO SRSS 0. .OOOOE+OO 0. •OOOOE+OO 0. •OOOOE+OO 0. •OOOOE+OO 0, .OOOOE+OO 0, •OOOOE+OO 2) 1 0. .OOOOE+OO 0. •OOOOE+OO 0. .OOOOE+OO 0. •OOOOE+OO 0. • OOOOE+OO 0. •OOOOE+OO 2 0. .OOOOE+OO 0. •OOOOE+OO 0. . OOOOE+OO 0. •OOOOE+OO 0, •OOOOE+OO 0, •OOOOE+OO 3 0. .OOOOE+OO 0. • OOOOE+OO 0. .OOOOE+OO 0, •OOOOE+OO 0, • OOOOE+OO 0. •OOOOE+OO 4 0. . OOOOE+OO 0. • OOOOE+OO 0, . OOOOE+OO - 0. •OOOOE+OO 0, • OOOOE+0.0 0. •OOOOE+OO 5 0. .OOOOE+OO 0. • OOOOE+OO 0. .OOOOE+OO 0. •OOOOE+OO 0. •OOOOE+OO 0. , OOOOE+OO CQC 0. .OOOOE+OO 0. •OOOOE+OO 0. .OOOOE+OO 0. •OOOOE+OO 0. • OOOOE+OO' • 0. , OOOOE+OO SRSS 0. .OOOOE+OO 0. •OOOOE+OO 0. . OOOOE+OO 0, •OOOOE+OO 0. •OOOOE+OO . 0. , OOOOE+OO 1) 1 3. .2265E-01 -8. .1642E-08 2. . 9991E-01 2. .4944E-05 -1. ,2642E-03 -3. , 9764E-05 2 r. .4914E-02 2. .1929E-09 9. ,8754E-02 2. .7925E-06 1. ,1136E-03 8. 0124E-06 3 6. 5890E-02 5. , 6831E-08 -2. , 5099E-01 -4 . .0052E-06 -4 . 3291E-03 -3. 7571E-06 4 2. , 0863E-02 4. .3710E-08 6. ,7309E-02 -1. , 4588E-06 2. 3073E-03 1. 4342E-05 5 -1. 4819E-06 -4 . 8952E-11 1. 2564E-04 1. ,0285E-09 5. 6256E-06 -4 . 0270E-08 CQC 3. 3183E-01 1. 1039E-07 4 . 0316E-01 2, .5496E-05 4 . , 9621E-03 4 . 2849E-05 SRSS 3. ,303ilE-01 1. , 0868E-07 4 . ,0893E-01 2. , 5459E-05 5. 1868E-03 4 . 3188E-05 2) 1 3. ,.5668E-01 -9. , 0251E-08 3. ,3154E-01 2. .7574E-05 -1. 3975E-03 -4 . 3957E-05 2 -1. , 03'48E-02 -1. ,5216E-09 -6. ,8522E-02 -1, ,9376E-06 -7 . 7271E-04 -5. 5596E-06 3 -6. ,2463E-02 -5. ,3875E-08 2. 3794E-01 3. ,7969E-06 4 . 1039E-03 3. 5616E-06 4 -1. ,7712E-02 -3. 7109E-08 -5. 7144E-02 1. 2385E-06 -1. 9588E-03 -1. 2176E-05 5 1. , 9524E-06 6. 4494E-11 -1. 6554E-04 -1. 3550E-09 -7 . 4117E-06 5. 3055E-08 CQC 3. 6224E-01 1. 1369E-07 4. 1272E-01 2. 7913E-05 4 . 63HE-03 4 . 6166E-05 SRSS 3. 6269E-01 1. 1148E-07 4. 1772E-01 2. 7 929E-05 4 . 8196E-03 4. 6087E-05 r7 1 o I oo lo. ooi 6en4- Z- ( 2) 2 3 4 • 5 CQC SRSS 1 2 3 4 5- CQC SRSS 3.|B^-0lB 1.4917E-02 6.5865E-02 2-. b'836E-02 -1.. 4711E-06 3.3200E-01 3;. 304 8E-01 3.5688E-01 -1.0351E-02 -6.2439E-02 -1.7 689E-02 I.9381E-06 .• 3. 6243E-01 i.6288E-01 • 004^BB 2.2672E-. -9.4237E-04 -1.5798E-04 -7.4103E-07 9.9102E-04 9. 8717E-04 -l.llOlE-04 -1.5731E-04 8.9335E-04 1.3412E-04 9.7631E-07 9.2815E-04 9.2365E-04 3|BHiE-o:SI 6.3097E-02 -1.1259E-01 -6.4327E-03 -5.3492E-05 3.6395E-01 3.6391E-01 3.7607E-01 -4.3781E-02 1.0673E-01 5.4612E-03 7.0476E-05 3.9265E-01 3.9340E-01 I.194HHB 1.3368E-03 -1.9173E-03 -6.9833E-04 4.9232E-07 1.2205E-02 1.2187E-02 , 3200E-02 ,27'55E-04 • 8176E-03 • 9286E-04 •4863E-07 •3362E-02 HHEE-OH 1.1143E-03 -4.3096E-03 2.2963E-0.3 5.5290E-06 4 . 9384E-03 5.1623E-03 3816E-03 7316E-04 0855E-03 9495E-03 2845E-06 6078E-03 1.3370E-02 4.7956E-03 I. 99aHK 5.3573E-06 -8.1278E-05 -4.2849E-05 9.1915E-10 1.1785E-04 1.1561E-04 7.7345E-05 -3.7172E-06 7.7050E-05 3.6378E-05 -1.2110E-09 1.1771E-04 1.1514E-04 D C 0 o ca V 361 00 0,. 1)1 ( 2) • 2 3 4 5 CQC SRSS 1 • 2 3 4 5 CQC SRSS l,.U735E-02 6.6072E-02 2.0'651E-02. -1.0014E-06. 3.324 7E-01 3;3096E-01 3.5740E-01 -1.0224E-02 -e.2635E-02 -l:.7532E-02 l,3194E-06 3.6297E-01 3.6341E-01 • .68(HHi 6.7544E-. -5.8620E-04 -4.5757E-04 -1.1672E-06 7.9600E-04 7.6538E-04 8575E-04 6867E-05 5571E-04 8847E-04 6378E-06 2990E-04 0457E-04 3.7290E-01 4.0506E-01 -2.1155E-02 1.6243E-02 5.0706E-02 1.0577E-04 4.0896E-01 4.0909E-01 ll.e9OTn2 1.0677E-03 -1.0518E-03 -1.7196E-03 1.3688E-07 1.7156E-02 1.7136E-02 1.8775E-02 -7.4084E-04 9.9712E-04 1.4599E-03 -1.8034E-07 1.8870E-02 1.8872E-02 ^••i24E 1.0699E-03 -3.0748E-03' 1.7 073E-0'3' 7.1831E-07 3.5959E-03 3.7679E-03 -9.1336E-04 -7.4234E-04 2.9149E-03 -1.4495E-03 -9.4638E-07 3.3196E-03 3.4616E-03 9.7liWi»05 •7.6505E-05 1.0716E-04 -7 . 0985E-05 1.6295E-07 1.7201E-04 1.7869E-04 1.0805E-04 5.3084E-05 -1.0159E-04 6.0264E-05 -2.1469E-07 1.6455E-04 1.6866E-04 ON OCT < o 1 C> 66 I 100 0. Ol 1) Qeni H 2 3 4 5 CQC SRSS ( 2) m^E-. 23£BB ' BBB '>E^-Bl. . 69flH §2 BisSE--Hi 4 . ,5JHi 135 1. 4345E-•02 -9. ,9889E--3. 1298E-•03 1. . 8476E-•04 1. .2614E--03 -1. ,0743E-04 6-. 'eelSE-•02 -4 . ,2192E-04 1.3729E-•02 -2. .2151E-•04 -1. . 1004E--03 1. .1880E-•04 2. 0544E-•02 -5. ,3506E-•04 -7.0490E-•02 -1. . 9538E-•03 3. • 6168E--04 -1. •4233E-•05 9. 3388E-•08 -5. ,5152E-07 2.9018E-•05 -3. . 8313E-•07 -4 . • 0761E^ -06 3. •5330E-•07 3. 3287E-•01 7 , ,3492E-04 3.8275E-•01 1. .7021E-•02 • 1. • 6884E^ -03 1, • 6207E-•04 3''. 3a36E-01 6. ,9973E-04 3.8324E-•01 1. .7023E-•02 1. • 7496E--03 1, • 6709E-•04 1 3:. 5776E-01 -1. .3689E-•04 4 . .1613E-01 1. . 8691E-•02 -3. .9559E-•04 5. •0178E-•05 2 -9. 9537E-03 6. . 9310E-•05 2. .1717E-03 -1, •2820E-•04 -8. .7528E-•04 7 , •4544E-•05 3 • -6.,3150E-02 3. .9997E-•04 -1. .3014E-02 2. •0999E-•04 1. .0432E-•03 -1, •1262E-•04 4 -1". 7441E-02 4 . .5425E-•04 • 5. .9844E-02 1. •6587E-•03 -3. .0706E-•04 1, •2084E-•05 5 -1. 2304E-07 7. . 2663E-•07 -3. . 8231E-05 5. .0477E-•07 5. .3703E-•06 -4 , •6547E-•07 CQC 3. 6340E-01 6. ,5274E-•04 4. .2064E-01 1. .8772E-•02 1. ,4076E-•03 1. •4147E-•04 SRSS - 3'. 6384E-01 6. ,2439E-•04 4. . 2062E-01 1. .8766E-02 1. , 4509E-•03 1. .4458E-•04 < 06 0 96 I IOO 0. Ol 1 ) l3eniJ .52fi[ •ftiE-(HBi. . i2Hii 1)2 2 1, . 3950E-02 -3. .5572E-•v -5. .4508E-02 -5. .8110E-•04 . 3 6,. .7132E-02 -5. .7891E-•04 -1. .4897E-02 -1. .5955E-•04 4 2, . 0701E-02' -3. , 8012E-•04 -3. ,5645E-02 -1. .1076E-•03 5 1. .3075E-06 1. ,7712E-•07 9. 3378E-05 -3. .1278E-•07 CQC 3-, .3302E-01 9. . 4375E-•04 3. , 8009E-01 1. .1323E-•02 SRSS 3. .3151E-01 9. .0069E-•04 3. ,8150E-01 1. .1342E-•02 ( 2) 1 2 3 4 5 CQC SRSS 3.5782E-01 -9.6794E-03. -6*. 364 0E-02 -1.7574E-02. -1.7227E-06 3.6355E-01 3.6399E-01 T5.0061E-04 2.4682E-04 5.4880E-04 3.2271E-04 -2,3335E-07 8.5791E-04 8.4667E-04 4.1521E-01 3.7821E-02 1.4122E-02 3.0261E-02 -1.2303E-04 4.1972E-01 4.1827E-01 2460E-02 0321E-04 5125E-04 4035E-04 1209E-07 2520E-02 3E-' 1.6886E-03 9.7721E-04 1.1707E-03 1.9343E-06 2.2484E-03 2.2755E-03 1.2503E-02 3576E-05 1717E-03 2638E-04, 9387E-04 5484E-06. 1.7628E-03' 1.7944E-03 4 . l^^OS 9.0475E-05 7.54nE-05 5.5411E-05 2. 6823E-07 1.3700E-04 1.3649E-04 4.5400E-05 6.2778E-05 1494E-05 7042E-05 5339E-07 1562E-04 1544E-04 ) VA CO o •126 10. oq ( 2) IAWRE-.om •02 ^^5. • i4 9Ma| • 945?E-r dlH4E- -1.5196E-01 -1. • loHIB^ •7093E-06 2. ••lOE- ,1655E-•03 |l. 9. 3lS| , 9157E- |)6 06 3 6.7436E-•02 -9. •6351E-08 -1.2302E-01 -5, • 9260E-07 2. , 4076E-•03. 4 . ,6240E-•05 4 2.09i5E-•02 -6. • 8270E-08 6.1980E-02 -2. •9121E-06 -2. ,1729E-•03 3, , 1359E-•05 5 1.8029E-•06 -2. •3703E-11 -1.0513E-04 -9. •6705E-10 4. • 464 6E-•06 3. •9391E-•09 CQC 3.3280E-•01 1. •2733E-07 4.1045E-01 3. •1154E-05 3. •8350E-•03 5. •9560E-•05 SRSS^ 3.3130E-•01 1. •2236E-07 4.1471E-01 3^ •1207E-05 3. ,9136E-•03 ' 5. •6760E-•05 1 2 3 4 5 CQC SRSS 3.5749E-01 9.-5726E-03 3928E-02 7757E-02 3754E-06 6329E-01 6372E-01 3.4811E-08 4.1252E-09 9.1340E-08 5.7959E-08 3.1228E-11 1.1854E-07 1.1371E-07 3.9845E-01 1.0544E-01 1.1662E-01 -5.2619E-02 1.3851E-04 4.3463E-01 4.3156E-01 3.4289E-05 1.1860E-06 5.6177E-07 2.4723E-06 1.2741E-09 3.4456E-05 3.4403E-05 3.6524E-04 -1.5025E-03 -2.2824E-03 1.8447E-03 -5.8B21E-06 3.2247E-03 3.3171E-03 -1.4556E-06 -6.8802E-06 -4.3835E-05 -2.6623E-05 -5.1897E-09 5. 4194E-05 5.1767E-05 9 I CD 0 o I o Skew = Carlsbad Boulevard Retrofit As-Built Modal Displacements Coordinate Transformation -45 deg Location Node Load Mode AG AG AL AL Case Long. Trnv. Long. Trnv. Abut 1 2 1 1 0.32265 0.29991 0.440216 -0.01608 ft 2 0.014914 0.098754 0.080375 0.059284 ft 3 0.06589 -0.25099 -0.13089 -0.22407 ft 4 0.020863 0.067309 0.062347 0.032842 ft 5 0 0 0 0 fl SRSS 0.47 0.23 fl SRSS 5.6 2.8 in 2 1 0.35668 0.33154 0.486645 -0.01778 ft 2 -0.010348 -0.06852 -0.05577 -0.04114 ft 3 -0.062463 0.23794 0.124081 0.212417 fl 4 -0.017712 -0.05714 -0.05293 -0.02788 fl 5 0 0 0 0 fl SRSS 0.51 0.22 ft SRSS 6.1 2.6 in Case 1 7.5 3.6 in Case 2 7.8 4.4 in Bent 2 6 1 1 0.32283 0.3402 0.468833 0.012282 fl Top 2 0.014917 0.063097 0.055164 0.034068 fl 3 0.065865 -0.11259 -0.03304 -0.12619 ft 4 0.020836 -0.00643 0.010185 -0.01928 fl 5 0 0 0 0 fl SRSS 0.47 0.13 fl SRSS 5.7 1.6 in 2 1 0.35688 0.37607 0.518274 0.013569 fl 2 -0.010351 -0.04378 -0.03828 -0.02364 fl 3 -0.062439 0.10673 0.031318 0.119621 fl 4 -0.017689 0.005461 -0.00865 0.01637 fl 5 0 0 0 0 fl SRSS 0.52 0.12 fl SRSS 6.2 1.5 in Case 1 7.6 2.0 in Case 2 8.0 2.5 in Bent 3 36 1 1 0.3233 0.36642 0.487706 0.03049 ft Top 2 0.014735 0.030489 0.031978 0.01114 fl Col 3 3 0.066072 -0.01713 0.034604 -0.05884 ft 4 0.020651 -0.05973 -0.02763 -0.05684 fl 5 0 0 0 0 ft SRSS 0.49 0.09 fl SRSS 5.9 1.1 in 2 1 0.3574 0.40506 0.539141 0.033701 fl 2 -0.010224 -0.02116 -0.02219 -0.00773 fl 3 -0.062635 0.016243 -0.0328 0.055775 ft 4 -0.017532 0.050706 0.023458 0.048252 fl 5 0 0 0 0 fl SRSS 0.54 0.08 fl 4/24/01 Simon Wong Engineering Page 1 lO'il^ 38] Location Node Load Mode AG AG AL AL Case Long. Trnv. Long. Trnv. SRSS 6.5 1.0 in Case 1 7.8 1.3 in Case 2 8.3 1.7 in Bent 4 66 1 1 0.32363 0.37644 0.495024 0.037342 fl Top 2 0.014345 -0.00313 0.00793 -0.01236 fl Col 3 3 0.066615 0.013729 0.056812 -0.0374 fl 4 0.020544 -0.07049 -0.03532 -0.06437 fl 5 0 0 0 0 fl SRSS 0.50 0.08 fl SRSS 6.0 1.0 in 2 1 0.35776 0.41613 0.547223 0.041274 fl 2 -0.0099537 0.002172 -0.0055 0.008574 ft 3 -0.06315 -0.01301 -0.05386 0.035452 fl 4 -0.017441 0.059844 0.029983 0.054649 fl 5 0 0 0 0 fl SRSS 0.55 0.08 fl SRSS 6.6 0.9 in Case 1 8.0 1.3 in Case 2 8.4 1.6 in Bent 5 96 1 1 0.32369 0.37561 0.49448 0.036713 fl Top 2 0.01395 -0.05451 -0.02868 -0.04841 fl Col 3 3 0.067132 -0.0149 0.036936 -0.058 fl 4 0.020701 -0.03565 -0.01057 -0.03984 fl 5 0 0 0 0 fl SRSS 0.50 0.09 ft SRSS 6.0 1.1 in 2 1 0.35782 0.41521 0.546615 0.040581 ft 2 -0.0096794 0.037821 0.019899 0.033588 ft 3 -0.06364 0.014122 -0.03501 0.054986 ft 4 -0.017574 0.030261 0.008971 0.033824 fl 5 0 0 0 0 fl SRSS 0.55 0.08 fl SRSS 6.6 1.0 in Case 1 7.9 1.4 in Case 2 8.4 1.8 in Abut 6 126 1 1 0.32339 0.36044 0.483541 0.026198 fl 2 0.013796 -0.15196 -0.0977 -0.11721 fl 3 0.067436 -0.12302 -0.0393 -0.13467 ft 4 0.020915 0.06198 0.058616 0.029037 ft 5 0 0 0 0 ft SRSS 0.50 0.18 ft SRSS 6.0 2.2 in 2 1 0.35749 0.39845 0.53453 0.028963 ft 2 -0.0095726 0.10544 0.067788 0.081326 ft 3 -0.063928 0.11662 0.037259 0.127667 ft 4 -0^017757 -0^05262 -0.04976 -0.02465 ft 5 0 0 0 0 ft SRSS 0.54 0.16 ft SRSS 6.5 1.9 in Case 1 7.9 2.8 in Case 2 8.3 3.4 in 4/24/01 Simon Wong Engineering Page 2 As-Built Assessment Demand / Capacity Results 5 Si- Location (1) Displacement Demand (In) Displacement Capacitv (In) Displacement D/C Ratio DIsp. Ductility Shear Demand (k) Shear Capacity (k) Trnv. Shear D/C Ratio Location (1) Trnv. (2) Long. (3) Trnv. Long. (4) Trnv. Long. (4) Trnv. Long. Trnv. Long. SDC ATC-32 Priestley Max (5) Min (6) Abut. 1 4.40 7.8 4.1 6.68 1.07 1.17 2.9 5.1 98.4 39.6 50 62.3 66.0 1.97 1.58 Bent 2 2.50 12.2 2.9 n/a 0.85 n/a 7.1 <1 52.0 12.0 22 62.9 57.1 2.36 0.83 Bent 3 1.70 12.2 2.9 n/a 0.58 n/a 4.9 <1 55.3 12.0 22 63.8 60.3 2.51 0.87 Bent 4 1.60 12.2 2.9 n/a 0.55 n/a 4.6 <1 55.3 12.0 22 63.8 60.3 2.51 0.87 Bent 5 1.80 12.2 2.9 n/a 0.61 n/a 5.1 <1 61.0 18.0 22 65.0 64.2 2.77 0.94 Abut. 6 3.40 8.3 4.1 6.68 0.83 1.24 2.2 5.5 98.4 39.6 74 62.3 66.0 1.33 1.58 Notes: 1. Abutments 1 and 6 are simmllar except In tributary span length. Bents 2 - 5 are simmilar except for minor column height and tributary span length. 2. Transverse displacement demand based on global (Seisab) model. 3. Bent longitudinal displacement demands based on rocking response using stand-alone analysis and WinRock program. Abutment longitudinal displacement demands based on global (Seisab) model. 4. The longitudinal capacity is not applicable since rocking occurs prior to longitudinal plastic hinging. 5. Maximum transverse shear D/C ratio using the SDC shear capacity formula. 6. Minimum transverse shear D/C ratio using the larger of the ATG-32 and the Priestly shear capacity formulas. S;mon Wong Engineering 5/4/01 Appendix B Carlsbad Boulevard Overhead <; t I 1^ Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj.#: Bco-SSi Date: Revised: Oil 5Dr\r\^£ io fri I'^F /^V//j, c^Y loa+irtc^ fr<3c!<"^c, Fo7 - I'^OOy (&enf Z) f'AofTr 7.l00'7\A i^cn+s'^ T^li fs ^cror^p]; sbr^ by i-ji^r^p, P'nc- CO i<=.7i On c( ^^r^nj io '^r:c irh. f hr-sc ,-^10, l) /jLuhnen-l So,/ Spn 'c55 l-On^ ,Fc/,nJ ~ Lim.i 'h>U<\ "force 'f'<=> i'hc raFn^r> piosiic n'-'^pnc Shfcr Forcr- a4- /32(0 abc^il or 6 6&>F^ a.\ o-thc/ 132 I ^ crWi ;<ir^ On -^•rph +0 1 I . i • - • i / alcs-nc rucM^.n-: bn^/' -/ar-c •^'=^•• "5 I r Od~\ 'P 7lrccfonj (kncy ai idcjlr) ci)ij7rncci ij3 F) &enh 2 SF- Pro V/r COF'i^dn c I sp r '•/•-. c icS -f-o \ 7pp- \lO(P'<! 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Zii^ 0.32 u CL, 00 \ o (0 u I Q u c Q -a M u 25 ••- 00 CO CD cb cb CO CO in in co"flO m in CO CO CO o OJ O CM •t= < CO o c . o o 05 CO o 3 ^-^^il Peak L d r-rc^iyn^ ' '^Z / sFpc unc/cr ph r-j ^p<=y To ^\\o^ -£r Ff'^rc (7a^hU i^cci7|r^,. woject: CsAshaA. Blvd Page: yyyy^ WONG ENGINEEnING // \// \V \.STmJCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 P^oj #- Goo-3e{ Designed: yyyy^ WONG ENGINEEnING // \// \V \.STmJCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: yyyy^ WONG ENGINEEnING // \// \V \.STmJCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I^AA/CJW -\A/ea\<^ a yis \irnc7ir)^ in pi("r F]s = iQ.005)Cp<D'){3.oXi''}0-^ F>^y i^ ^ C7^_ ? 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Yp..V^^ 900 =- /"jJyF - -3 (7> 7n C2 (r^hffy) 122 3 O .3 ^ ;"^-Z p^y. 4J A (^ 7 irnv_ r<:^f F^ Project: ^(^^adt g,,^^ Page: 77 y^'^ n=i^lmON WONG ENGINEERING // \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Designed: 77 y^'^ n=i^lmON WONG ENGINEERING // \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 77 y^'^ n=i^lmON WONG ENGINEERING // \^ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Vp^ (a.M720CA^FA267 ^ 9IS^ = ^.+Vs- 2.3>3^F Chrc/r SDC 3.6.6,Z o - QAC Vo < sF7t (D^A ^1 '^ir^p /Ff^Fyf /• p r7 - / iFoL Poss) Fnalys/f AQns/Ar j i iocFc^ 7^(^<^ F. USc 77 7 ks i (p pc^ sr^; prcs s^yy c Ff ^ 3 V y 1 -f 3x5- 5 / u, ^• T7)F\ Lch^r J f< ti^Acc ^ llb6 iMODa Wo Node Nocie Coordinates Y 0. 00 100.00 2)b3 I z LC M(f X-Tran , Y-Tran Z-Tran X-Rot Y-Rot Z-Rot 0. 00 ( 1) 1 3. •5037E-01 0. • OOOOE-fOO 3. .3537E-01 0. .OOOOE+OO 0. .OOOOE+OO 0. .OOOOE+OO '• 2 1. •8235E-03 0. • OOOOE-fOO -2. •8558E-03 0. . OOOOE+OO 0. .OOOOE+OO 0. .OOOOE+OO 3 1. •5554E-03 0. • OOOOE-fOO 2. •2095E-02 0. .OOOOE+OO 0. .OOOOE+OO 0, .OOOOE+OO 4 2, • 6443E-03-0. • OOOOE+OO -2. •2721E-02 0. . OOOOE+OO 0. .OOOOE+OO 0. .OOOOE+OO 5 , 1, ••0050E-03 0. • OOOOE+OO -1, •8471E-03 0. .OOOOE+OO 0. .OOOOE+OO • ,0. .OOOOE+OO CQC 3, •5040E-01 0. • OOOOE+OO 3. •3683E-01 0. .OOOOE+OO 0. .OOOOE+OO 0. .OOOOE+OO SRSS 3. •5039E-01 0. • OOOOE+OO 3. •3688E-01 0. .OOOOE+OO 0. . OOOOE+OO 0. .OOOOE+OO ( 2) 1 3. , 6217E-01 0, •OOOOE+OO 3. ,4666E-01 0. .OOOOE+OO 0. . OOOOE+OO 0. . OOOOE+OO 2 -2. , 0737E-03 0. , OOOOE+OO 3. .2477E-03 0. .OOOOE+OO 0. .OOOOE+OO 0. . OOOOE+OO 3 -1. ,1234E-03 0. , OOOOE+OO -1. ,5958E-02 0, .OOOOE+OO 0. .OOOOE+OO 0. .OOOOE+OO 4 -2. ,2531E-03 0. , OOOOE+OO 1. ,9360E-02 0, , OOOOE+OO 0. , OOOOE+OO 0. , OOOOE+OO 5 -7 . 8114E-04 0. , OOOOE+OO 1. ,4343E-03 0. , OOOOE+OO 0. OOOOE+OO 0. OOOOE+OO CQC 3. 6217E-01 0. , OOOOE+OO 3. ,4756E-01 0. , OOOOE+OO 0. OOOOE+OO 0. OOOOE+OO SRSS 3. 6218E-01 0. ,Q000E+OO 3. ,4759E-01 0. , OOOOE+OO 0. OOOOE+OO 0. OOOOE+OO p rr o o OCi — I 00 l( 1) ••1 •iSE-oH .47SB ^HIlOE-ll. .22011 fc2 iPilSSE-'i^*, 3. "7 ^^^^(^ 04 2 1, .82ilE-03 3. . 4743E-. 1.9719E-•03 6. .9237E-•05 -1.5077E-04 -•1. .5158E-•06 3 1, .5447E-03 5. .9490E-07 1.7378E-•03 7 . .7003E-•05 6.2813E-04 -•8. .2311E-•06 4 2. •6179E-03 -9. .2454E-06 2.0365E-•03 -•3. .7821E-•05 -7.5296E-04 -•3. .9386E-•05 •5 9. • 8974E-04 6. , 8344E-06 9.8132E-•04 1. . 8220E-05 -8.6338E-05 -•2. •3425E-•05 CQC 3, •5G52E-01 2. , 6707E-05 3.6944E-•01 1. .2272E-02 1.4350E-03 3. •7745E-•04 SRSS 3. •5050E-01 2. ,7283E-05 3.6942E-•01 1. .2271E-02 1.4439E-03 3. •7687E-•04 ( 2) 1 2 3 4 5 CQC SRSS 3. •622 9E-•01 -2. :556BE-•05 3. .8184E-•01 1. .2684E-•02 -1, .0807E-•03 •2. • 0709E-•03 -3. .9510E-•08 -2. .2425E-•03 -7 , .8737E-•05 1, .7146E-•04 •1. •1157E-03 -4 . .2967E-•07 -1. .2552E-•03 -5. .5616E-•05 -4 , .5367E-•04 •2. •2306E-•03 7 . .8776E-•06 -1. .7352E-•03 3. .2226E-•05 6, .4156E-•04 7 , •6854E-•04 -5. ,3070E-•06 -7 . .6201E-•04 -1. .4148E-•05 6, .7042E-•05 3. .6229E-01 2. ,6895E-•05 3. .8184E-•01 1. .2684E-•02 1. .3427E-03 3. .6230E-01 2. 7279E-05 3. .8186E-•01 1. ..2685E-02 1. .3488E-03 3.8657E-04 1.7237E-06 5.9450E-06 3.3559E-05 1.8190E-05 3.8898E-04 3.8850E-04 < 0 o CO c 31 loo 5.21 1 ) •olHB. • 4 3fli HMl8E-<nBB2. 1 5(1^(1 I2 •^m7 8E-^2. .111^02 2 5. .7456E-•04 2. .6062E-7.3372E-03 2, .5861E-•04 -1.2108E-•04 -2. . 3397E-04 3 1, . 8-404E-•03 2. .5023E-06 -6.1603E-03 -1. .0990E-•04 1.1764E-•04 1. .0325E-04 4 5. .3387E-•03 -4 . .3296E-04 -1.1671E-02 -2. .3213E-•04 2.1504E-•04 -6. .5214E-05 5 8, .•3655E-•04 3. .3146E-04 6.3639E-04 1, .3168E-•04 5.6127E-•05 8. .5453E-05 CQC 3. .2019E-•01 . 5. .8789E-04 3.2763E-01 2. .1553E-•02 5.3137E-•04 2. . 1420E-02 SRSS 3. .2018E-•01 6. .4491E-04 3.2762E-01 2. .1553E-•02 5.2509E-•04 2. . 1419E-02 ( 2) 1 3. .3090E-•01 3. .5494E-•04 3. .3830E-•01 2. .2275E-•02 -4 . .5976E-04 -2. .2139E-•02 2 -6, .5340E-•04. -2. .9638E-•05 -8. .3440E-•03 -2. .9409E-•04 1. .3769E-04 2. .6608E-•04 3 -1. . 3293E-•03 -1. .8073E-•06 4 , . 4493E-•03 7 . .9378E-•05 -8. . 4969E-05 -7 , .4570E-•05 4 -4. .5488E-•03. 3. .6891E-04 9. .9447E-•03 1. .9779E-•04 -1. .8323E-04 5. .5566E-•05 5„ --.6. ..,.4 959E-•04 . -2. .5738E-04 -4 . .9416E-•04 -1. .0225E-•04 -4 . .3583E-05 -6. .6355E-•05 CQC i. .3093E-•01 5. ,3169E-04 3. .3855E-•01 2. .2277E-•02 5. .2591E-04 2. .2139E-•02 SRSS 3. .3094E-01 5. ,7376E-04 3. .3858E-•01 2: .2278E-02 5. .2252E-04 2. ,2140E-02 I < o (ft 61 •00 5.21 ( 2) W§A' . 4 6';|^ B|3E-•l'^HB>2 •53E-2. iflH b2 1. •5793E-•03 3. . 2820E-' 9. . 6651E-•03 3. .4934E-04 1. . 2500E--04 -3. , 1916E-04 3 i; •2175E-•04 6, , 6753E-06 -6, .4663E-•03 -1. .7700E-04 -1. .2912E--04 1. .7437E-04 4 3. •4786E-•03 -3. , 5342E-04 -1. .3437E-02 -3. .1705E-04 -3. . 9017E--04 7 . .2282E-•05 5 1. •5374E-•04 3. , 4315E-04 -1. .1469E-03 9. .5460E-05 1. .5488E--05 1, .2849E-•04 CQC 3. •2300E-•01 5. , 5194E-04 3. . 3053E-•01 . 2. .1719E-02 4 , .3046E--04 2, .1583E-•02 SRSS • 3. •2299E-•01 6. , 0332E-04 3. .3051E-01 2. .1718E-02 4 , . 3133E--04 2 .1582E-•02 1 3. .3384E-01 3. .5841E-•04 3. .4114E-•01 2. •2443E-•02 3. • 6957E-05 -2. .2305E-•02 2 -1. .7960E-03 -3. .7324E-•05 -1. .0991E-•02 -3. •9728E-•04 -1. •4215E-04 3. .6295E-•04 ' • 3 -8. .7938E-05 -4 . . 8213E-•06 4 . .6704E-•03 1. •2784E-•04 9. •3255E-05 -1. .2594E-•04 4 -2: . 9640E-03 3. . 0113E-•04 1. .1449E-•02 2. •7015E-•04 3^ .3245E-04 -6. . 1588E-•05 5 -1. . 1938E-04 -2. ,6646E-•04 8 . .9058E-•04 -7 . .4126E-05 -1. .2026E-05 -9. .9772E-•05 CQC 3. . 3385E-01 5. , 0215E-•04 3, .4152E-•01 2. .2447E-02 3. .7362E-04 2. ,2308E-•02 SRSS 3. . 3386E-01 5. , 3996E-•04 3. .4154E-•01 2. .2449E-02 3. ,7542E-04 2. ,2309E-02 8 \ U - CO 79 IOO 0. Ol 1) 6enf-5 ( 2) H^E-•o|HI. BO'HI ••i3E-<HBl. .26Hi I2 HH9IEJ is. 8flHio6 2 • 1. . 0137E-•03 3. •2874E-8. •0673E-•04 2. .3756E-05 3. 0108E-04 -8. 9372E-05 .3 3. .834 9E-•04 1. •0412E-•06 7 . •0593E-•05 -2. .3576E-05 -1. ,97 4 6E-04 -9. 9929E-05 4 5. .•9470E-•03 -1. •3878E-•05 6. •3021E-03 1, .0583E-04 -5. ,6804E-•04 2. ,4492E-04 5 -1. .9038E-•04 1. •0974E-•05 -5. •4347E-•04 -1. .8860E-•05 -2. .2407E-•05 -1. , 8501E-04 CQC 3. .5189E-•01 2. •3760E-•05 3, •7089E-•01 1, .2655E-•02 8. .5071E-•04 2. ,9866E-04 SRSS 3. ,5188E-•01 2. •5295E-•05 3. •7089E-•01 1. .2654E-02 8. .4610E-•04 3. ,3500E-04 1 3. .6367E-•01 1. . 8653E-•05 3. •8332E-01 1. .3080E-•02 5, .3018E-•04 6. .0514E-06 2 -1. ,'l527E-03 -3. •7385E-•07 -9. •1743E-•04 -2. .7015E-•05 -3. .4240E-•04 1. .0164E-04 3 -2. ,7698E-04 -7 . .5204E-•07 -5. .0986E-•05 1. .7028E-•05 1. .4261E-•04 7 . .2175E-05 4 -5. , 0672E-03 1. .1825E-05 -5. .3698E-03 -9. .0169E-•05 4 . .8401E-•04 -2, .0868E-04 5 . 1. , 4783E-04 -8. .5217E-•06 4 . .2201E-•04 1. .4645E-•05 1. .7399E-•05 1. .4366E-04 CQC 3. , 6370E-01 2. .2613E-•05 3. .8335E-01 1. .3080E-02 8. .0908E-•04 2. .5417E-04 SRSS 3. 637lE-01 2. . 3687E-05 3. ,8336E-01 1. .3080E-02 8. .0823E-•04 2. .8243E-04 0 o \ CO NJ 93 I 0. 01 1) B.62201 /^bA F ( 2) 3 4 5 CQC SRSS 1 2 3 4 5 CQC SRSS JE-OJ 20E-04 2.2312E-04 6.6861E-03 -5.2988E-04 3.5142E-01 3.5141E-01 3.6318E-01 -9.8051E-04 -1.6115E-04 -5.6970E-03 4.1146E-04 3.6321E-01 3.6322E-01 oocHH 0.0000E+^ 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO ••ilE-im -3.8197E-02 -5.1198E-03 -9.0881E-03 2.7646E-04 3.2967E-01 3.2980E-01 3.3844E-01 4.3439E-02 3.6978E-03 7.7436E-03 -2.1467E-04 3.4155E-01 3.4132E-01 |0. OOBBVO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO •••OOE+aM 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO lo.odVMBoo 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO 0.OOOOE+OO ff. OOOOE+OO ?- 2 0 o Co Skew = Carlsbad Boulevard Retrofit Retrofit Modal Displacements Coordinate Transfornnation -45 deg Location Node Load Case Mode AG Long. AG Trnv. AL Long. AL Trnv. Abut 1 2 1 1 0.35037 0.33537 0.484891 -0.01061 fl 2 0.0018235 -0.00286 -0.00073 -0.00331 fl 3 0.0015554 0.022095 0.016723 0.014524 fl 4 0.0026443 -0.02272 -0.0142 -0.01794 fl 5 0.001006 -0.00185 -0.00059 -0.00202 ft SRSS 0.49 0.03 fl SRSS 5.8 0.3 in 2 1 0.36217 0.34666 0.501218 -0.01097 fl 2 -0.0020737 0.003248 0.00083 0.003763 ft 3 -0.0011234 -0.01596 -0.01208 -0.01049 fl 4 -0.0022531 0.01936 0.012096 0.015283 ft 5 -0.0007814 0.001434 0.000462 0.001567 fl SRSS 0.50 0.02 fl SRSS 6.0 0.3 in Case 1 7.6 0.4 In Case 2 7.8 0.5 in Bent 2 6 1 1 0.35048 0.3694 0.509032 0.013378 fl Top 2 0.0018211 0.001972 0.002682 0.000107 fl 3 0.0015447 0.001738 0.002321 0.000137 ft 4 0.0026179 0.002037 0.003291 -0.00041 ft 5 0.00098974 0.000981 0.001394 -6E-06 ft SRSS 0.51 0.01 fl SRSS 6.1 0.2 in 2 1 0.36229 0.38184 0.526179 0.013824 ft 2 -0.0020709 -0.00224 -0.00305 -0.00012 fl 3 -0.0011157 -0.00126 -0.00168 -9.9E-05 ft 4 -0.0022306 -0.00174 -0.0028 0.00035 ft 5 0 0 0 0 fl SRSS 0.53 0.01 ft SRSS 6.3 0.2 in Case 1 8.0 0.2 in Case 2 8.1 0.3 in Bent 3 36 1 1 0.32012 0.32728 0.457781 0.005063 fl Top 2 0.00057456 0.007337 0.005594 0.004782 ft Col 3 3 0.0018404 -0.00616 -0.00305 -0.00566 ft 4 0.0053387 -0.01167 -0.00448 -0.01203 ft 5 0.00083655 0.000636 0.001042 -0.00014 ft. SRSS 0.46 0.02 ft SRSS 5.5 0.2 in 2 1 0.3309 0.3383 0.473196 0.005233 fl 2 -0.0006534 -0.00834 -0.00636 -0.00544 ft 3 -0.0013293 0.004449 0.002206 0.004086 fl 4 -0.0045488 0.009945 0.003815 0.010248 ft 5 -0.00064959 -0.00049 -0.00081 0.00011 ft SRSS 0.47 0.01 fl 4/24/01 Simon Wong Engineering Page 1 pb I I I I Location Node Load Mode AG AG AL AL Case Long. Trnv. Long. Trnv. SRSS 5.7 0.2 in Case 1 7.2 0.2 in Case 2 7.3 0.3 in Bent 4 66 1 1 0.32297 0.33003 0.461741 0.004992 ft Top 2 0.0015793 0.009665 0.007951 0.005718 fl Col 3 3 0.00012175 -0.00647 -0.00449 -0.00466 fl 4 0.0034786 -0.01344 -0.00704 -0.01196 ft 5 0 0 0 0 fl SRSS 0.46 0.01 ft SRSS 5.5 0.2 in 2 1 0.33384 0.34114 0.477283 0.005162 ft 2 -0.001796 -0.01099 -0.00904 -0.0065 fl 3 0 0.00467 0.003302 0.003302 fl 4 -0.002964 0.011449 0.006 0.010192 ft 5 0 0 0 0 ft SRSS 0.48 0.01 fl SRSS 5.7 0.2 in Case 1 7.3 0.2 in Case 2 7.4 0.3 in Bent 5 96 1 1 0.35183 0.37083 0.510998 0.013435 ft Top 2 0.0010137 0.000807 0.001287 -0.00015 ft Col 3 3 0.00038349 0 0.000271 -0.00027 ft 4 0.005947 0.006302 0.008661 0.000251 ft 5 0 0 0 0 fl SRSS 0.51 0.01 fl SRSS 6.1 0.2 in 2 1 0.36367 0.38332 0.528202 0.013895 ft 2 -0.0011527 -0.00092 -0.00146 0.000166 ft 3 0 0 0 0 ft 4 -0.0050672 -0.00537 -0.00738 -0.00021 ft 5 0 0 0 0 ft SRSS 0.53 0.01 ft SRSS 6.3 0.2 in Case 1 8.0 0.2 in Case 2 8.2 0.3 in Abut 6 126 1 1 0.35134 0.32741 0.479949 -0.01692 ft 2 0.0008622 -0.0382 -0.0264 -0.02762 ft 3 0.00022312 -0.00512 -0.00346 -0.00378 ft 4 0.0066861 -0.00909 -0.0017 -0.01115 ft 5 0 0 0 0 ft SRSS 0.48 0.03 ft SRSS 5.8 0.4 in 2 1 0.36318 0.33844 0.49612 -0.01749 ft 2 -0.00098051 0.043439 0.030023 0.031409 ft 3 -0.00016115 0.003698 0.002501 0.002729 ft 4 -0.005697 0.007744 0.001447 0.009504 ft 5 0 0 0 0 ft SRSS 0.50 0.04 ft SRSS 6.0 0.4 in Case 1 7.6 0.5 in Case 2 1 7.7 0.7 n 4/24/01 Simon Wong Engineering Page 2 I I I I I I I I I I I I I I I I I I I CB Retro 14:27:12, Apr 23 2001 Page 1 ************************************************************ * * * WinRock * * Footing Rocking .Analysis Program * * California Department of Transportation * * PC - Version * * Version 1.00 12.11.97 * * * ************************************************************ Input File Name = C:\Program Files\WinRock\Carlsbad Blvd. .rck ^ Column Data Uoo^. W/Vlcx/ Length to Superstructure CG. = 29.0 Ft Column Area at Top of Footing = 162.0 Ft*2 Trans Moment of Inertia (ly) = 121.5 Ft*4 Modulus of Elasticity (Ec) = 580393.0 Ksf Other Structural Stiffness = 66.0 K/Ft Footing Data Type Footing (Pile/Spread) = Spread Footing Width X-Dir (Trans) = 10.00 Ft Footing Width Y-Dir (Longt) = 56.00 Ft Footing Depth = 3.00 Ft Depth of Earth Cover = 5.00 Ft Load Data Weight of Superstructure = 466.0 K Weight of Column = 607.0 K Weight of Footing = 252.0 K Weight of Cover = 238.8 K Total Weight = 1563.8 K Column Plastic Shear = 397.0 K Soil Data Ultimate Bearing Capacity = 25.0'Ksf Note: The Analysis Lumps One Third of Column Weight with Weight of Superstructure (Ws = 668.3 K) I I CB Retro ^^v\^^ t^W^. 14:27:12, Apr 23 2001 Page 2 i^*^ Seismic Data (User Input ARS Spectra) ^ ^^ 3S I ARS Curve (A,B,C,D,U) = U ARS Curve Reduction Factor = .90 Number of Data Points = 13 Period Acceleration (Sec) (g) .000 .470 .122 .980 .196 1 .171 .300 1 .195 .422 1 .083 .524 .998 .706 .843 .930 .672 1.007 .608 1.516 .405 2.075 .276 2.982 .152 4 .000 .095 Note: When Period < .300 Sec, Acceleration is Held at 1.195 g Fixed Base - Cantilever Transverse Seismic Analysis Total Trans .ARS Column Column Column Other Load Stiffness Period Acc Defl Shear Moment Shear Case (K/Ft) (Sec) (g) (In) (K) (K-Ft) (K) Elastic Ars 8740.1 .306 1.189 1.1 788.9 22877 6.0 Plastic 397.0 11513 The Overturning Moment is greater than the Resisting Moment about Bottom of Footing, Therefore, Rocking occurs. Overturning Moment = 12704 K-Ft Resisting Moment = 6915 K-Ft Plastic Compression Capacity (Pc) = 25.0 Ksf Plastic Coinpression Block Width (a) = 1.1 Ft Plastic Tension Capacity (Pt) = .0 Ksf 14:27:12, Apr 23 2001 Page 3 CB Retro ^^sbai Blv^i Results of Rocking Base - Cantilever Transverse Analysis Init Column Other Total Trans ARS Defl Shear Shear Stiff Period Acc (In) (K) (K) (K/Ft) (Sec) (g) 8.7 201.9 47.9 344 .5 1.542 .359 8.4 202.5 46.0 356 .7 1.516 .365 8.2 202.8 45.1 362.8 1.503 .369 Calc Over Restore Defl Moment Moment (In) (K-Ft) (K-Ft) 8.4 8.2 8.2 6461 6480 6489 6480 6489 6491 Final Results Column Column Column Other Top Defl Shear Moment Shear Load Case (In) (K) (K-Ft) (K) Inital Uplift .1 81.4 2362 .6 Full Rocking .3 216.5 6279 1.6 Final Rocking 8.2 202 .8 5881 44 . 9 Elastic ARS 1.1 788.9 22877 6.0 Plastic 397.0 11513 Elastic Action, Force Reduction from Rocking Allowed, Use Final Rocking Shear and Moment Demands. Check Column and Footing for Following Demands at Base of Column Demand Final Rocking Shear Demand Final Rocking Moment 202.8 K 5881 K-Ft (Use Final Rocking Moment & Shear as Input in 'NFOOT' Program.) I Column Shear Design PerSDC 1.1 Section 3.6 I I I I Carlsbad Blvd. 2x2 columns -Abut# 6 Input Parameters: Column overstrength shear -Vo = 82 k Column axial load -Pc = 120 k Max displacement ductility -5 Concrete compressive strength -fc = 4500 psi Steel yield siress -tyh -36 ksi Column diameter-D = 24 in Main bar size -Db,= 1.00 in Gross section'area -^= 576 in^ Core diameter -19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -^= 0.141 in^ Av2 = 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NG! Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio -bds_ Ps -0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing-gmax^ 4.8 in NG! Decrease spacing Confinement coefficient -Psfyh ~ 89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -fl = 0.3 Factor 2 -f2.= 1.1 Max steel shear strength -Vs = 247 k Max seclion shear strength -\i max _ 219 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 10 k Vo= 102 k Steel shear strength -Vs1 = 16 k Vsi = 13 k Steel shear strength -Vs2 = 0 k Vs2 = Ok Factored shear strength -'t>Vn = 22 k <t)Vn = 98 k NGI OK Simon Wong Engineering 5/1/01 Carlsbad Blvd. >3l Column Shear Design PerSDC 1.1 Section 3.6 Carlsbad Blvd. 2x2 columns -Bent# 4 Input Parameters: Column overstrength shear -Vo = 55 k Column axial load -Pc = 120 k Max displacement ductility -^d = 1 Concrete compressive strength -fo = 4500 psi Steel yield stress -fyh -36 ksi Column diameter-D = 24 in Main bar size -Dbi = 1.00 in Gross section area -^= 576 in^ Core diameter -19 in Hoop or spiral spacing -s = 12 in S2 = 6.69 in Area of hoop or spiral leg -^= 0.141 in^ A^= 0 in^ Calculated Values: Confinement ratio -Ps = 0.00247 Minimum hoop or spiral ratio -min_ Ps -0.00278 NG! Increase Hoop or Spiral BDS 8.18.2.2 confinement ratio-bds_ Ps -0.05802 NG! Increase Hoop or Spiral Max hoop or spiral spacing -S max^ 4.8 in NG! Decrease spacing Confinement coefficient -Psfyh -89 psi Coefficient for factor 1 -coef. = 89 psi Factor 1 -fi = 3.0 Factor 2 -f2 = 1.1 Max steel shear strength -\i max _ Vs 247 k Max seclion shear strength -\ / max _ Vu — 297 k Inside Plastic Hinge Outside Plastic Hinge Concrete shear strength -Vc = 102 k Vc= 102 k Steel shear strength -Vs1 = 16 k Vsi= 13 k Steel shear strength -Vs2 = 0 k Vs2 = Ok Factored shear strength -'|)Vn = 101 k <^Vn = 98 k OK OK I I Simon Wong Engineering 5/1/01 Carlsbad Blvd. Page: (^2, y/ Vk yyvv //^\p'"'ON WONij cNfjiNccHING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj. #: 5ot, | Designed: y/ Vk yyvv //^\p'"'ON WONij cNfjiNccHING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: y/ Vk yyvv //^\p'"'ON WONij cNfjiNccHING // \v/ \ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: J~r>r,pj'' Fcl, nd R^:^poojr_r " Rocking O ^ 6- . Z " H<,^_~ 1100 \c'± S f) (pc; r Ac,pc r,' /-/ }/,^ < I u^e /IDS £r^yLs Si 'c/in^. .SO. f 6^ Vslic/c t Vp^siS'Pc p /isd'' Vc Z77F[>^c3 ol - 26 'r Cwr^ ic c/Arph-/^ Fc - ;so7'^ ' aiv; - \2P / >^ > VF J "' CJ : "• "r C ( P.:r .r/V ' / • C•^•/ •^ Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: Proj.#: j^CO-SSl Date: Revised: O .7 ' frny /onyhc/in^lly ^ C^p rn^y h l\ c^yi k> Cdri^. ^'ncc cHrop UV\ Srr^hl r^-s )s Cr^ai^o^A'p rcsJ^. \ AcDcyiQcci ScD ' 1 Fi) mm^rripC -• - I ^Onp. iu7,r.^l]y ^ rocF'r^Cj rr5f2orSC p ^ n s h^C I po rcAiJ^^ f y /••~-2-:::iy Ar,..:., 0' ^"-j . ^ '^-'^-^'••'Fy A ^^rr.<,r,c^_ [s riosr -lo cfirc7,Vryiy'kc7;3pkr-^^..^; 6 AA - 35 r Project: ^[^^ E>,^ Page: ^3/ y^^v y^^ ^^=\SIMON WONG ENGINEERING // \ STRUCTURAL A BRIDGE ENGINEERS Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: -Fn or Fry -lo <i s '^'^phr<r^ry^.y pcsirrhrr^ Gi pyecpr^pi, ci-fhc \y/)f- r^ I ph rr. rFoc-pfc ^cip; jziq<?ih hl^f'F pipe L^r ^(sh<^inr(js ^ c^^p Retrofit Assessment Demand / Capacity Results c Location Displacement Demand (in) Displacement Capacity (in) Displac D/C ;ement Ratio Disp. Ductility (•Id Shear Demand (k) Shear Capacity (k) Shear D/C Ratio Location Trnv. (1) Long. (2) Trnv. Long.(3) Trnv. Long.(3) Trnv. Long. Trnv. Long. Shear Capacity (k) Shear D/C Ratio Abut. 1 0.50 7.8 4.1 6.68 0.12 1.17 0.3 5.1 82 39.6 22 3.73 Bent 2 0.30 8.2 n/a • n/a n/a n/a <1 <1 1200 240 2000 0.60 Bent 3 0.30 8.2 2.9 n/a 0.10 n/a 0.9 <1 55 12 101 0.55 Bent 4 0.30 8.2 2.9 n/a 0.10 n/a 0.9 <1 55 12 101 0.55 Bent 5 0.30 8.2 n/a n/a n/a n/a <1 <1 1200 240 2000 0.60 Abut. 6 0.70 7.7 4.1 6.68 0.17 1.15 0.5 5.1 82 39.6 22 3.73 Notes: 1. Transverse displacement demand based on global (Seisab) model. 2. Bent longitudinal displacement demands based on rocking response using stand-alone analysis and WinRock program. Abutment longitudinal displacement demands based on global (Seisab) model. 3. The longitudinal capacity of bents 2 - 5 is not applicable since rocking occurs prior to longitudinal plastic hinging 0 o Simon Wong Engineering 5/4/01 Carlsbad Boulevard Overhead Appendix B Project: c^^^^hU Uvd. /yiv ClUMr^Ki lA/r^kir* cKir^tKtccotKir^ Page: yy Vv 7/%^ ^=^olMON WONG ENGINEERING // \// \// \ STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^^55^ Designed: r^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: i 130(03 Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: C^/iV/i^ -^3^rF M 3"33''^5"i^ 1^ <4 l ° 1^ •''3'' 33' +1 P'^l^ C^ll C^,olfil ^ LOi'^t-flv o-P dKi^-j^'^ ^w.'ctened) ^-Wc4u 5*0 ' - 0 " no i^/vdi ^ ^ sklAA^ le^-fK - 5o,-t' -71- 7 -ff Project: C^^jc^]^ (2,|^4 Page: j37 yy Vv yyVv y^^v WONG CNGiNtztzHING 7/ \v/ ^P/ \S STRUCTURAL A BRIDGE ENGINEERS Proj.#: <i>Q^SBi Designed: p^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: <=} Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: a. " Sinc^ 'S.^A^mic cas€, use t>U cj/o^-f 6JM^^ UCLDI -(ac-f-t^v^S. ^ 7>'^'7, ^ pe/f=.-Vvv(irla/^~^ it 1^, . 3 ',3 t tlev= ^^'.5t (:/V5-Bcjil+s) 6>«4.+ 3 t F p 3' <:;:ir\<«w (ji-r<jtf^^ 1 ^ £-leV: 1^ 50.-1 ^ 6'xii,-fi'/.^ ci^ t'^s*^ 1^0/flA -• 7'5 "^f -Ff Project: ^^J^y //^ TSX ^V Clilif/^AI M/OAJ/^ Chir^lMCCDIk/r^ Page: >y Vv y/Vv yy^ WONG CNGINCCMING // \v/ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ' (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#:^.^| Designed: rS >y Vv y/Vv yy^ WONG CNGINCCMING // \v/ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ' (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: 1(30 |o3 Checked: >y Vv y/Vv yy^ WONG CNGINCCMING // \v/ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ' (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I I 'H^^ ^'-L-J^^-'v^ . •• - . J,)— fxp3ie A \p^^\= (i7'5-e^(44,5^-f-f)x o,|3i<.f 7%—Z777 / //,.• 18,5 rti^t F/F/S: I Page: tJI yy"^ j^=^oHVION WONG ENGINEEnING 77 \// \ STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^-^gf Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: <=(|3olo3 Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 1 \ Revised: I I y Cio'\-^, Z \ -ii^y 4 311 -I- I5Z-) ^ = 1^175 /4s5iuoa€ rec-43.c<jular a>^wj,t-e.ssroA block to ^ r^r Gii^^ 1^ I fa ^ip>c7 c)^o7e^ /^5rck ^, 2,00 I TABLE 1 SUMMARY OF RECOMMENDED GEOTECHNICAL PARAMETERS CARLSBAD BOULEVARD OVERHEAD (BRIDGE NO. 57C-134) SEISMIC RETROFIT PROJECT trT Soil Y c k £50 Ultimate Allowable Friction Type Bearing Bearing Coefficient Capacity Capacity (psf) (deg.) (psf) (pci) (ksO (ksO Rl! 120 0 2,000 500 0.01 10 3 0.35 Terrace 125 38 0 225 N/A 25 5 0.50 Deposits Bedrock 130 0 5,000 2,000 0.005 25 5 0.50 DELTA COXSIJIT.WTS 4 ^ c Designed: ^5 Checked: % SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 ; (858)566-3113 FAX (858) 566-6844 Page: Proj.#: 5-00-5-81 Date: So o3 Revised: /IA ^ 1'^^.. = 1,^(675 8 ^-ft)- G§86 U'-f-f 1—^ 1 ^ ^ I , r V S'fjAtc. -)-u ^ -^2- lA&i/y7 rl blA 3 ^<.r- A\. b5\'S ) I D 3 , S k - -f f - yu '-3 + = ^, 5k5t, 4)= o,^D ^/Kcv.,.n.+ ) , -(^ ^ 3LUA . C^^dsUc4u.^- Set hex 4" -G>^ ca I Cu la 4n"oKi o-f Project: Carlsbad Blvd. Retrofit Designed: CS Page: If^ Project*: 500-581 Capacities {^Mn) b b fc fy phi d Input: 1 fl 12 in 4.5 ksi 36 ksi 0.9 44.5 in Existing Reinforcement Required with increased footing thickness.. Reinforcement ^eq^Provided: As=| 0.871 in /ft (use "Goal Seek" command) a= 0.681 in (|)Mn= 1242.0 k-in (t)Mn= 103.5 k-ft Moment Demand < 103.50 k-ft % Difference 0.0 Project: ^a^lshd BUI /yvv TXx :—*v cm/irMii iA/r\htr* ckir^sKiccDiKir^ Page: j qj yy Vv. yyvv, //%. WONU cNGINccniNG 77 V^ \v, STRUCTURAL A BRIDGE ENGINEERS Proj.#: Pbo'SS 1 Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ^j^ojo^ Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: uhli^e eKisH^ rt.\xho^cewstAF ^ lirs CSaj .f^^ ISokAF 4o v^in>rv^\^p c^Ki'lli'rvO, e^ToWs Project: Carlsbad Blvd. Retrofit Designed: CS Paga: '^'^ Project*: 500-581 Capacities ((|)Mn) Input: b 1 ft b 12 in fc 4.5 ksi fy 36 ksi phi 0.9 d Existing Footing Depth Required assuming splicing of new rebar to the existing rebar in the bottom of the footing.. . 80.0 (use "Goal Seek" command) Reinforcement Req'd(^ovide^^ As= 0.48 in^ / ft a= (^Mn= <t»Mn= 0.376 in 1242.0 k-in 103.5 k-ft Moment Demand 103.50 k-ft % Difference 0.0 Project: C^^b^aJL ^(yoi Page: j yy Vv yyvv yy^ WONG tzNGiNccHiNG 7/ \v/ y\ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858)566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 5^^>.53, Designed: yy Vv yyvv yy^ WONG tzNGiNccHiNG 7/ \v/ y\ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858)566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: (D|I|P3 Checked: yy Vv yyvv yy^ WONG tzNGiNccHiNG 7/ \v/ y\ STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858)566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I Ve^^mir^ As. ^.Jl u3iAfl^ 54vei^ bg-ri CCSX Kvv^.,u^l) c A. 4 oi6- ^^^Fx 1 ^ ^ p y *7r7's ^< r fL 2 O' -hoc \>iv^ Fl " o,h5 J^'^ ^ p OCX?, ^^P5 8, (t,2.l) reA^^ -0. o5 -f^ e^iek \ooo^p , , ''6 ' u M • •s-+-vf •f! u-kick AWH ^,V^ -It^ 4/M^ o4 AWsec7^'o,^, I I Project: Carlsbad Blvd. Retrofit Page: Designed: CS Project #: 500-581 I Capacities {^Mn) per BDS 9.17.2 (High Strength Bars) Input: phi 0.9 b 1 ft * Determine yield strength using prestress formulas b 12 in (note: fsu* is comparable lo fy for reinforced concrete d 44.5 in design) 3 4.5 ksi ^ c^-^Ts 150 ksi h'^ Y* ~ a5T(for bars, BDS 9-3) (3i 0.85 (BDS 8.16.2.7) Reinforcement Req'd/Provided: As*= 0.50 in^/ft (assuming 1 bar per ft) p!,=_.,_.0-..Q0p936^^^ C,_fsy*,= 14.Z..0_ksL,..r-(BDS 9.17.4.1) (t)Mn= 2889 k-in Moment Demand % Difference L(t)Mn= 240.8 k-ft > 103.50 k-fl 132.6 pAuct^ \J3.iu.e^ Cjov^^ya3\e. Aa -h^,^. Project: ^[^^34 BUij Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: )c^-^ Proj.#: JoO-JS] Date: -111 Revised: Per /V\TP 2_0'3 , 30. H/gk S+vc^fK Bars, ^itva^^i^ (ASTM A7'2-^) r' P«awe-fer bar ^ Cws.s Se<i4i'oM Ave a ^ o,65 'VieU S-Vvei^-t-W - lPoA<.\ •fn^yyv "tUij da-fa , a .s4vetAji1v iS isWvi U5e ' i h J - CoH \iri\e$ a o^ishnce o-f -(VT?m-. haf of exi:s4.\ -(;o4i\ N3 3 Project: Carlsbad Blvd. Retrofit Designed: CS Page: I Project*: 500-581 Capacities ((|)Mn) b b fc ^ fy phi d Input: 1 ft 12 in 4.5 ksi 120 ksi 0.9 42 in * Determine Area of high strength rebar required assuming a 4' deep footing (Possibly Decrease footing thickness if As is low...) Reinforcement Req'd/provided: As=| 0.281 in / ft fuse "Goal Seek" command) a= 0.722 in (t)Mn= 1242.1 k-in (i)Mn= 1p3;5k-ft Moment Demand > 103.50 k-ft % Difference 0.0 f'. . c^e-kv^iuiAe 5pac\A^ i^'A ^D,B^ (oii'i^Fyc>^^ 5-0 tni-Ainum. 9p'^^i'^ 4A3alcA W ^ -/illis -fi>o-4,V«^ c-^^Pf3iW.13 4to/t ptdicip oh re.]pir I see. \ryeyh f\'^ Project: Carlsbad Blvd. Retrofit Designed: CS Page: '^"^ Project #: 500-581 Capacities {^Mn) / Input: b 1 ft b 12 in fc 4.5 ksi fy 120 ksi phi 0.9 d * Determine "d" required assuming an 18" spacing of the high strength rebar (And possibly reduce the retrofit footing depth needed) 21.3 in (use "Goal Seek" command) 0, ^5if\'^ 7 \zP s:(7^<.,Wj Reinforcement Req'd/n^ovldedh As= 0.56 in / ft a= 1.464 in (t)Mn= .1242.1 k-in ^m= 363.5 k-ft Moment Demand > 103.50 k-ft % Difference 0.0 'a ZH" -I 7\{r,W S-^vtKatk W*^ vvac, \)e. ]Aec.essa C^ck sao^ 'D I'dA^p-^c^-^F^ I I Project: Carlsbad Blvd. Retrofit Page: ' ^ ^ Designed: CS Project*: 500-581 I _ I I Capacities (<t)Mn) Input: b . 1 ft * Using a 3'-6" footing wilh #9 bars spaced at 18" with b 12 in fy=60ksi will be sufficient fc 4.5. ksi fy 60 ksi phi 0.9 I d 36.0 in -p as^u^p^ (."4:y^^' ^/ V- A" de^f> i^p,-^ Reinforcement Req'di(ffovideS) As= 0.67 in^ / ft I I I C3 a= 0.876 in (|)Mn= 1286.6 k-in Moment Demand % Difference (t>Mn= 1,07.2 k-ft > 103.50 k-ft 3.6 ^ <^ 'a)ig"c,c, pv^W^s ~ \o7,Z > y(A„ = \03.5 W-/f I 1^1 '^^X> 0.<L. p I w^iV^ M.o/''^al s^>^^4^ Chj-^ Goic-hO rA^sy, I I I I I I Project: Q^yls^^ hlsil Page: (^\ y/ Vv. //^ yy^ WONfj cNGINccnlNG 77 \v/ ^S77 \s STRUCTURAL A BRIDGE ENGINEERS Proj. #: 5-00 ^^•g j Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /o/g^os Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Pe^oviW /Uo^n-f m pier LJ^,/! ; 3.S «T3 10- /V\ •"i P^ ^yh"'^'^ 4 o Z:£iil^l^^/^.,.yo ^^^^^ - 1(^7 k-ff Project: p^/FFii, //T^ 7A^ QIMOA/ WnfJfi PfJfilfJPPDIMn Page: \.^Z yy vv y/Vv y^^\ wunij ciycvf/vccriffvci V^ Vv STRUCTURAL & BRIDGE ENGINEERS Proj.#:^^^5g, Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /o/g^os- Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised; p.'er t- - (^6. ^ ' (^ot s ^ /3 7.5 k'ff 4.6,5 ^ 4' - o,<i^ -fk H3k^: -pr vTSu.|4s , , , Project: Carlsbad Blvd. Retrofit Designed: CS Capacities {^Mn) Page: '^3 Project #: 500-581 Input: b 1 ft b 12 in fc 4.5 ksi fy 60 ksi phi 0.9 d 33.0 in * Design Bottom of Pier for Overturning Moment using Mu= Mo = 1.2*Mn (use "Goal Seek" command) Reinforcemenr Req'd/provided: As= 0.94 in / ft a= (|)Mn: (|)Mn= 1.234 in 1650.1 k-in 137.5 k-ft Moment Demand > 137.50 k-ft % Difference 0.0 ok \p Project: C^^l^M BM. Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: j Proj. #: 5V,o^ 5g / Date: ll o3 Revised: AfP use 0,8 k ~ i nM'a(nrtu.t^ rOwFovcefy^j p all -fia4- ,s re* u/tTfCP^. (io ^^/Dv^'Ae e^4y3 reittMcD-ai^g I I Project: &/vcl. Page: >y vv yyvv yy^ WONG ENGINLcnING 77 V^ \v STRUCTURAL A BRIDGE ENGINEERS / J Proj.#: 5oi)'^| Designed: p^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ^b|'=^|o^ Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^ °\. L if^ir- l^oo WJ^ 'A4O 4^O 8 6.^5") IZ.-00 J» - /D" = i]^^ N 0,-1 5< Project: CarUb^ b/vd. //^ TTT^ —^v CfJlif/^Af \A/r^hir^ chtr^tKiccDihsr^ Page: |^(^ yy vv y^^v yy^ rKU/vCi ENjGINEEnING /7 \-y V<y STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^_5g, Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: pi'pe l^^S'4rairvei^ r^s^^A : / /\3sttn^. I ppe \res,4yamey ex^e-nor- bau^r ^-^eia-lere-ci) Siolf o4^- p,pe 4-0 -fnV i4 (A h^ce.. ^ peak q^,./ a - ..b,.^/;5^ :. cti^^. .p^vib^^^ <Xoys4 e;ise . a cce\tv^ A^^_ - .|,X.^ ^pa^5 -^^Uf ^ ^^•nO^^'^-'O - 88 7 ^.'ps ......P..^ Co^seirva4iWj ass.vv^ -^^4 p\^^^ ,3 ^ ^^^.4.0^ ^ .^^auit (4i^£ 4-0 4-n'c-(io;^ ei^wcj ^S^^^ir^ ^^o^s o-f-f + Jo not o77cr ^^-^3.^4 aw^v>vc/e) ^ DU - <387 ^' C^L mcAo^7 Project: C^^\^\,^ 9)^/. Page: y/ \v y/^ yy^ WONG ENGINEERING /7 \^ \V7 \ STRUCTURAL A BRIDGE ENGINEERS Proj. #: 5oD'5S' / Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^^c^/oj Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: pe5 f 4^ ^s-7 Pch- o4 l?ri'cl<^', - £7l\£.4. 4^4wA ecl^ ^ tamer Ao Q bat^ •= P\ue^ l5 ol«S+. -prow>^ ^^^^^^ ^'f c'Oyltlrli ea34e/A (^Uf^ l5 ot(S+, O'''^' ^iV«^ oa-|er ejd^ „4 coiAened. p-or-h'oA. = H'A 3 56 u»^iV^ ^ul'^4e^^e<4 (^tVaW^i ~- l'-^ lo" c^Ue -ft- Project: C^^{c,\,^ gM, /y^t 77:^ CiJiimM lA/r^mr^ CKtnthtccDtKir^ Page: yy Vv yyvv //%. WONG cNGINccnING 77 ^\wy \ STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^c6-$e\ Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ,<,y^ j^^ Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ' z ' 33' - Fp3lS') -t ims' = 34, 5^-F+ -use 36-^^ 3s (f^'-t) value Aor mo^uif Cd.^<=9c(f^ As, ^ 'cl. - 8 Pouble ^x-lva c.py^y^ p;^ Zl . 3 'A ^ Project: CsckbsJ . //^ Txv Ginjir^Ki Mur^hir^ chir^tKtccDiKtr^ Page: \^ yy vv >yvv y^^\ WONG CNUINCCHING /7 V^ \ STRUCTURAL A BRIDGE ENGINEERS ^••"j *- 5o0'38^ Designed: CS 9968 Hibert Street, Suite 202 ? (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: I0/13/0? Checked: 9968 Hibert Street, Suite 202 ? (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Shesir fhcMo^ Desian C ^<'^c^-i^ Be, \<Mc^ <. — —0 ^ ^ t3p5 g, It, t,H.4 f: - Vu 4> use 0, L> X. hr C-OH.Cv-e-le p 13 cei4. a^J<'AS4 (Aar Jeaec^- <3ryn '0 A O .'To 65 Jiecvt^s^ >r^^^ kj ^ F^A^2 A - I, o \ Project: .^a/kW Blygl. Designed: (^.^ Checked: S/Af OA/ WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page: {(^o Proj.#: ^00'^/ Date: Revised: A /a ||.7Zm ^ IT » e ^ ^'B^vs pH)vr<:.W per epati'/^ "7 5,p'ace5 ^ res II ae-ed 8 ' Spciri'A^ ^ (^0 -6 0 per ervol V ^ ^ ^y^j^) Project: Q^^l^l^ ^|^^, Page: yy Vv yyvv yy^ WONOi c/Vul/Vccri/Aru /7 \vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 3oo~SSj Designed: p^ yy Vv yyvv yy^ WONOi c/Vul/Vccri/Aru /7 \vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: 1O(H(O3 Checked: yy Vv yyvv yy^ WONOi c/Vul/Vccri/Aru /7 \vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: f Ha.e.Hd - (-5 7 iii ) ^(lojc IZ- ' V I 2- 4" + 7^ 1/- •4 ^ /o" 5o .s-hzph Fi(^-\ ro\cj o4 4OIA^U /O' belc>i.o -/iv2. 4op '4><j p^2^_^ P^ g>" ve.v4,'talli^ Project: (^arkbaol fclvd. Page: ^J^L yy vv yyvv //%. WONU cNGiNccniNG 77 \vy \y/ \v STRUCTURAL A BRIDGE ENGINEERS Proj. #: 5oo -58 / Designed: 9968 Hibert Street, Suite 202 ; (858)566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: IO[H jo3 Checked: 9968 Hibert Street, Suite 202 ; (858)566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 3X lA pYpjr ]/^rS P\^jiiM^h> aH^*^ 5"o/ne. -hiX^VMACt 4-or c£'Hs4Ku«i4T=>*'i , ^^ilA. r" h^Kl A-L- LAYOUT Project: CtfishsJ. BhJ. /y /xv cjjiiinAi M/riAi/^ cMr^miccDiht/^ Page: ^^-^ yy vv yyvv yy\v WONG cNGINtzcniNG 77 \^ \v STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^o-3»\ Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: lol^o Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Ckecl/ S|^e8r 0/1 ^o|4? u^cd -Ar di^cii r |^5,gv^ e>o Us 4= ^.^'tk^Wol ^e^S' "^ Free. ^ u^>(^ L^^D : s/o\Tp. . -^y,? ^' H .3 4 2.'h5(iw^ irk/^^^ ^ \f[ciiAM(^ sUear plafte Smce Hu-b (9|iev loQfW "i) pipe inAersecA)\ \on ... U: 5''v^ A3^5 Ul4s ^ 5rAq^U 5U<jr ^ -f^^a^ls ,^cWept 1^01-p 5ke3/r s~4re>vj4ti - 1/5 " t>3, 6 k 0,3 .C ^y^^o \j 1 o , bo 14-5 ire.^uireA r> use 11 U 14^ Project: ^^p^h^ BWd, //vv 7A^ QIMnAJ M/nAI/3 PhlfilhlPPOIhlfi Page: , yy vv yyvv /^^^iniKjN VKC/fVu CfVufiVCCrilfVu \^ V^ Vv STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 ! ! Proj.#: 5bo'5)91 Designed: CS yy vv yyvv /^^^iniKjN VKC/fVu CfVufiVCCrilfVu \^ V^ Vv STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ia/is/oZ Checked: yy vv yyvv /^^^iniKjN VKC/fVu CfVufiVCCrilfVu \^ V^ Vv STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Meed 4<>- oie-i^q^rv S^y a^M case t^Q Av^n^srttrse\o^; gUe<r lo^ ^ / span W .A$.5i^»-6 co«44,cten4 o-^ 4^,c4.on 5"pa.r\ A J u^io^h ^ Aci-4iv-e f^^<;-£ 0 p^ - o, 3 O ^ (: •?D8 ) ~ 6 IO (?.7 ^, X C75') I I Project: (2aylc,[?^A Bhl /Arr TTT =1 ClflifOAl M/ZIAf/S Page: 14/ yy VV y/vv yy^ OTrt/fVCi cfVulfVccriffVu \vy V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ; (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: ^cO-58\ Designed: c S yy VV y/vv yy^ OTrt/fVCi cfVulfVccriffVu \vy V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ; (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /o|/u jo^ Checked: yy VV y/vv yy^ OTrt/fVCi cfVulfVccriffVu \vy V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 ; (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ftT •&>VS 8, lb. G|>V^ :> v^^ — Co-HC/e--k |> Ucedl YKorto \>~4l\ icd t^Lj I' '-I A ^ X - 1,0 4-°r iaor/vid( CA/^1^4 Coj4Cy>£-4€. CPO US' A vf 3 ipov7^)(^\ .A) 17/4) I ,n I, IL. L 3A ^It^ ^^h^W \^ - D- c Atv or 800 Ac^v / . (0, Z-(^ c ^ Acv =^ (To. 2 X '-/OOO ) A^.v \-' 7^ }JA^ - (t|-74 00 A c v ISH3 in 800 5e. 3S, ^(3 " 5*, Project: Cark^^ Blvd. Page: / yy vv yyvv yy^ WONG cNGINccHING 77 \v/ V/y \V STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: 5bd'5g| Designed: yy vv yyvv yy^ WONG cNGINccHING 77 \v/ V/y \V STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: K^ji^joj Checked: yy vv yyvv yy^ WONG cNGINccHING 77 \v/ V/y \V STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I I I i I /Av4, ra^'oL - 1-7, b 0 e IsAKiS 3o - # 7 b per- 5D ;2- U 6 7 n s4^' Project: ^risbai BW^^' Page: {(^-J y/vv yyvv /7^\. WONG cNGlNccniNG 77 ^^7 \^ Vv STRUCTURAL A BRIDGE ENGINEERS Proj.#: ^oo-58l Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ,o|,b|o3 Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: y • 3 3'' 4 ^ la 5+7 mtf'i jf I •'A -lib -I ZOO J, AT: c/ie 0,-7 lMuAroy^ hArtyr i-du - on ^ 7 l^o X o,^2fJ 1 ^ '^OOO p5i /I, 6, Z , use 4t 1 bay Mus-f be r 1^' Project: ^irkW Page: / (^g. yy vv yyvv //%>. WONG c/Vuf/vccrif/Vu i/ Vw/ V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#:^oO_5g 1 Designed: yy vv yyvv //%>. WONG c/Vuf/vccrif/Vu i/ Vw/ V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: (o \\^ 03 Checked: yy vv yyvv //%>. WONG c/Vuf/vccrif/Vu i/ Vw/ V^ \v STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Pe4eryvii/>e p^e\je\oprreni Ul^^4t^ re<^'d 4^r # "7 bd*)^ ; ^3c\oy ('g. 26. 3.0 7 tar I A|^ - D.loO m'* \ ^X>OD [£•8 1^. Z\ " 3d Project: Qarlsha^ B/vd-Page: yyj^=^olMON WONG ENIjilNEEnING 77 \jy \. STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#:^£>'68| Designed: yyj^=^olMON WONG ENIjilNEEnING 77 \jy \. STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: yyj^=^olMON WONG ENIjilNEEnING 77 \jy \. STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: The re4-.^^;+ oks,^ /Kx^Ud .W <S^(^A6 sU^s ?n ^I'^pUo-en^i" ^WidKipl re£^uiW»r^4- o-f 7,Q'', is iz' 6^;ol€ ^ ^U.'^k cw.ll ^^etpw,w^4e o//-s.p/3ceAyy.e^4 A««-£4 -/o |Dn3vi<4e_ o/,^i,>.4>^5 prwi'(4e evuv^K slscd^^ PFci-ion C^^^ciitA^ {Xprt{ Ose. Spen 6 . . . . Psf t^+K (^0*1 ^ t3.6 Project: ^aylshJi BhJ. Page: Yjh y/ Vv y/vv y^^^v WONla cfVuf/vccriliVu y/ \v/ V^ Vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: ^i^^SSl Designed: y/ Vv y/vv y^^^v WONla cfVuf/vccriliVu y/ \v/ V^ Vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: y/ Vv y/vv y^^^v WONla cfVuf/vccriliVu y/ \v/ V^ Vy STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^Kear Ancjion De.st'i^'. Av^ - V, 4>^^ = Va v„ - Vc, 4^ o, A, 4«i^ ODKici^-fe- pisctd- (J^di/sf ha^^W^ ^-oMnn2-k. X ' /, o A c. 86 -5 2.1. ^ k.V^ P.vrJe ov^ 16^4-^ of (,3,^^^ ^ ^"ci. r+o^/ ^ 13 Kl>5^^ 63 ^ 'Jes o,z3 .n^/^^ Project: ^^^f^b^l^ Slvd. Designed: Checked: SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page: \ Proj.#: 3oo~5'gl Date: Revised: fier 60,3 11 R£in-(c vceinen4 '• kimi 4ie& 4 cv^ss Aies 0. 0025 on ~ TlUt \ s^c-hon Oo I I -yA— 7 a€2j4 =ff 7 ^ I ::L " Cineck. Spclci/x^ ^5ee lyicK-i f^,^ '0 Project: Csr\<,hsck Blvd. Page: p-^ yy vv yyvv y/\v WONU tzNGINEcnlNG 77 \J/ \^ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: ^-.^g*/ Designed: yy vv yyvv y/\v WONU tzNGINEcnlNG 77 \J/ \^ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: yy vv yyvv y/\v WONU tzNGINEcnlNG 77 \J/ \^ \y STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: e. 18. z,\ri use. li." ^p«ai^ 3o -ft- -7^ 12^ okl ?3 •TT cl^ar^ ver-d'cc^l Spc^ci^ Ar^ ^" (^^o S^-^^") I I Project: C^rk\>ed dWjl. Page: 1-1-7 yy/7^^ ^==^ol/WC//V WONG ENGINEERING 77 \v/ ^^7 STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj. #: ^00 'SSl Designed: ^£ yy/7^^ ^==^ol/WC//V WONG ENGINEERING 77 \v/ ^^7 STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: yy/7^^ ^==^ol/WC//V WONG ENGINEERING 77 \v/ ^^7 STRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^ , UJ/ % - *1 " A5K > 0.30 ^<=i")C33")/-t k.; - I ^ ^y>Ki-cits 0,3S(> I'A^ > O.SH '5 ' edck o4^k.r i>o^K- ver4iVj(ie| ^ k? ri"^o»^4;3!kj Ig, \% ,t3P( \ (A) J -2K Project: C^^\^sJ. glvc^. //rr TTT ^ai CfAyfOA/ U/nAf/3 PIUfilMPPOIMn Page: )-nvl y/vv yyvv yy^ rrfivfci cfVuffVccriifVu \vy V// \v STRUCTURAL A BRIDGE ENGINEERS ! 1 5 Proj.#: 5cO-^^l Designed: rS 9968 Hibert Street, Suite 202 i (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 Hibert Street, Suite 202 i (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^4 4-1^ Sa^rve Spaci' , cKa/z^e If -7 9 12. fl APPENDIX A SEISAB OUTPUT # 1 (AS-BUILT GLOBAL ANALYSIS) sssssss sssssssss ss ss SSS ssssss ssssss sss ss ss sssssssss sssssss EBEEEEEEE BBEEEEEEE EB EB EBEEE EEEEE EE EE EEEEEEEEE EBEEEEEEE IIIIIIIII IIIIIIIII III III III III III III IIIIIIIII IIIIIIIII sssssss sssssssss ss ss sss ssssss ssssss sss ss ss sssssssss sssssss AAAAAAA AAAAAAAAA AA AA AA AA AAAAAAAAA AAAAAAAAA AA AA AA AA AA AA AA AA BBBBBBBB BBBBBBBBB BB • BB 11 BB BBB BBBBBBBB BBBBBBBB BB BBB ' BB BB BBBBBBBBB > BBBBBBBB Version: 4.3 Released: 4/99 Imbsen and Associates, Inc. 9912 Business Park Dr., Suite 130 Sacramento, California 95827 Telephone: (916) 366-0632 Written By: Roy Imbsen Jon Lea Vic Kaliakin Ken Perano James Gates Susan Perano ******* Date: 24-APR-01 Time: 10:12:39 /^S-3yJh SEISAB 'Untitled' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN . JOINTS 2 OUTPUT LEVEL 0 BLOCKING FACTOR 0 SPANS LENGTHS /32.0000/ /30.6000/ /26.8000/ /30.6000/ /4S.0000/ I I I E /550600./ /550600./ /550600./ /550600./ /550600./ PRATIO /O.200000/ /O.200000/ /O.200^00/ /O.200000/ /O.200000/ A"^ WEIGHT /6.00000/ /6.00000/ /6.00000/ /6.00000/ /6.00000/ NIJS 3 3 3 3 3 ' ' ' DESCRIBE I COLUMN 'Type 1' AREA 4.00000 111 1.60000 122 0.320000 133 0.320000 I A22 0.00 A33 0.00 DENSITY 0.150000 E 550600. PRATIO 0.200000' I COLUMN 'retro' AREA 162.000 111 560.000 122 121.500 1 133 39400.0 A22 0.00 . ; - . .A33 .0.00 - -'"• ' . .• V T • DENSITY 0.150000 E 550600. PRATIO 0.200000 ' CAP 'Type 1' AREA 7.40000 111 5.10000 122 50.0000 133 5.90000 A22 0.00 . A33 0.00 DENSITY 0.150000 E 432000. I PRATIO 0.200000 BEARING ELEMENT 'bent' KFIFI l.OOOOOE+07 KF2F2 l.OOOOOE+07 KF3F3 l.OOOOOE+07 I KMIMI l.OOOOOE+07 KM2M2 l.OOOOOE+07 ABUTMENT STATION 0.00 BEARING -I N 45 0 0 E - N 45 0 0 E ELEV TOP 100.0.00 AT ABUT 1 ELEV TOP 100.000 AT ABUT 6 CONNECTION PIN AT ABUT 1 6 I BENT ELEVATION TOP 100.000 100.000 100.000 100.000 ELEVATION BEARINGS 98.5000 98.5000 98.5000 98 5000 ELEVATION CAP 97.0000 97,0000 97.0000 97.0000 ELEVATION BOTTOM 70.0000.82.5000 82.5000 70 0000 I BEARING - N 45 0 0 E - N 45 0 0 E - .... N 45 0 0 E - N 45 0 0 E -I - $ • End of Bent Bearings , i COLUMN 'retro' AT BENT 2 5" COLUMN SKEWED LAYOUT 'Type 1' 16.4000 16.4000 5.40000 12 5000 - ' Type 1' AT BENT 3 4 COLUMN TOP END JOINT SIZE 1.50000 AT BENT 2 3 4 5 CAP 'Type 1' AT BENT 3 4 CONNECTION JOINT BEARING ELEMENT. - 'bent' AT BENT 2 3 4 5 FOUNDATION AT ABUTMENT 1 6 SPRING CONSTANTS KFIFI 600.000 . KF3P3 1000.00 AT BENT 2 5 SPRING CONSTANTS KM3M3 340000. AT BENT 3 4 SPRING CONSTANTS KM3M3 7000.00 LOADS RESPONSE SPECTRUM MODE SHAPES 5 ARBITRARY CURVE PERIOD 0.0100000 0.0890000 0.148000 0.241000 0.300000 0 422000 - 0.596000 0.930000 1.51600 2.07500 2.98200 4.00000 VALUE 0.470000 0.787400 1.11000 1.19300 1.19500 1 08300 0 928000 - 0.672000 0.405000 0.276000 0.152000 0.00 GRAVITY 32.2000 DAMPING COEFFICIENT 0.0.500000 I I I I I I I I I I I I I I I I I I I I I I I I I -SEISAB Page 1 (Version 4.3.0) 24-APR-oi Imbsen and Associates, Inc. Untitled SEISAB DATA INPUT RESPONSE SPECTRUM ********************************************* ******* THE BRIDGE MODEL GENERATED IS BASED ON: 3 INTERMEDIATE JOINT (S) ON EACH SPAN 2 INTERMEDIATE JOINT(S) ON EACH COLUMN SEISAB Page 2 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled ALIGNMENT DATA INPUT INITIAL REFERENCE POINT AND ALIGNMENT STATION STATION COORDINATE .... OFFSET.... DIR VALUE BEARING 0.00 0 . 00 0.00 0.00 N 90 0 0 E Page 3 SEISAB--(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled SPAN DATA INPUT A3 I I SPAN 3 1 SPAN 4 1 SPAN 5 1 26.80 26.80 30.60 30.60 45.00 45.00 67.80 24.00 4800.00 55.90 70.70 27.70 5000.00 65.40 91.40 53.40 6450.00 161.00 AM I I I I I I I I I I SEGMENT A22 ELASTIC P- A33 MODULUS RATIO DENSITY WT/LENGTH ' SPAN 1 1 SPAN 2 1 SPAN 3 1 SPAN 4 1 SPAN 5 1 0.0 0.0 0.0 0.0 0.0 SEISAB Untitled NO. 1 SEGMENT NO. 2 SEGMENT 0.0 550600. 0.20 0.150 6.000 0.0 550600. 0.20 0.150 6.000 0.0 550600. 0.20 0.150 6.000 0.0 550600. 0.20 0.150 6.000 0.0 550600. 0.20 0.150 6.000 Page 4 - - - (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. DESCRIBE DATA INPUT COLUMN INFORMATION TITLE: Type 1 INFORMATION: LENGTH AREA 111 122 133 0.00 4 .00 1.60 0 .32 0.32 ELASTIC P- SEGMENT A22 A33 MODULUS RATIO DENSITY 0.0 0.0 550600. 0.20 0.15 TITLE: retro • INFORMATION: LENGTH AREA 111 122 133 0.00 162.00 560.00 121.50 39400.00 ELASTIC P- S "3 MnniTT.ITC DZVTTn nPMCTTV I I I I Untitled I I I I I I I I I DESCRIBE DATA INPUT (CONTINUED) BENT CAP INFORMATION NO. 1 TITLE INFORMATION DENSITY ELASTIC MODULUS POISSONS RATIO Type 1 0.150 432000. 0.20 AREA 111 122 133 A22 A33 7.40 5-:-l'0"' 50.00 5.90 0:0 0.0 BEARING ELEMENT INFORMATION NO. 1 TITLE: bent INFORMATION: KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 l.OE+07 0 . 0. 0. 0 . 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 l.OE+07 0. 0. 0. KF3F3 KF3M1 KF3M2 KF3M3 l.OE+07 0 . 0 . 0. KMIMI KM1M2 KM1M3 l.OE+07 0 . 0 . KM2M2 KM2M3 1.OE+07 0 . KM3M3 0 . Page 6 I I I I I I I I I I I I I I I I I I I GEOMETRY AND GENERAL INFORMATION SUPER CG WALL BOT ABUTMENT ABT STATION BEARING ELEVATION ELEVATION CONNECTION STATION 0.00 N 45 N 45 SEISAB 0 0 E 100.00 PIN 0 0 E 100.00 PIN Page 7 - - - (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled BENT DATA INPUT BENT GEOMETRY, WEIGHT AND CAP INFORMATION BENT BEARING WEIGHT CAP TITLE NOTE 2 N 45 0 0 E 0 .00 3 N 45 0 0 •E 0, .00 4 N 45 0 0 E 0, .00 5 N 45 0 0 B 0. .00 Type 1 Type 1 CAP NOT REQUIRED , CAP NOT REQUIRED , BENT ELEVATION INFORMATION BENT SUPER CG ELEVATION 100:00 100.00 100.00 100.00 DIAPHRAGM BEAR. ELMT BENT CAP FOOTING ELEVATION ELEVATION ELEVATION ELEVATION 98.50 98.50 98.50 98.50 97.00 97.00 97.00 97.00 70.00 82.50 82 .50 70.00 BENT CONNECTIVITY INFORMATION BENT SUPERSTR BENT TO SUPERSTR CONTINUITY CONNECTION TYPE 2 EXP. JOINT BEARING - BEARING 3 EXP. JOINT BEARING - BEARING 4 EXP. JOINT BEARING - BEARING 5 EXP. JOINT BEARING - BEARING SEISAB- Page 8 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled BENT DATA INPUT (CONTINUED) BENT BEARING ELEMENT LAYOUT A^- FORE BACK FORE BACK FORE -.1 bent 1 bent 1 bent 1 bent 1 bent SINGLE SINGLE SINGLE SINGLE SINGLE Al BENT COLUMN LAYOUT BENT SPACING COL TITLE i .... GROUP OFFSET. . . DISTANCE SPCNG DIR OFFSET SKEWED SKEWED retro Type 1 Type 1 Type 1 Type 1 Type 1 Type 1 Type 1 Type 1 Type 1 Type 1 SINGLE 16.40 16.40 5.40 12.50 16.40 16 .40 5.40 12.50 0.00 0.00 0.00 Untitled retro SEISAB - - SINGLE 0.00 Page 9 (Version 4.3.0) 24-APR-01 Imbsen and Associates, Inc. BENT DATA INPUT (CONTINTOD) BENT COLUMN END INFORMATION .TOP. .BOTTOM. LT LT LT LT BNT COL ASSTMM BRG ELMT JNT SIZE ASSTMM BRG ELMT JNT SIZE 1.50 1.50 1.50 1.50 1.50 1. 50 1.50 1.50 50 50 50 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OO 0.00 SEISAB Page 10 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled ABUTMENT WEIGHT ANGLE ^pUNDATION TYPE FTNG TITLE 0.00 0.00 SPRING CONSTANTS 0.00 0.00 SPRING CONSTANTS A8 ABUT ABUTMENT FOUNDATION SPRING CONSTANTS KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 600. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 1000. KMIMI KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD S E I SAB KM3M3 DOF FIXD Page 11. (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled FOUNDATION DATA (CONTINUED) ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABUT KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 600 . 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 1000. KMIMI KM1M2 KM1M3 DOF FIXD -SEISAB- Untitled DOF FIXD Page 12 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. FOUNDATION DATA (CONTINUED) Al COLUMN FOUNDATION INFORMATION AT BENT 2 ROT. WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE COLUMN 0.00 0.00 SPRING CONSTANTS COLUMN FOUNDATION SPRING CONSTANTS AT BENT 2 COLUMN KFIFI KF1F2 KF1F3 KFIMI KF1M2 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 DOF FIXD DOF FIXD DOF FIXD DOF FIXD KF1M3 KF2M3 KF3F3 KF3M1 KF3M2 KF3M3 KMIMI KM1M2 KM1M3 KM2M2 KM2M3 KM3M3 340000. COLUMN FOUNDATION INFORMATION AT BENT 3 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 0 00 0 00 SPRING CONSTANTS 0 00 0 00 SPRING CONSTANTS ,0 00 0 00 SPRING CONSTANTS 0 00 0 00 SPRING CONSTANTS 0 00 0 00 SPRING CONSTANTS SEISAB Page 13 (Version 4.3.0) 24-APR-oi Imbsen and Associates, Inc. COLUMN FOUNDATION SPRING CONSTANTS AT BENT 3 COLUMN KFIFI KF1F2 KF1P3 KFIMI KF1M2 ALL DOF FIXD KF2F2 KF2P3 KF2M1 KF2M2 DOF FIXD DOF FIXD DOF FIXD DOF FIXD KF1M3 KF2M3 KF3F3 KF3M1 KF3M2 KF3M3 KMIMI KM1M2 KM1M3 KM2M2 KM2M3 KM3M3 7000. AlO COLUMN FOUNDATION INFORMATION AT BENT 4 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0 00 0 00 SPRING CONSTANTS 2 0 00 0 00 SPRING CONSTANTS 3 0 00 0 00 SPRING CONSTANTS 4 0 00 0 00 SPRING CONSTANTS 5 0 00 0 00 SPRING CONSTANTS SEI SAB - - Page 14 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 4 KFIFI KF1F2 KF1F3 KFIMI KF1M2 COLUMN ALL DOF FIXD KF1M3 KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3. DOF FIXD KMIMI KM1M2 KM1M3 KM3M3 7000. An COLUMN FOUNDATION INFORMATION AT BENT 5 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 0.00 0.00 -SPRING CONSTANTS Page 15 -SEISAB (Version 4.3.0) 24-APR-Ol Imbsen and Associates,. Inc. Untitled FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 5 COLUMN KFIFI KF1F2 KF1F3 KFIMI KF1M2 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF1M3 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD .KMIMI KM1M2 . KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD SEISAB KM3M3 340000. Page 16 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 5 DAMPING" COEFFICIENT = 0.05 ACCELERATION DUE TO GRAVITY = 32.i20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0 .010 0 .4700 2 0 .089 0 .7874 3 0 148 1 1100 4 0 241 1 1930 -5 . .0 300 1 .1950 6 6 422 1 0830 7 0 596 0 9280 8 0 930 0 6720 9 1 516 0 4050 10 2 075 0 2760 11 2 982 0 1520 12 4 000 0 0000 -SEISAB Page 17 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled LOADING DATA INPUT (CONTINUED) 2.0 + ,1.9 + I 1.8 + t 1.7+ 1.6 + A ; C -.1.5 + C 1 E 1.4 + L ! E 1.3 + R ! A 1.2+ XX T r I 1.1+ X . 0 ! N 1. 0 + 0.9 + I i 0.8+ X X 0.7 + G ! 0.6 + 0.5 + USER INPUT ACCELERATION SPECTRUM !X 0.4 + 0.3 + r 0.2 + I 0.1 + I 0.0 + 2 PERIOD (SECONDS) imDsen ana Associates, Inc. Untitled LOADINGS DATA INPUT (CONTINUED) A'3 LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD CASE/COMB .DIRECTION FACTORS. X Y DESCRIPTION 1.000 0.000 0.000 LONGITUDINAL 0.000 0.000 1.000 TRANSVERSE 1.0*LONG + 0.3*TRANS' 0.3*LONG + 1.0*TRANS -SEISAB Page 19 (Version 4.3.0) 24-APR-Ol" Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS MODE PERIOD CS PARTICIPATION FACTORS Long Vert Tran % OF TOTAL MASS Long Vert Tran 1 1.280 0 .51 -7 535 -0 002 -7.789 44.830 0.000 47.900 2 0.346 1 15 -1 135 -0 133 1.291 45.847 0.014 49.215 3 0.228 1 18 1 354 0 354 -0.978 47.294 0.113 49.970 4 0.149 1 11 5 229 -1 292 -4.456 68.885 1.430 65.645 5 0.125 0 98 -1 278 -5 300 0.993 70.175 23.612 66.423 Page 20 - - -- S E I S A B -- --(Version 4.3.0) 24-APR-01 Imbsen and Associates , Inc. Untitled RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS LEFT FACE RGHT FACE OPNNG/CLSNG. ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU ABU 1 0 .350 0 .337 0 .350 0 .337 0 .000 0 000 2 0 362 0 348 0 362 0 .348 0 000 0 000 3 0 459 0 441 0 459 0 441 0 000 0 000 4 0 467 0 449 0 467 0 449 0 000 0 000 1 0 351 0 330 0 351 0 330 0 000 0 000 2 0 363 0 342 0 363 0 342 0 000 0 000 3 0 460 0 432 0 460 0 432 0 000 0 000 4 0 469 0 440 0 469 0 440 0 000 0 000 AM *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3*Long + 1.0*Trans -SEISAB Untitled Page 21 (Version 4.3.0) 24-APR-Oi Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS ITEM LC LEFT FACE RGHT FACE OPNNG/CLSNG... LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 2 Jl 1 0.351 0.351 0.351 0.351 0.000 0.000 2 0.363 0.363 0.363 0.363 0.000 0.000 3 0.460 0 .460 0.460 0 .460 0.000 0.000 4 0.468 0.468 0.468 0.468 0.000 0.000 B 2 J2 1 0.351 0.351 0.351 0.351 0.000 0.000 2 0.363 0 .363 0.363 0 .363 0.000 0.000 3 0.460 0.460 0 .460 0.460 0.000 0.000 4 0.468 0 .468 0.468 0 .468 0.000 0.000 B 3 Jl 1 0.352 0 .358 0.352 0 .358 0.000 0.000 2 0.363 0.370 0.363 0.370 0.000 0.000 3 0.461 0.469 0.461 0.469 0.000 0.000 4 0.469 0.478 0.469 0.478 0.000 0.000 B 3 J2 1 0.352 0.358 0.352 0.358 0.000 0.000 2 0.363 0.370 0.363 0 .370 0.000 0.000 ---3 -.0.461 =0.469 0.461 0.469 0.000 -- 0.000 4 -0.469 0 .478 0.469 0.478 0.000 0.000 B 4 Jl' 1 0.352 0.358 0.352 0.358 0.000 0.000 2 0.364 0 .370 0 .364 0 .370 0 . 000 0.000 3 0 .461 0.469 0.461 0.469 0 . 000 0 . 000 4 0.469 0.478 0.469 0 .478 0.000 0 .000 B 4 J2 1 0 .352 0 .358 0 .352 0.358 0.000 0.000 2 0.364 0.370 0 .364 0 .370 0.000 0.000 3 0 .461 0.469 0.461 0 .469 0 . 000 0.000 '4 0.469 0 .478 0.469 0 .478 0 . 000 0.000 B 5 Jl 1 • 0.352 0 .352 0 .352 0.352 0.000 0.000 2 0.364 0.364 0 .364 0 .364 0 . 000 0.000 3 0.461 0.461 0.461 0 .461 0.000 0.000 4 0'.469 0.469 0.469 0.469 0.000 0 . 000 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal . Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 2 2 BENT CQC DISPLACEMENTS (CONTINUED) A^5 ITEM LC LEFT FACE RGHT FACE OPNNG/CLSNG... LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 352 0 352 0 352 0 352 0 000 . 0 000 2 0 364 0 364 0 364 0 364 0 000 0 000 3 0 461 0 461 0 461 0 461 0 000 0 000 4 0 469 0 469 0 469 0 469 0 000 0 000 *** LOAD CASE/COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 Page 23 SEISAB-(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC BNT 2 1 BOT . . LNGITUDNL TRANSVRSE .... SHEAR MOMENT SHEAR MOMENT AXIAL TORSION 1 263 7 5681. 837 2 24518 -71 6 3772 S 2 270 4 5872 . 715 6 20982. 70 8 3660 3 3 344 8 7443 . 1051 9 30813. 92 8 4870 6 4 349 5 7577 . 966 8 28337. 92 3 4792 0 -. -1 -1-1 ,-^ ^ ^ 1 TOP 2 BOT 2 TOP 3 BOT 20 5 78. 12 .3 81 21 2 80. 11 .0 72 26 9 102. 15 .6 103 27 4 104 . 14 .7 97 28 9 204 . 15 6 98 29 8 211. 13 6 86 37 8 267. 19 7 124 38 5 272 . 18 3 116 28 0 167. 13 9 95 28 9 172 . 12 2 83 36 7 218. 17 5 120 37 3 222 . 16 4 112 27 6 201. 13 8 90 28 5 208. 12 2 80 36 1 263. 17 5 114 36 8 268. 16 3 107 11 0 11 .5 10 2 9 9 14 0 14 5 13 5 13 4 75 5 10 7 72 5 9 4 97 3 13 5 95 2 12 6 75 5 10 7 72 5 9 4 97 2 13 5 95 1 - 12 6 99.6 90.1 126.7 120.0 15. 14. 19. 19. *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB- Page 24 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT (CONTINUED) COLUMN 3 (CONTINUED) 3 TOP 1 26.7 153. 12.3 82 . 99.6 15..0 2 27.6 158. 11.0 72 . 90.0 14 . 8 3 35.0 200. 15.6 103 . 126.6 19.5 4, 35.7 204 . 14.7 .; 97. 119.9 19 .4 4 BOT 1 22 .4 195. 14.7 94 . 20.3 16.3 2 23.2 201. 13.0 83. 17.0 16 .2 3 29.4 255. 18 .6 119. 25 .4 21. 2 4 29.9 259. 17.4 112 . 23.1 21.1 4 TOP 1 21.7 93 . 13.1 88 . 20.3 16.3 2 22 .4 96 . 11.7 78 . 17-0 16.2 3 28.4 122 . 16.6 112 . 25.4 21.2 4 28.9 124 . 15.6 105 . 23.1 21.1 5 BOT 1 17.2 186 . 14 .3 92 . 15.5 17.2 2 17 . 8 193 . 12 . 7 82 . 13 . 9 17.3 3 22 .5 244 . 18.1 117. 19.7 22 .4 4 22 . 9 249. 17 . 0 110. 18 .5 22.4, 5 TOP 1 16.4 33 . 12 . a 85. 15 .5 17.2 2 17 . 0 34 . 11.4 76 . 13 . 9 17-3 3 .21.5 43 . 16 .2 108 . 19.6 22 .4 4 21. 9 44 -15 .2 101. 18.5 22 .4 BNT 4 1 BOT 1 19.6 190 . 13-9 91. 11. 7 17.4 2 20 . 2 196 . 12 . 5 82 . 10 . 9 17 . 0 3 25 . 7 248 . 17 . 7 115 . 15 . 0 22 . 5 4 26.1 253 . 16 . 7 109 . 14 -4 22 . 2 1 TOP 1 18 . 8 61 . 12 . 4 82 . 11 . 7 17.4 2, 19 .4 63 -11-3 75 -10 - 9 17 - 0 3 24 . 6 80 -15 - 8 104 . 15 . 0 22 . 5 4 25 .1 81 . 15 .1 99 -14 . 4 22 . 2 SEISAB Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 25 (Version 4.3.0) 24-APR-01 Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS CL LOC LC COLUMN CQC FORCES (CONTINUED) , . . . LNGITUDNL TRANSVRSE.... SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 4 (CONTINUED) 2 BOT 1 28.3 202 . 15.3 97. 73.5 15.6 2 29.3 208 . 13.6 87. 70.8 15.0 3 37.1 264 . 19.4 123. 94 .7 20.1 4 37.8 269. 18.2 116. 92.9 19.6 2 TOP 1 27.5 162 . 13 .6 93. 73 .4 15.6 2 28.4 167. 12.3 83. 70.8 15.0 3 36.0 212 . 17.3 118. 94 .7 20.1 4 36.7 216. 16.3 111. 92.8 19.6 3 BOT 1 28.0 203. 14.2 92. 93.5 12.2 2 28.9 210. 12.7 83. 85.1 10.5 3 36.6 266. 18.0 117. 119.1 15.3 4 37.3 270. 17.0 110. 113.1 14 .2 3 TOP 1 27.1 156; 12.6 84 . 93.5 12.2 2 28.0 161. 11.5 76. 85.0 10.5 3 35.5 204 . 16.1 107. 119.0 15.3 4 36.2 208 . 15.2 101. 113.1 14 .2 4 BOT 1 23.2 198 . 14.8 95. 18.2 12 .7 2 23 .9 204 . 13 .3 85. 15 .1 11.0 3 30.3 259. 18.8 120. 22.7 16.0 4 30.9 264 . 17.7 114. 20.5 14 .8 4 TOP 1 22 .3 99. 13.2 89. 18 .1 12.7 2 23 .1 102. 12.0 80. 15.1 11.0 3 29.2 129. 16.8 113. 22.7 16.0 4 ' 29.8 131. 16.0 107. 20.5 14.8 5 BOT 1 19.0 193. 14.3 93. 15.1 13.3 2 19.6 199. 12.9 83. 13,. 8 11.6 3 24 .9 253 . 18.2 118. 19.3 16 . 8 4 25.3 257. 17.2 111. 18.4 15.6 AH LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Untitled Page 26 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CT. i.or T.r - - - LNGITUDNL TRANSVRSE .... .=;HRAR MOMRNT .qHRAR MOMRNT AXTAT, TOR.'^TON -. x± . o / / . . a 11 .6 3 23 .6 65 . .,. 16 .3 108 . 19 .3 16 .8 4 24 .1 66 . ' IS 5 103. 18 .4 15 6 BNT 5 1 BOT 1 286 0 5707. 451 0 13107. 77 9 3753 7 2 292 3 5898 . 400 0 11558. 76 1 4006 4 3 373 7 7476 . 571 0 16575. 100 7 4955 6 4 378 1 7610. 535 3 15490. 99 5 5132 5 1 TOP 1 210 9 796. 450 3 1966 . 77 8 3753 7 2 217 1 755 . 399 4 1787. 76 1 4006 4 3 276 0 1023 . 570 1 2502. 100 6 4955 6 4 280 4 994 . 534 5 2377. 99 4 5132 5 *** LOAD CASE/COMB 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long -f 0.3*Trans 0.3*Long + 1.0*Trans - - SEISAB Page 27 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES ITEM ABU W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE 68.3 70 .4 89.4 90.9 213 .4 220.5 279.5 284 .5 199 . 8 205.9 261.6 265 . 8 W/R TO ITEM CL. NORMAL PARALLEL 291 .2 300.9 381.5 388.3 25 .4 21.7 31.9 29.4 ABU 76.1 76 . 7 99.1 99.6 215.9 223 .1 282 . 9 287 . 9 194 .3 201.5 254 . 7 259.8 283.4 298 .3 377.8 384 . 8 34 . 8 37.4 46.0 47 . 9 I *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB- Page 2 8 (Version 4.3.0) 24-APR-Ol' Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS ABUTMENT FOUNDATION SPRING CQC FORCES ABUT LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 1 1 291 .2 0 0 25.4 0.0 0.0 0.0 2 300 .9 0 0 21.7 0.0 0.0 0.0 3 381 5 0 0 31.9 0.0 0.0 0.0 4 388 3 0 0 29.4 0.0 0.0 0.0 6 1 288 4 0 0 34.8 0.0 0.0 0.0 2 298 3 0 0 37.4 0.0 0.0 0.0 3 377 8 0 0 46.0 0.0 0.0 0.0 4 384 8 0 0 47.9 0.0 0.0 0.0 LOAD CASE/COMB DESCRIPTION Longitudinal RESPONSE-- SPECTRUM RESULTS BENT CQC FORCES ITEM W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE B 2 Jl 68 . 9 71.2 90 .3 91.9 119.5 109.1 152.3 144 .9 315 .3 264.6 394.7 359.2 W/R TO ITEM CL. NORMAL PARALLEL 201. 8 174 .2 254 .0 234 .7 270.2 227.1 338.4: 308 .2 B 2 J2 34 .9 29.2 43.6 39.6 556.0 493 .4 704 .0 660.2 338.4 299.8 428.3 401.3 301.7 290.4 388.8 380.9 576.7 ' 499.0 726 .4 672.0 B 3 Jl 53.1 44.5 66.5 60.5 432. 373. 544 . 503. 169.6 147.0 213 .7 197.8 208.4 175 .3 261.0 237.8 415.4 361.1 523.7 485.7 B 3 J2 43 .9 35.5 54.5 48.6 462.6 407.0 584.7 545.8 172 .1 153 .3 218.1 204 .9 259.4 233.5 329.5 311.4 419.9 366.9 530.0 492.9 B 4 Jl 49.7 41.0 62.0 55.9 348 .2 301.5 438.7 406.0 173 .9 151.3 219.3 203.5 323.2 280.3 407.3 377.3 216.8 187.7 273.1 252.8 B 4 J2 38.5 30.8 47.8 42 .4 369.9 327. 8 468 .2 438.8 163.6 137.9 204 .9 186.9 342 .2 299.0 431.8 401.6 215.7 192.6 273 .4 257.3 B 5 Jl 34.6 28.8 43.3 39.2 258 234 328 311.5 285.8 251.8 361.4 337.5 309.8 284.6 395.2 377.5 228.8 192.9 286.7 261.5 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 Page 30 SEISAB-(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc- Untitled RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED)' W/R TO BRIDGE CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE B 5 J2 72.5 74 . 8 94 . 9 96.5 312 . 0 265.3 391. 9 359 . 9 166 .0 176.5 219 . 0 226.3 W/R TO ITEM CL. NORMAL PARALLEL 211.1 195.7 269 . 8 259.1 283 .4 252.5 359.2 337.5 *** LOAD CASE/COMB 1~ 2 .3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 SEISAB Untitled Page 31 (Version 4.3.0) 24-APR-oi Imbsen and Associates, Inci RESPONSE SPECTRUM RESULTS BRNG BNT 1 BNT 1 LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT . 1 BNT 1 BNT 1 BNT 1 - JNT 1 1 119.5 2 109.1 3 152.3 4 144.9- - JNT- 2 1 556.0 2 493.4 3 704.0 4 660.2 3 - JNT. 1- 2 3 4 432.7 373 . 5 544 .7 503.3 - JNT 2 1 462.6 2 407.0 3 584.7 4 545.8 - JNT 1 1 348 2 301, 3 438, 4 406, - JNT 2 1 369.9 2 327.8 3 468.2 68.9 71.2 90 .3 91.9 34 . 9 29.2 43.6 39.6 53 .1 44.5 66.5 60.5 43.9 35.5 54 .5 48.6 49.7 41.0 62.0 55.9 38.5 30.8 47.8 315.3 264.6 394.7 359.2 338 .4 299.8 428.3 401.3 169.6 147.0 213.7 197.8 172.1 153.3 218.1 204 .9 173.9 151.3 219.3 203.5 163.6 137.9 204.9 2428.8 2494.6 3177.2 3223.3 1547.5 1577.0 2020.7 2041.3 1281.5 1317.3 1676.7 1701.7 252.3 225.2 319.9 300.9 264.5 229.9 333 .4 309.3 1305.5 1340.7 1707.8 8088.1 7210.7 10251.3 9637.2 6092.0 5230.1 7661.0 7057.7 3921.8 3617.4 5007.0 4793.9 4083.7 3759.1 5211.4 4984.2 4012.4 3821.8 5158.9 5025.5 4009.4 3875.6 5172.1 0.0 0.0 0.0 O.O 0.0 0.0 0.0 0.0' 0.0, 0.0 0 . 0- 0.0 0.0 0-0. 0.0 0.0 0.0 0.0 0.0 0.0: 0.0 0.0 0.0 SEISAB Untitled - Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans h:^A Page 32 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT BEARING CQC FORCES (CONTINUED) BRNG LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 5 - JNT 1 1 1 258 1 34 .6 285 8 1547 5 5406 4 0.0 2 234 1 28 .8 251 8 1581 8 4712 1 0.0 3 328 3 43 3 361 4 2022 1 6820 0 0.0 4 311 5 39 2 337 5 2046 1 6334 0 0.0 BNT 5 - JNT 2 1 1 312 0 72 5 166 0 3125 4 7039 2 0.6 2 266 3 74 8 176 5 3228 3 6951 3 0.0 3 391 9 94 9 219 0 4093 9 9124 6 0.6 4 359 9 96 5 226 3 4165 9 9063 0 0.0 LOAD CASE/COMB ~ i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Untitled Page 33 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS 3 4 BNT 3 1 1 2 3 4 2 1 2 3 4 3 1 2 3 4 4 1 2 3 4 5 1 2 3 4 BNT 4 1 1 2 3. 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7443.1 7576.6 196.1 202 256.9 261.5 203 . 8 210.7 267 . 0 271. 8 200.8 207.6 263 .1 267.8 194 .5 201.0 254 .8 259.4 186.5 192 . 8 244 .3 248.7 189.7 196.0 248 . 5 252.9 Ml *** LOAD CASE/COMB i " 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Untitled Page 34 (Version 4.3.0) 24-APR-Oi:: Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS COLUMN FOUNDATION SPRING CQC FORCES (CONTINUED) COLUMN LC KPlFl' KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 2 BNT 1 (CONTINUED) 1 0.0 2 0.0 3 0.0 4 0.0 1 2 3 4 1 2 3 4 1 2 3 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 n n 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 -n n 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 n . n 0.0 0.0 0.0 n n 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 201.7 208.4 264 .2. I 269.0 202.8 209.6 265.6 270.4 197.7 204 .4 259.1 263.7 193.0 199.5 252 .9 257.4 0.0 5706.5 0.0 5897.8 n n nn^ q LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans APPENDIX B SEISAB OUTPUT #2 (RETROFIT GLOBAL ANALYSIS) SSSSSSS SSSSSSSSS ss ss sss ssssss ssssss sss ss ss sssssssss sssssss EEEEEEEEE EEEEEEEEE EE EE EEEEE EEEEE EE EE EEEEEEEEE EEEEEEEEE IIIIIIIII IIIIIIIII III III III III III III IIIIIIIII IIIIIIIII sssssss SSSSSSSSS ss SS SSS SSSSSS SSSSSS sss ss ss sssssssss sssssss AAAAAAA AAAAAAAAA AA AA AA AA AAAAAAAAA AAAAAAAAA AA AA AA AA AA AA AA AA BBBBBBBBi! BBBBBBBBB BB BB BB BBB BBBBBBBB BBBBBBBB BB BBB BB BB BBBBBBBBB BBBBBBBB ********************************************,, Version: 4.3 Released: 4/99 Imbsen and Associates, Inc. * * 9912 Business Park Dr., Suite 130 * Sacramento, California 95827 * * Telephone: (916) 366-0632 * * * • Written By: Roy Imbsen * * Jon Lea * * Vic Kaliakin * * Ken Perano * * James Gates * * Susan Perano * * * I****************************************** Date: 24-APR-Ol Time: 10:02:05 RcWoiir JEISAB 'Untitled' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN JOINTS 2 OUTPUT LEVEL 0 BLOCKING FACTOR 0 SPANS LENGTHS /32.0000/ /30.6000/ /26.8000/ /30.6000/ /45.0000/ AREAS /70.7000/ /TO.1000/ /67.8000/ /70.7000/ /91.4000/ E /580400./ /580400./ /580400./ /580400./ /580400./ PRATIO /O.200000/ /O.200000/ /O.200000/ /O.200000/ /O.200000/ WEIGHT /6.00000/ /6.00000/ /6.00000/ /6.00000/ /6 00000/ NIJS 3 3 3 3 3 DESCRIBE COLUMN 'Type 1' AREA 4.00000 111 1.60000 122 0.0660000 133 0.320000 A22 0.00 A33 0.00 DENSITY 0.150000 E 580400. PRATIO 0.200000 CAP 'Type 1' AREA 7.40000 b2^ 111 122 133 A22 A3 3 .10000 .40000 .90000 .00 .00 DENSITY 0.150000 E 432000. PRATIO 0.200000 BEARING ELEMENT 'abutl' KFIFI 900.000 KF2F2 l.OOOOOE+08 KF3F3 400.000 KMIMI l.OOOOOE+08 BEARING ELEMENT 'abut2' KFIFI 900.000 KF2F2 l.OOOOOE+08 KF3F3 400.000 KMIMI l.OOOOOE+08 BEARING ELEMENT 'bent' KFIFI l.OOOOOE+07 KF2F2 l.OOOOOE+07 KF3F3 l.OOOOOE+07 KMIMI l.OOOOOE+07 KM2M2 l.OOOOOE+07 ABUTMENT STATION 0.00 BEARING - N 45 0 0 E - N 45 0 0 E ELEV TOP 100.000 AT ABUT 1 ELEV TOP 100.000 AT ABUT 6 CONNECTION BEARING ELEMENT CONNECTION BEARING ELEMENT BENT ELEVATION TOP 100.000 100.000 100.000 100.000 ELEVATION BEARINGS 98.5000 98.5000 98.5000 98.5000 ELEVATION CAP 97.0000 97.0000 97.0000 97.0000 ELEVATION BOTTOM 82.5000 82.5000 82.5000 82.5000 BEARING - •abutl' 'abut2• AT ABUTMENT 1 AT ABOTMENT 6 N 45 0 N 45 0 N 45 0 N 45 0 $ End of Bent Bearings COLtmN SKEWED LAYOUT 'Type 1' 16.4000 16.4000 5.40000 12.5000 - 'Type 1' AT BENT 2 3 4 5 COLUMN TOP END JOINT SIZE 1.50000 AT BENT 2 3 4 5 CAP 'Type 1' AT BENT 2 3 4 5 CONNECTION JOINT BEARING ELEMENT - 'bent' AT BENT 2 3 4 5 FOUNDATION AT BENT 2 3 4 5 . SPRING CONSTANTS KM3M3 9000.00 LOADS RESPONSE SPECTRUM MODE SHAPES 5 ARBITRARY CURVE PERIOD 0.0100000 0.0890000 0.148000 0.241000 0.300000 0.422000 - 0.596000 0.930000 1.51600 2.07500 2.98200 4.00000 VALUE 0.470000 0.787400 1.11000 1.19300 1.19500 1.08300 0.928000 0.672000 0.405000 0.276000 0.152000 0.00 GRAVITY 32.2000 DAMPING COEFFICIENT 0.0500000 'INISH Page --SEISAB-(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled SEISAB DATA INPUT *************«******,**,,**»,*********^j,,j,,^ ********* RESPONSE SPECTRUM *********************** ***************************** THE BRIDGE MODEL GENERATED IS BASED ON: 3 INTERMEDIATE JOINT(S) ON-EACH SPAN 2 INTERMEDIATE JOINT (S) ON EACH COLUMN -SEISAB Page 2 (Version 4.3.0) 24-APR-Ol. Imbsen and Associates, Inc. Untitled ALIGNMENT DATA INPUT INITIAL REFERENCE POINT AND ALIGNMENT STATION STATION COORDINATE 0.00 N E 0.00 0.00 ....OFFSET.... DIR VALUE BEARING 0.00 N 90 0 0 E -SEISAB Untitled Page- 3; (Version 4.3.0) 24-APR-01,; Imbsen aind Associates, Inc.; SPAN DATA INPUT SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES SEGMENT LENGTH AREA 111 122 133 SPAN 1 1 SPAN 2 32.00 32.00 30.60 in cn 70.70 27.70 5000.00 Ol in cnnn nn 65 .40 SPAN 5 1 45 . 00 45.00 91.40 53.40 6450.00 161.00 ELASTIC P- SEGMENT A22 A33 MODULUS RATIO DENSITY WT/LENGTH SPAN 1 1 SPAN 2 1 SPAN 3 1 SPAN 4 1 SPAN 5 1 0.0 0.0 0.0 0.0 0.0 SEISAB Untitled 0.0 580400. 0.20 0.150 6.000 0.0 580400. 0.20 0.150 6.000 0.0 580400. 0.20 0.150 6.000 0.0 580400. 0.20 0.150 6.000 0.0 580400. 0.20 0.150 6.000 Page 4 - - (Version 4.3.0)., 24-APR-Ol Imbsen and Associates, Inc. DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE: Type 1 INFORMATION: SEGMENT LENGTH AREA 111 0.00 4.00 1.60 122 0.07 133 0.32 ELASTIC P- SEGMENT A22 A33 MODULUS' RATIO DENSITY 0.0 0.0 580400. 0.20 0.15 BENT CAP INFORMATION NO. 1 TITLE INFORMATION DENSITY ELASTIC MODULUS POISSONS RATIO Type 1 0.150 432000. 0.20 AREA 111 122 133 7.40 5.10 6 .40 5.90 A22 A3 3 0.0 0.0 Page 5 BEARING ELEMENT INFORMATION %3 NO. 1 TITLE: abutl INFORMATION: KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 900 . 0. 0 . KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 l.OE+08 0 . KF3F3 KF3M1 KF3M2 KF3M3 400. 0. KMIMI KM1M2 KM1M3 l.OE+08 0 . KM2M2 KM2M3 SEISAB - - Untitled 0. KM3M3 0. Page 6 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. DESCRIBE DATA INPUT (CONTINUED) NO. 2 BEARING ELEMENT INFORMATION (CONTINUED) TITLE: abut2 INFORMATION: KFIFI KF1F2 . KF1F3 KFIMI KF1M2 KF1M3 900. 0 . 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 I I I 0 . KF3F3 KF3M1 KF3M2 KF3M3, 400 . 0. 0 . KMIMI KM1M2 KM1M3 l.OE+08 0. 0 . KM2M2 KM2M3 0 . 0 . KM3M3 0 . Page 7 -SEISAB Untitled (Version 4.3.0) 24-APR-01 Imbsen and Associates, Inc. DESCRIBE DATA INPUT (CONTINUED) BEARING ELEMENT INFORMATION (CONTINUED) NO. 3 TITLE: bent INFORMATION: KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 l.OE+07 0. 0. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 l.OE+07 0. KF3F3 KF3M1 KF3M2 KF3M3 l.OE+07 0. 0. KMIMI KM1M2 KM1M3 1.OE+07 0. KM2M2 KM2M3 0 . Page -SEISAB----(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled ABUTMENT DATA INPUT GEOMETRY AND GENERAL INFORMATION ABT STATION BEARING SUPER CG ELEVATION WALL BOT ELEVATION ABUTMENT CONNECTION 0.00 N 45 0 N 45 0 0 E 0 E 100.00 100.00 BEARING BEARING ABUTMENT BEARING ELEMENT LAYOUT ABUTMENT SPACING BE TITLE DISTANCE 1 abutl 1 abut2 SINGLE SINGLE SEISAB Page 9 (Version 4.3.0) 24-APR-oi Imbsen and Associates, Inc. Untitled BENT DATA INPUT BENT GEOMETRY, WEIGHT AND CAP INFORMATION BENT BEARING WEIGHT CAP TITLE NOTE 2 N 45 0 0 E 0 00 3 N 45 0 0 E 0 00 4 N 45 0 0 E 0 00 5 N 45 0 0 E 0 00 Type 1 Type 1 Type 1 Type 1 BENT ELEVATION INFORMATION BENT SUPER CG ELEVATION 100.00 100.00 100.00 100.00 DIAPHRAGM BEAR. ELMT ELEVATION ELEVATION 98.50 98.50 98.50 98.50 BENT CAP ELEVATION 97 . 00 97.00 97.00 97.00 FOOTING ELEVATION 82.50 82.50 82.50 82 .50 EXP. JOINT BEARING - BEARING Page 10 SEISAB - - - -(Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled BENT DATA INPUT (CONTINUED) BENT BEARING ELEMENT LAYOUT BENT LOCATION SPACING BE TITLE -37 BACK FORE BACK FORE BACK FORE BACK FORE bent bent bent bent bent bent bent bent DISTANCE SINGLE SINGLE SINGLE SINGLE SINGLE SINGLE SINGLE SINGLE BENT COLUMN LAYOUT BENT SPACING COL TITLE ....GROUP OFFSET... DISTANCE SPCNG DIR OFFSET 2 SKEWED 1 Type 1 16 .40 2 Type 1 16 .40 3 Type 1 5 .40 4 Type 1 12 .50 5 Type 1 3 SKEWED 1 Type 1 16 40 2 Type 1 16 40 3 Type 1 5 40 4 Type 1 12 50 5 Type 1 4 SKEWED 1 Type 1 16 40 2 Type 1 16 40 3 Type 1 5 40 4 Type 1 12 50 5 Type 1 0.00 0 . 00 0.00 -SEISAB Untitled Page 11 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. BENT DATA INPUT (CONTINUED) BENT COLUMN LAYOUT (CONTINUED) .GROUP OFFSET. BENT COLUMN END INFORMATION .TOP. .BOTTOM. BNT COL ~2 r~ 2 3 4 5 3 1 2 3 4 5 4 1 2 3 4 5 5 1 2 3 4 5 LT LT ASSTMM BRG ELMT JNT SIZE 1. 50 1.50 1.50 1.50 1.50 1. 50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 LT LT ASSTMM BRG ELMT JNT SIZE 0.00 0 . 00 0.00 O.OO O.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. o6 0.00 0.00 0.00 0.00 o.op 0.00 SEISAB--- Untitled Page 12 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc'. FOUNDATION DATA COLUMN FOUNDATION INFORMATION AT BENT 2 ROT. COLUMN i 2 3 4 5 WEIGHT ANGLE. FOUNDATION TYPE FTNG TITLE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SPRING CONSTANTS SPRING CONSTANTS SPRING CONSTANTS SPRING CONSTANTS SPRING CONSTANTS COLUMN ALL COLUMN FOUNDATION SPRING CONSTANTS AT BENT 2 KFIFI KF1F2 KF1F3 KFIMI KF1M2 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF1M3 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 9000. e>io COLUMN i 2 COLUMN FOUNDATION INFORMATION AT BENT 3 ROT. WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 0.00 0.00 0.00 SPRING CONSTANTS 0.00 SPRING CONSTANTS SEISAB Page 13 (Version 4.3.0) 24-APR-01 Imbsen and Associates, Inc. Untitled COLUMN FOUNDATION INFORMATION AT BENT 3 (CONTINUED) COLUMN 3~~ 4 5 ROT. WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 0.00 0.00 0.00 0.00 SPRING CONSTANTS 0.00 SPRING CONSTANTS 0.00 SPRING CONSTANTS COLUMN ALL COLUMN FOUNDATION SPRING CONSTANTS AT BENT 3 KFIFI KF1F2 KF1F3 KFIMI KF1M2 DOF. FIXD DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 DOF FIXD KF1M3 KF2M3 KF3P3 KF3M1 KF3M2 KF3M3 KMIMI KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 9000. I I ROT- COLUMN WEIGHT ANGLE FOUJJDATION TYPE FTNG TITLE 1 0. 00 0 00 SPRING CONSTANTS 2 0 . 00 0 00 SPRING CONSTANTS 3 0. 00 0 00 SPRING CONSTANTS 4 0 . 00 0 00 SPRING CONSTANTS 5 0 . 00 0 00 SPRING CONSTANTS - S E I S A B (Version &ll Page 14 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled ALL FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 4 COLUMN KFIFI KF1F2 KP1F3 KFIMI KF1M2 DOF FIXD KF2F2 KF2F3 KF2M1 ' KF2M2 DOF FIXD DOF FIXD DOF FIXD DOF FIXD KF1M3 KF2M3 KF3F3 KF3M1 KF3M2 KF3M3 KMIMI KM1M2 KM1M3 KM2M2 KM2M3 KM3M3 9000. COLUMN COLUMN FOUNDATION INFORMATION AT BENT 5 ROT. WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0 00 0 00 SPRING CONSTANTS 2 0. 00 0 00 SPRING CONSTANTS 3 0 . 00 0 00 SPRING CONSTANTS 4 0 . 00 0 00 SPRING CONSTANTS 5 0. 00 0 00 SPRING CONSTANTS - S E I S A B (Version Page 15 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled FOUNDATION DATA (CONTINUED) DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3' DOF FIXD KMIMI KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 -SEISAB DOF FIXD KM3M3 9000, Page 16 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inci Untitled LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 5 ACCELERATION SPECTRUM INFORMATION USER SPECIFIED ACCELERATION SPECTRUM DAMPING COEFFICIENT = 0.05 ACCELERATION DUE TO GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0 010 0 .4700 2 0 089 0 7874 3 0 148 1 1100 4 0 241 1 1930 5 0 300 1 1950 6 0 422 1 0830 7 0 596 0 9280 ' 8 0 930 0 6720 9 1 516 0 4050 l6 2 075 0 2760 11 2 982 0 1520 12 4 000 0 0000 SEISAB (Version 4.3.0) Page 17 24-APR-01 2.0 + 1.9 + 1 1. 8 + 1. 7 + 1.6 + A 1 C 1.5 + C E 1.4 + L 1 E 1.3 + R J A 1.2+ XX T r I 1.1+ X X J 0 1.1+ X X J N 1.0 + 0.9 + I r 0.8+ X X 0.7 + G 1 0.6 + 0.5 + !X 6.4 + 0.3 + 1 0.2 + 1 0.1 + 0.0+ USER INPUT ACCELERATION SPECTRUM 2 3 PERIOD (SECONDS) SEISAB- Page 18 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled LOADINGS DATA INPUT (CONTINtJED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD CASE/COMB .DIRECTION FACTORS: X Y DESCRIPTION 1-. 000 0.000 0.000 LONGITUDINAL 0,000 0.000 1.000 TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS SEISAB Untitled Page 19 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS MODE PERIOD CS PARTICIPATION FACTORS Long Vert Tran % OF TOTAL MASS Long Vert - Tran I I 3 0 483 1 03 -5 790 0.064 5 489 81 524 0 004 4 0 356 1 14 4 171 -0r062 -3 541 98 902 0 008 5 0 178 1 14 0 024 -0.129 -0 031 98 903 0 025 SEISAB Untitled 86.020 98.546 98.547 Page 20 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. 3IH RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS LEFT FACE RGHT FACE OPNNG/CLSNG.... ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0 000 0 000 0 332 0 403 0 332 0 403 2 0 000 0 000 0 362 0 413 0 362 0 413 3 0 000 0 000 0 441 0 527 0 441 0 527 4 0 000 0 000 0 462 0 534 0 462 0 534 ABU 6 1 0 333 0 410 0 000 0 000 0 333 0 410 2 0 363 0 435 0 000 0 000 0 363 0 435 3 0 442 0 541 0 000 0 000 0 442 0 541 4 0 463 0 558 0 000 0 000 0 463 0 558 *** LOAD CASE/COMB — — 2 3 4 - - SEISAB Untitled DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3*Long + 1.0*Trans Page 21 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS B 2 J2 1 0 .332 0 .346 -0 .332 0 .346 0 .000 0 .000 2 0 .363 0 .373 0 .363 0 .373 0 .000 0 .000 3 0 .441 0 .458 0 .441 0 .458 0 .000 0 .000 4 .0 .462 0 .477 0 .462 0 .477 0 .000 0 .000 B 3 Jl 1 0 .333 0 .348 0 .333 0 .34 8 0 .000 0 .000 2 0 .363 0 .381 0 .363 0 .381 0 .000 0 .000 3 0 .442 0 .462 0 .442 0 .462 0 .000 0 .000 4 0 463 0 485 0 .463 0 .485 0 000 0 .000 B 3 J2 1 0 333 0 348 0 333 0 348 0 000 0 000 2 0 363 0 381 0 363 0 381 0 000 0 000 3 0 442 0 462 0 442 0 462 0 000 0 000 4 0 463 0 485 0 463 0 485 0 000 0 000 B 4 Jl 1 0 333 0 357 0 333 0 357 0 000 0 000 2 0 364 0 393 0 364 0 393 0 000 0 000 3 0 442 0 475 0 442 0 475 0 000 0 000 4 0 463 0 500 0 463 0 500 0 000 0 000 B 4 J2 1 0 333 0 357 0 333 0 357 0 000 0 000 2 0 364 0 393 0 364 0 393 0 000 0 000 3 0 442 0 475 0 442 0 475 0. 000 0 OOP 4 0 463 0. 500 0 463 0 500 0. 000 0 000 B 5 Jl 1 0. 333 0. 363 0 . 333 0. 363 0. 000 0. 000 2 0. 364 0. 401 0. 363 0 . 401 0. 000 0. oo6 3 0. 442 0 . 483 0. 442 0. 483 0. 000 0. 000 4 0. 463 0. 510 0. 463 0. 510 0. 000 0. 000 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Page 22 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inci Untitled RESPONSE SPECTRUM RESULTS ITEM BENT CQC DISPLACEMENTS (CONTINUED) LEFT FACE l.RGHT FACE OPNNG/CLSNG... LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 333 0 363 0 333 0 363 0 000 0 ooo: 2 0 363 0 401 0 363 0 401 0 000 0 000 3 0 442 0 483 0 442 0 483 0 000 0 000 4 0 463 0 510 0 463 0 510 0 000 0 000* LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Page 23 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC BNT 2 1 BOT . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT 23 .5 25.5 31.1 32.5 166 . 182 . 221. 232 . 119.1 111.2 152.5 147.0 793 . 740 . 1015. 978 . AXIAL TORSION 89.1 83 .2 114 .1 110.0 90.4 84 .4 115.8 111.6 1 TOP 22.6 24 .6 30 . 0 31.4 135 . 146. 179. 186. 117.5 109.7 150.4 144.9 747. 697. 956. 922 . 89.1 83 .2 114.1 110.0 90.4: 84 .4 115.8 111.6 2 BOT 27.8 30.4 36.9 38.8 183 . 200. 243 . 255. 129.8 121.2 166.2 160.2 844 . 788 . 1081. 1042 . 69.6 75.1 92.1 95 . 9 102 .2 93.3 130 .2 124 .0 2 TOP 27. 29. 35 . 37. 175. 191. 232 . 243 . 128.1 119.6 164 .0 158.0 834 . 779. 1068 . 1029. 69.6 75.1 92.1 95.9 102.2 93.3 130.2 124.0 3 BOT 26.3 28.6 34 .9 36.5 176. 192 . 234 . 245. 128.2 119.7 164 .1 158.2 836. 781. 1070. 1032 . 103 .2 106.0 135.0 137.0 116.1 113 .1 150.1 147.9 3 TOP 25.5 27 . 7 33 . 8 35.4 161. 175 . 214 . 223 . 126.5 118.1 161.9 156.0 821. 766 . 1051. 1013 . 103 .2 106.0 135.0 137.0 116.1 113.1 150 .1 147.9 4 BOT 23 25, 31, 32 , 166 . 180 . 220 . 229 . 128.8 120.3 164.9 159.0 839. 783 . 1073 . 1035 . 55.1 51.4 70.5 68 . 0 111.3 110.6 144 .5 144.0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 24 fc 16 O 17 T O D 7\ no r\ 1 I I RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT . . TRANSVRSE.... SHEAR MOMENT BNT 2 (CONTINUED) AXIAL TORSION COLUMN 4 (CONTINUED) 4 TOP 1 22.5 134 . 127 1 827 . 55 1 111 2 24.4 144 . 118 7 772 . 51 4 110 3 29.8 177. 162 7 1059. 70 5 144 4 31.1 184 . 156 8 1020. 68 0 144 5 BOT 5 TOP BNT 3 1 BOT 1 2 3 4 1 TOP 2 BOT 2 TOP 19.6 20.6 25.8 26.5 18.3 19.4 24 .1 24 . 9 19.6 21.0 25.9 26.9 18.5. 19.9 24 .4 25.5 22.4 24 .3 29.7 31.1 21.5 23 .4 28.6 29.9 149. 159 . 197. 204 . 101. 103 . 131. 133 . 156 . 170. 207. 217. 97. 101. 127. 130 . 167. 183. 222 . 233 . 121. 130. 161. 167. 121.4 113 .4 155.4 149.8 119.7 111. 8 153 .3 147.7 77.7 70.4 98.8 93.7 76.2 69.1 96.9 92.0 84 .8 76.9 107.9 102.3 83.3 75.5 105.9 100.5 803 . 749. 1027. 990. 767. 716. 981. 946 . 516. 468 . 657. 623 . 485. 440. 617. 586. 551. 499. 701. 664. 544 . 493. 691. 656. 123.5 115.3 158.1 152 .4 123 115 158 152.3 57.4 52.3 73.2 69.6 57.4 52.3 73 .1 69.6 54.8 57.4 72.0 73.9 54 .8 57.4 72.0 73.9 104 105 135 136 104 .0 105.'0 135.5 136.'2 59.1 54 . 8 75.6 72.5 59.1 54.8 75.6 72.5 63 56, 80. 75 . 63.3 56.3 80.2 75.3 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Tran3 0.3*Long + 1.0*Trans SEISAB Untitled Page 25 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ...LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT BNT (CONTINUED) AXIAL TORSION 3 BOT 1 20 7 160. 83 6 545 . 62 .5 73 3 2 22 6 175. 75 8 494 . 64 6 71 7 3 27 5 213 . 106 3 693. 81 9 94 8 4 28 8 223 . 100 8 657. 83 4 93 7 3 TOP 1 20 0 107. 82 0 534 . 62 5 73 3 2 21 8 115. 74 4 484 . 64 6 71 7 3 26 6 142 . 104 4 679. 81 9 94 8 4 27 8 147 . 99 0 644 . 83 4 93 7 4 BOT 1 18 4 151. 84 0 546. 36 6 72 2 0 •pn n 1 fifi . 7fi 5 49^ •s T> 4 TOP 1 17 . 7 86 . 82 . 5 538 . 36 . 6 72 .2 2 19 .3 92 . ... 74 . 8 488 . 33 .1 72 .6 3 23 .5 113 . 104 . 9 684 . 46 . 6 94 .0 4 24 .6 117. 99 . 6 649 . 44 .1 94 .3 5 BOT 1 14 7 136 . 79 .2 523 . 80 .2 69 .2 2 15 9 148 . 71 8 474 . 72 8 71 ,0 3 19 5 180 . 100 7 665 . 102 1 90 •5 8 4 20 3 189. 95 6 631. 96 9 91 •5 8 5 TOP 1 14 1 ' 54 . 77 7 498 . 80 2 69 2 2 15 2 56 . 70 5 452 . 72 8 71 0 3 18 7 71. 98 9 634 . 102 1 90 |5 4 19 5 72 . 93 8 602 . 96 9 91 8 BNT 4 1 BOT 1 18 4 152 . 73 0 485 . 54 4 47 0 2 20 1 167 . 65 2 434 . 49 1 45 3 3 24 . 5 202 . 92 . 5 615. 69 1 60. 6 4 25. 7 212 . 87. 1 579. 65. 4 59. 4 Big LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans S E IS A B Untitled Page 26 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc: RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT 4 COLUMN 1 TOP 2 BOT 2 TOP 3 BOT 3 TOP (CONTINUED) 1 (CONTINUED) 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 17.6 19.3 23 .4 24 .6 22 . 9 25.0 30.4 31.8 22.0 24 .1 29.2 30.7 22.3 24 .2 29.6 30.9 21.4 23 .4 28.5 29.8 86. 92 . 113. 118 . 169. 186 . •225 . 237. 125 . 135 . 165 : 172 . 167. 183 . 222 . 234 . 119. 128. 157. 164 . 71.5 64.0 90.6 85.4 79.5 70.9 100.8 94 . 8 77.9 69.6 98.8 93.0 78 .4 70.0 99.4 93.5 76.8 68 . 7 97.4 91.7 456. 408 . 578 . 544 . 516 . 461. 655. 616 . 509 . 454 . 645 . 607 . 511,. 456 . 648 . 610 . 500. 446 . 634 . 596 . 54 .4 49.1 69.1 65 .4 56.0 58 .8 73 .6 75.5 56.0 58 . 8 73 .6 75.5 67.9 71.2 89.3 91.5 67.9 71.2 89.3 91.5 47.0 45.3 60.6; 59.4 42.3 35.2: 52 . 8 47.9 42.3 35.2; 52.8 47.9 48.6 46.1 62 .4 60.6 48.6 ' 46.1 62 .4 60.6 4 BOT 20.1 21.8 26.6 27 . 8 159. 174 . 212 . 222 . 78 . 9 70.5 100.0 94 .1 513 . 4 58 . 650 . 612 . 34 .2 30.4 43 .3 40.7 52.5 52 . 9 68 .3 68.6 4 TOP 19.2 20.9 25.5 26 . 7 98 . 105 . 130 . 134 . 77.3 69.1 98.0 92 .3 504 . 451. 639. 602 . 34 .2 30.4 43.3 40 . 7 52.5 52.9 68.3 68 .6 Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Page 27 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT . . TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT 4 (CONTINUED) 5 BOT 1 16 .5 145. 74 .4 491. 75 .4 54 .0 2 17 .8 157. 66 .5 439. 67.7 56 .2 3 21 .9 192 . 94 .3 623 . 95.7 70 .9 4 22 .7 201. 88 .8 586. 90 .3 72 .4 5 TOP 1 15 . 7 68 . 72 .9 468. 75 .4 54 .0 2 16 .9 71. 65 .2 418. 67.7 56 .2 3 20 .8 89. 92 .4 593. 95.7 70 .9 4 21 .7 91. 87 .1 559. 90.3 72 .4 BNT 5 1 BOT 1 24 .1 168. 84 .3 561. 64 .2 85 .8 2 26 .3 185. 74 .8 498. 58.1 83 .8 3 32 .0 224 . 106 7 710. 8i:6 110 9 4 33 6 236 . 100 1 666. 77.4 109 6 1 TOP 1 23 3 141. 83 2 529. 64 .2 85 8 2 25 5 153. 73 8 470. 58.1 83 8 3 30 9 186. 105 3 670. 81.6 110 9 4 32 5 195. 98 8 628. 77.3 109 6 2 BOT 1 31 0 196 . 91 5 596. 89.9 84 7 2 34 2 217. 80 8 527. 97.4 76 5 3 41 3 261. 115 8 754 . 119.2 107 6 4 43 6 276. 108 3 705 . 124 .4 101 9 2 TOP 1 30 2 203 . 90 4' 588 . 89.9 84 7 2 33 4 224 . 79 8 519. 97.4 76. 5 3 40. 2 270. 114 . 3 743 . 119.2 107. 6 4 42. 4 284 . 106. 9 695. 124 .4 101. 9 3 BOT 1 • 30 . 7 196. 90 . 4 590. 95.7 81. 6 2 33 . 8 216. 80. 1 523. 102 .3 73 . 6 3 40. 8 261. 114. 5 747 . 126 .3 103 . 1 4 43 . 0 275. 107. 2 700. 131.0 97. 9 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 28 SEISAB (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC . .LNGITUDNL TRANSVRSE. .'. . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION: I I 2 32 . 9 218 . 79 .0 512 . 102 .3 73 .6 3 39 .7 263 . -113 .0 733 . 126 .3 103 . 1 4 41 . 8 211. 105 . 8 686 . 131 .0 97 .9 4 BOT 1 27 .4 185 . 91 .0 593. 39 .2 82 .0 2 30 1 203 . 80 .6 525 . 34 .1 78 . 9 3 36 4 245. 115 .2 750 . 49 .4 105 .7 4 38 3 258 . 107 9 703 . 45 9 103 5 4 TOP 1 26 5 167. 89 9 584 . 39 2 82 p 2 29 2 183 . 79 6 518 . 34 1 78 9 3 35 3 221. 113 7 740 . 49 4 105 7 4 37 1. 233. 106 6 693 . 45 9 103 5 5 BOT 1 22 6 165. 85 9 568. 87 8 81 2 2 24 5 180. 76 1 503 . 78 2 81 2 3 29 9 219. 108 7 719. 111 3 105 6 4 31 3 230 . 101 9 674 . 104 6 105 6 5 TOP 1 21 6 124 . 84 7 543 . 87 8 81 2 2 23 6 133 . 75 2 481. 78 2 81 2 3 28 7 164 . 107. 3 687. 111 3 105. 6 4 30. 1 170 . 100. 6 644 . 104 . 6 105. 6 *** LOAD CASE/COMB • 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Untitled Page 29 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ITEM ABU ABUTMENT CQC FORCES W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE ABU 1- 2 3 4 1 2 3 4 11.0 11.4 14 .4 14 . 7 12.7 11.9 16 .3 15.7 298.6 326.0 396 .5 415.6 299.5 327.0 397.6 416.8 161.3 165.1 210.8 213.5 164 .2 173 . 9 216.3 223 .1 W/R TO ITEM CL. NORMAL PARALLEL, 296 .3 323 .3 393.3 412.1 310.5 342.6 413 .3 435.8 165.6 170.4,, 216.7' 220.1 142.3 140.5 184.4: 183 .2 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 SEISAB Untitled Page 30 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG ABT LC ABUTMENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 1 1 298 6 11 0 161 3 2549 6 0 0 0 0 2 326 0 11 4 165 1 2791 3 0 0 0 0 3 396 5 14 4 210 8 3387 0 0 0 0 0 4 415 6 14 7 213 5 3556 2 0 0 0 0 ABT 6 1 1 299 5 12 7 164 2 3115 4 0 0 0 0 2 .327 0 11 9 173 9 3445 6 0 0 0 0 3 397 6 16 3 216 3 4149 0 0 0 0 0 4 ,416 8 15 7 223 1 4380 2 0 0 0 0 LOAD CASE/COMB i 2 DESCRIPTION Longitudinal Transverse RESPONSE-SPECTRUM RESULTS BENT CQC FORCES W/R TO BRIDGE CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE B 2 Jl 11.3 11.6 14 .7 14 .9 234.4 241.6 306.9 311.9 416.3 391.0 533.6 515.9 W/R TO ITEM CL. NORMAL PARALLEL 272.7 260.0 350.7 341.8 392.3 379.0 506.0 496.7 B 2 J2 10. 10. 13. 13. 370.9 372.3 482.6 483.5 203.0 176.4 255.9 237.3 328.4 329.0 427.1 427.5 266.3 247.9 340.7 327.8 B 3 Jl 13.3 12 .7 17.1 16.7 233.0 214 .9 297.5 284.8 200.0 192 .7 257.8 252.7 237.8;, 218.4 303.3 289.8 194 ,2 188 . 8 250.9 247.0 B 3 J2 10.2 9.8 13.1 12 .9 343.7 321.6 440.1 424 .7 177.2 151.3 222.6 204.5 261.3 251.0 336.6 329.4 285.0 251.6 360.5 337.1 B 4 Jl 13.0 12.3 16.7 16.2 212.0 172 .5 263.7 236.1 133.8 125.1 171.3 165.3 148.7 126.3 186.6 170.9 201,8 171.6 253.3 232.2 B 4 J2 10.1 9.9 13.1 12.9 319.1 285.9 404.8 381.6 128.0 121.4 164.4 159.8 162.8 144 .0 206.0 192.8 302.8 275.2 385.3 366.0 B 5 Jl 13.9 13.1 17.9 17.3 184 154 , 230, 209. 226.4 204 .3 287.7' 272 .3 224 .2 203.5 285 .3 270.8 187.0 155.5 233.7 211.6 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Tran3 0.3*Long + 1.0*Tran3 Page 32 -SEISAB (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED) ITEM W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL B 5 J2 8.3 8 . 0 10 . 7 10.5 326 . 6 307.1 418 .7 405.1 323 .2 296.4 412.1 393 .4 195.1 160.2 243 .1 218 . 7 416 .0 395.6 534 .7 520.4 *** LOAD CASE/COMB _ 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 SEISAB Untitled Page 33 (Version 4.3.0) 24-APR-01 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG BNT 1 LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3- KMIMI - JNT 1 1 234.4 2 241.6 3 306.9 4 311.9 11.3 11.6 14 .7 14 .9 416.3 391.6 533 .6 515.9 2542.5 2783.0 3377.5 3545.8 KM2M2 6737.3 6387.8 8653 .6 8409.0 KM3M3 0.0 0.0 0.0 0.0 BNT 1 - JNT 2 1 370.9 2 372.3 3 482.6 4 483.5 10.4 10. O 13 .4 13.1 203.0 176 .4 255.9 237.3 1237.3 1321.7 1633 .8 1692.9 6211.0 5895.0 7979.5 7758.3 0.0 0.0 0.0 0.0 BNT 1 - JNT 1 1 233.0 2 214.9 3 297.5 4 284.8 13.3 200.0 1072.4 11277.3 0.0 12.7 192.7 1143.6 10426.0 0.0 17.1 257.8 1415.5 14405.1 0.0 16.7 252.7 1465.4 13809.2 0.0 BNT 1 - JNT 2 1 343.7 2 321.6 3 440.1 4 424.7 10.2 177.2 354.1 11038.9 0.0 9.8 151.3 304.5 10191.7 0.0 13.1 222.6 445.4 14096.4 0.0 12.9. 204.5 410.7 13503.4 0.0 BNT 1 - JNT 1 1 212.0 2 172.5 3 263.7 4 236.1 13.0 133.8 308.5 12110.9 0.0 12.3 125.1 284.6 11056.4 0.0 16.7 171.3 393.9 15427.8 0,0 16.2 165.3 377.2 14689.7 0.0 BNT 4 - JNT 2 1 1 319.1 10.1 128.0 2 285.9 9.9 121.4 3 404.'8 13-1 164.4 1164.6 12204.2 0.0- 1265.2 - 11124.4 0.0 1544.1 15541-5 0-0 _ Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran8 ---SEISAB- Untitled Page 34 (Version 4.3.0) 24-APR-Ol Imbsen cuid Associates, Inc. RESPONSE SPECTRUM RESULTS •BRNG • LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 5 - JNT 1 1 1 184 4 13 9 226 4 1424 1 8489 1 0 0 2 154 3 13 1 204 3 1529 5 7688 1 0 0 3 230 7 17 9 287 7 1883 0 10795 5 0 0 4 209 7 17 3 272 3 1956 7 10234 8 0 0 BNT 5 - JNT 2 1 1 326 6 8 3 323 2 3030 9 8880 9 0 0 2 307 1 8 0 296 4 3328 8 8024 8 0 0 3 418 7 10 7 412 1 4029 5 11288 3 0 0 4 405 1 10 5 393 4 4238 1 10689 1 0 0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB. Untitled Page 35 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Iric. RESPONSE SPECTRUM RESULTS BNT 1 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0^0 0.0 0.0 0.0 221.0 232.0 182.7 200.3 242.8 255.1 176.3 192.1 233.9 245.0 165.6 179.7 219.5 229.4 148.8 . 159.2 196 .'6 203.9 155, 169, 206, 216. 167.0 182.8 221.9 232.9 *** LOAD CASE/COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB Untitled Page 36 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. .RESPONSE SPECTRUM RESULTS COLUMN POUNDATION SPRING CQC FORCES (CONTINUED) COLUMN LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 3 (CONTINUED) 1 2 3 4 1 2 3 4 1 2 3 4 0.0 0.0 0..0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 160.0 175.2 212.6 223 .3 151.3 165.6 201.0 211.0 135.5 147.9 179.9 188 .5 BNT 1 0-0 0.0 0 . 0 0 . 0 0 . 0 0.0 0.0 0.0 0 . 0 0.0 0 . 0 0-0 0 - 0 0.0 0.0 0.0 0.0 0 . 0 0.0 0 . 0 151. 8 166 . 9 201 .8 212 .4 0 . 0 0 - 0 0-0 0 . 0 0 . 0 0 - 0 0 . 0 0.0 0 . 0 0.0 169 .4 186 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 183.3 222.4 233.6 : 159.3 174.2 211.6 222.0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Tran3 SEISAB Page, 37 (Version 4.3.0) 24-APR-Ol Imbsen and Associates, Inc. Untitled RESPONSE SPECTRUM RESULTS COLUMN FOUNDATION SPRING CQC FORCES (CONTINUED) COLUMN LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT 5 4 (CONTINUED) 1 0.0 2 0.0 3 0.0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 KM3M3 144 .6 157.4 191.9 200.8 BNT 1 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o:o 0.0 168 .3 185.3 223 .9 235.8 1 2 3 4 r 1 : 2 3 4 1 2 3 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 196.2 216 . 7 261.2 275 . 6 196.1 216.2 261.0 275.0 184.5 203 .1 245 .4 258 .4 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 165.1 180.5 219.3 230.0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0-3*Trans 0.3*Long + 1.0*Trans APPENDIX C W-FRAME OUTPUT (PUSH-OVER ANALYSIS) ***************************************** *i*««********„^^^j,^ * * * WPRAME * * * * PUSH ANALYSIS of BRIDGE BENTS and FRAMES. * * * Indicates formation of successive plastic hinges. * * * * VER._1.13,_MAY-06-95 A * * * * Copyright (C) 1994, 1995 By Mark Seyed. * * * * A proper license must be obtained to use this software. * * For GOVERNMENT work call 916-227-8404, otherwise leave a * * message at 916-756-2367. The author makes no expressed or* * implied warranty of any kind with regard to this program.* * In no event shall the author be held liable for * * incidental or consecjuential damages arising out of the * * use of this program. * * • * . : , •••...,•,. ***** ******************************************* ************* This output was generated by running: wFRAME VER. _1.13 , _MAY-06 - 95 LICENSE (choices: LIMITED/UNLIMITED) LIMITED ENTITY (choices: GOVERNMENT/CONSULTANT) CONSULTANT NAME_OF_FIRM ZIPPY_ENGINEERING BRIDGE_NAME * Carlsbad BRIDGE_NUMBER 123-456 JOB_TITLE Bent 5. Node Point Information: 'ixity condition definitions: s=spring and value r=complete release f=complete fixity with imposed displacement xle name # coordi] lates -fixity xle name # X Y X-dir Y-dir. Rotat . 1 SOI.00 0.00 0.00 r r r 2 SOI.01 1.70 0.00 r r r 3 SOI.02 3.40 0.00 r r r 4 SOI.03 5 .10 o.o6 r r r 5 S0i.04 .6.80 0.00 r r r • 6 COl.Ol 6.80 -2.60 r r r 7 COl.02 6.80 -4.95 r r r 8 COl.03 6.80 -7.30 r r r 9 COl. 04 6.80 -9.65 r r r 10 COl.05 6 . 80 -12.00 r r r 11 POI.01 6.80 -14.00 f 0 0000 f 0.0000 f 12 S02.01 9.30 0.00 r r r 13 S02.02 11.80 0.00 r r r 14 S02.03 14 .30 0.00 r r r 15 S02.04 16.80 0.00 r r r 16 S02.05 19.30 0.00 r r r 17 C02.01 19.30 -2.60 r r r 18 C02.02 19.30 -4 .95 r r r 19 C02.03 19.30 -7 .30 r r r 20 C02.04 19.30 -9.65 r r r 21 C02.05 19.30 -12.00 r r r 22 P02.01 19.30 -14.00 f 0. 0000 f 0.0000 f 23 S03.01 21.10 0.00 r r r 24 S03.02 22.90 0.00 r r r 25 S03.03 24 . 70 0.00 r r r 26 C03.01 24 . 70 -2 .60 r r r 27 C03.02 24 .70 -4 . 95 r r r 28 C03.03 24.70 -7.30 r r r 29 C03.04 24.70 -9.65 r r r 30 C03.05 24 .70 -12.00 r r r 31 P03.01 24 .70 -14.00 f 0. 0000 f 0.0000 f 32 S04.01 28 . 80 0 . 00 r r r 33 S04.02 32 .90 0.00 r r r 34 S04.03 37 . 00 0.00 r r r 35 S04.04 41.10 0.00 r r r 36 C04.01 41.10 -2 . 60 r r r 37 C04.02 41 .10 -4 . 95 r r r 38 C04.03 41 .10 -7.30 r r r 0.0000 0.0000 0.0000 40 .C04 OS 41 10 -12 00 r r r 41 P04 01 41 10 -14 00 f 0 0000 -f 0 0000 f 42 SOS 01 45 20 0 00 r r r 43 SOS 02 49 30 0 00 r r r 44 SOS 03 S3 40 0 00 r r r 45 SOS 04 57 SO 0 00 r r r 46 COS 01 57 SO -2 60 r r r 47 COS 02 57 50 -4 95 r r r 48 COS 03 57 50 -7 30 r r r 49 COS 04 57 50 -9 65 r r r 50 COS 05 57 50 -12 00 r r r 51 POS 01 57 50 -14 00 f 0 0000 f 0 0000 f 52 S06 01 60 40 0 00 r r r 53 S06 02 63 30 0 00 r r r 0.0000 0.0000 Spring Information at node points: k's = k/ft or ft-k/rad.; d's = ft or rad. Node Spring kl dl # Name k2 d2 k3 d3 Structural Setup: Span3= 6, Columns= 5, Pile3= 5, Link Beams= 0 Element Information: Element # Name 1 SOl-C 2 SOl-C 3 SOl-C 4 SOl-0 5 COl-0 6 COl-C 7 COl-O Nodes Depth Fix ' i j L D area Ei Ef Icr q Mpp Mpri tol Status rn 1 2 1.70 3 .2 7.3 580000 5800 6.40 -a .15 700 700 0.02 e m 2 3 1.70 3 .2 7.3 580000 5800 6 .40 -8 .15 700 760 0.02 e m 3 4 1.70 3 .2 7.3 580000 5800 6.40 -8 .15 700 700 0.02 e rn 4 5 1.70 3 .2 7.3 580000 5800 6 .40 -8 .15 700 700 0.02 e rn 5 6 2.60 2 .0 4.0 580000 5800 1.30 0 .00 500 500 0.02 e rn 6 7 2.35 2 .0 4.0 580000 5800 0 .32 0 .00 220 220 0.02 e rn 7 8 2.35 2 .0 4.0 580000 5800 0.32 0 .00 220 220 0.02 e rn 8 9 2.35 2 .0 4.0 580000 5800 0.32 0 .00 220 220 0.02 e rn 9 10 2.35 2 .0 4.0 580000 5800 0 .32 0 .00 220 220 0.02 e m 10 11 2.00 2 .0 4.0 580000 5800 0.32 0 .00 220 220 0.02 e rn 5 12 2.50 3 .2 7.3 580000 5800 3 .20 -8 .15 700 760 0.02 e m 12 13 2.50 3 .2 7.3 580000 5800 3.20 -8 .15 700 700 0.02 e m 13 14 2.50 3 .2 7.3 580000 5800 3.20 -8 .15 700 700 0.02 e rn 14 15 2.50 3 .2 7.3 580000 5800 3 .20 -8 .15 700 700 0.02 e m 15 16 2.50 3 .2 7.3 580000 5800 3.20 -8 .15 700 700 0.02 e rn 16 17 2.60 2 .0 4.0 580000 5800 1.30 0 .00 500 506 0.02 e rn 17 18 2.35 2 .0 4.0 580000 5800 0 .24 0 .00 160 160 0.02 e m 18 19 2.35 2 .0 4.0 580000 5800 0.24 0 .00 160 160 0.02 e rn 19 20 2.35 2 .0 4.0 580000 5800 0 .24 0 .00 160 16P 0.02 e m 20 21 2.35 2 .0 4.0 580000 5800 0 .24 0 .00 160 160 0.02 e m 21 22 2.00 2 .0 4.0 580000 5800 0.24 0 .00 160 16b 0.02 e m 16 23 1.80 3 .2 7.3 580000 5800 3.20 -8 .15 700 7 op 0.02 e m 23 24 1.80 3 .2 7.3 580000 5800 3 .20 -8 .15 700 70'6 0.02 e m 24 25 1.80 3 .2 7.3 580000 5800 3 . 20 -8 .15 700 70P 0.02 e m 25 26 2 .60 2 0 4.0 580000 5800 1.30 0 .00 500 506 0.02 e m 26 27 2.35 2 0 4.0 580000 5 800 0.39 0 00 280 280 0.02 e m 27 28 2.35 2 0 4.0 580000 5800 0.39 0 00 280 280 0.02 e rn 28 29 2.35 2 0 4.0 580000 5800 0 .39 0 00 280 280 0.02 e m 29 30 2.35 2 0 4.0 580000 5800 0.39 0 00 280 280 0.02 e m 30 31 2.00 2 0 4 . 0 580000 5800 0 .39 0 00 280 280 0.02 e rn 25 32 4 .10 3 2 7.3 580000 5800 3 .20 -8 15 700 700 0.02 e m 32 33 4.10 3 2 7.3 580000 5800 3 .20 -3 15 700 700 0.02 e' rn 33 34 4 .10 3 2 7.3 580000 5800 3 .20 -8 15 700 700 0.02 e m 34 35 4.10 3 2 7.3 580000 5800 3 .20 -8 15 700 700 0.02 e rn 35 36 2.60 2 0 4 . 0 580000 5800 1.30 0 00 500 500 0.02 e rn 36 37 2.35 2. 0 4.0 580000 5800 0.32 0 00 220 220 0.02 e rn 37 38 2.35 2. 0 4 . 0 580000 5800 0.32 0 00 220 226 0.02 e rn 38 39 2:35 2. 0 4.0 580000 5800 0.32 0 . 00 220 220 0.02 e rn 39 40 2.35 2. 0 4 . 0 580000 5800 0 .32 0 . 00 220 220 0.02 e rn 40 41 , 2.00 2. 0 4.0 580000 5800 0.32 0 . 00 220 226 0.02 e rn 35 42 . 4.10 3. 2 7.3 580000 5800 3 .20 -8 . 15 700 700 0.02 e rn 42 43 4.10 3. 2 7.3 580000 5800 3 .20 -8 . 15 700 700 0.02 e rn 43 44 4.10 3. 2 7.3 580000 5800 3 .20 -8 . 15 700 700 0.02 e rn 44 45 4.10 3. 2 7.3 580000 -5800 3 .20 -8 . 15 700 700 0.02 e rn 45 46 2.60 2. 0 4.0 580000 5800 1.30 0 . 00 500 500 0.02 e rn 46 47 2.35 2. 0 4 . 0 580000 5800 0.32 0 . 00 290 290 0.02- e rn 47 48 2.35 2. 0 4 . 0 580000 5800 0.32 0. 00 290 290 0.02 e rn 48 4 9 2.35 2. 0 4.0 580000 5800 0.32 0 . 00 290 290 0.02 e rn 49 50 2.35 2. 0 4 . 0 580000 5800 0 . 32 0 . 00 290 290 0.02 e rn 50 51 2.00 2. 0 4 . 0 580000 5800 0 .32 0 . 00 290 290 0.02 e rn 45 52 2.90 2. 0 7.3 580000 5800 3 .20 -3 . 15 700 700 0 .02 e rn 52 53 2.90 2. 0 7.3 580000 5800 3 . 20 -8 . 15 700 700 0.02 e —" w*. v.yi.yj.cni — o Number of rows and columns in storage total elements (initial count) = 52 total nodes (initial count) = 53 159 X 24 Cumulative Results of analysis at end of stage 0 Plastic Action at: Lat. Force / Deflection Element/ Stage/ Code/ *g (DL= 515.9) / (in) 63 \ode# name SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 COl.Ol COl.02 8 COl.03 9 COl.04 10 COl.05 11 POI.01 12 S02.01 13 S02.02 14 S02.03 15 S02.04 16 S02.0S 17 C02.01 18 C02.02 19 C02.03 20 C02.04 21 C02.0S 22 P02.01 23 S03.01 24 S03.02 25 S03.03 26 C03.01 27 C03.02 28 C03.03 29 C03.04 30 C03.05 31 POS.01 32 S04.01 33 S04.02 34 S04.03 35 S04.04 36 C04.01 37 C04.02 38 C04 39 C04 40 C04.05 41 P04.01 42 S05.01 43 S05.02 44 SOS.03 45 SOS.04 46 COS.01 47 C0S.02 48 COS.03 49 COS.04 50 COS.05 51 POS.01 52 S06.01 53 S06.02 element node # name fix 1 SOl-01 rn 2 SOl-02 rn 3 SOl-03 rn 4 SOl-04 rn 5 COl-01 rn 6 COl-02 rn 7 COl-03 rn 8 COl-04 rn 9 COl-05 rn .03 .04 Displ.X -0.00017 -0.00017 -0.00017 -0.00017 -0.00017 0.00015 0.00029 0.00027 0.00016 0.00004 0.00000 -0.00017 -0.00017 -0.00017 -0.00017 -0.00017 -0.00007 0.00000 0.00002 0.00002 0.00001 0.00000 -0.00017 -0.00017 -0.00017 -0.00049 -0.00058 -0.00047 -0.00026 -0.00007 0.00000 -0.00017 -0.00017 -0.00017 00017 00014 00011 00007 00003 00001 00000 00017 00017 •0.00017 •0.00017 0.00005 0.00016 o:oooi5 0.00009 0.00003 0.00000 0.00017 0.00017 -- GLOBAL Displ.y -0.00225 -0.00181 -0.00139 -0.00100 -0.00070 -0.00057 -0.00045 -0.00033 -0.00022 -0.00010 0.00000 -0.00056 -0.00062 -0.00062 -0.00050 -0.00033 -0.00027 -0.00021 -0.00016 -0.00010 -0.00005 0.00000 -0.00031 -0.00037 -0.00056 -0.00046 -0.00036 -0.00027 -0.00017 -0.00008 0.00000 -0.00143 -0.00187 -0.00141 -0.00085 -0.00070 -0.00055 -0.00041 -0.00027 -0.00012 0.00000 -0.00134 -0.00177 - -0.00138 -0.00067 -0.00054 .00043 .00032 - .00021 - .00010 - .00000 .00061 - -0.00073 Rotation 0.00026 0.00026 0.00024 0.00021 0.00014 0.00011 0.00002 -0.00003 -0.00005 -0.00004 0.00000 -0.00001 -0.00002 0.00003 0.00007 0.00004 0.00004 0.00002 0.00000 0.00000 0.00000 0.00000 -0.00001 -0.00007 -0.00015 -0.00010 0.00001 0.00008 0.00009 0.00006 0.00000 -0.00020 0.00001 0.00018 0.00001 0.00001 0.00002 0.00002 0.00001 00001 00000 00017 00001 00018 00010 0.60008 0.p0002 o.6oooi2 0.00003 0.00002 0.00000 0.00003 0.00005 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 POl-01 rn 10 11 11 S02-01 rn 5 12 12 S02-02 rn 12 local displ.X displ.y -0.00225 -0.00181 -0.00181 -0.00139 -0.00017 -0.00017 -0.00017 -0.00017 -0.00017 -0.00139 -0.00017 -0.00100 -0.00017 -0.00017 •0.00100 -0.00070 0.00070 -0.00017 0.00057 0.00015 0.00057 0.00045 0.00045 0.0003,3 0 .00033 00022 00022 00010 00010 00000 00017 00017 00017 00015 00029 00029 00027 00027 00016 00016 0-00004 00004 00000 00070 00056 00056 rotation 0.00026 0.00026 0.00026 0.00024 0.00024 0.00021 0.00021 00014 00014 00011 00011 00002 0.00002 -0.00003 -0.00003 -0.00005 -0.00005 -0.00004 •0.00004 0.00000 0 - 00014 0.00001 0.00001 axial 0 0 0 0 0 0 0 0 115 -115 115 -115 115 -115 . 115 . -115. 115 . -115 . 115 . -115 . -1 . 1 . -1 . element shear .00 0.00 .00 13.35 .00 -13.86 .00 27.71 .00 -27.71 •00 41.56 •00 -41.56 .00 55.42 .37 1.15 .37 -1.15 .37 1.15 .37 -1.15 -37 1.15 .37 -1.15 .37 1.15 .37 -1.15 -37 1.15 •37 -1.15 .37 1.15 •37 -1.15 •15 59.95 15 -39.57 15 39.57 moment 0.00 -11.78 11.78 -47.11 47.11 -105.99 105.99 -188.43 11.30 -8.31 8 .31 5 . 5 . 2 . 2 , 0 . .61 .61 .91 . 91 .21 0.21 2 . 50 -2.50 4 .80 177.12 -52.72 52 . 72 13 S02 -03 rn 13 -0.00017 -0.00062 -0.00002 -1.15 19.20 -20.74 14 -0.00017 -0.00062 0.00003 I.IS 1.18 43.26 14 S02 -04 m 14 -0.00017 -0.00062 0.00003 -1.15 -1.18 -43.26 15 -0.00017 -O.OOOSO 0.00007 I.IS 21.55 14.85 IS S02 -OS m IS -0.00017 -0.00050 0.00007 -1.15 -21.55 -14.85 16 -0.00017 -0.00033 0.00004 1.15 41.93 -64.50 16 C02 -01 rn 16 0.00033 -0.00017 0.00004 55.08 0.17 1.83 17 0.00027 -0.00007 0.00004 -55.08 -0.17 -1.40 17 C02 -02 m 17 0.00027 -0.00007 0.00004 55.08 0.17 1.40 18 0.00021 0.00000 0.00002 -55.08 -0.17 -1.01 18 C02 -03 rn 18 0.00021 0.00000 0.00002 55.08 0.17 1.01 19 0.00016 0.00002 0.00000 -55.08 -0.17 -0.62 19 C02 -04 rn 19 0.00016 0.00002 0.00000 55.08 0.17 0 .62 20 0.00010 0.00002 0.00000 -55.08 -0.17 -0.23 20 C02 -05 m 20 0.00010 0.00002 0.00000 55.08 0.17 0.23 21 0.00005 0.00001 0.00000 -55.08 -0.17 0.16 21 P02 -01 rn 21 0.00005 0.00001 0.00000 55.08 0.17 -0.16 22 0.00000 0.00000 0.00000 -55.08 -0.17 0.49 22 S03 -01 m 16 -0.00017 -0.00033 0.00004 -1.32 13.15 62 .67 23 -0.00017 -0.00031 -0.00001 1.32 1.52 -52.20 .-23 S03 -02 rn 23 -0.00017 -0.00031 -0.00001 -1.31 -1.52 52.20 24 -0.00017 -0.00037 -0.00007 1.31 16.19 -68.13 24 S03 -03 rn 24 -0.00017 -0.00037 -0.00007 -1.31 -16.19 68.13 25 -0.00017 -0.00056 -0.00015 1.31 30.86 -110.46 25 C03 -01 rn 25 0.00056 -0.00017 -0.00015 93 .29 -1.92 -17.90 26 0.00046 -0.00049 -0.00010 -93.29 1.92 12.91 26 C03 -02 rn 26 0.00046 -0.00049 -0.00010 93.29 -1.92 -12.91 27 0.00036 -0.00058 0.00001 -93.29 1.92 8.39 27 C03 -03 m 27 0.00036 -0.00058 0.00001 93 .29 -1.92 -8.39 28 0.00027 -0.00047 0.00008 -93.29 1.92 3.87 28 G03 -04 rn 28 0.00027 -0.00047 0.00008 93 .29 -1.92 -3.87 29 0.00017 -0.00026 0.00009 -93.29 1.92 -0.64 29 C03 -05 rn 29 0.00017 -0.00026 0.00009 93 .29 -1.92 0.64 30 0.00008 -0.00007 0.00006 -93.29 1.92 -5.16 30 P03 -01 m 30 0.00008 -0.00007 0.00006 93.29 -1.92 5.16 31 0.00000 0.00000 0.00000 -93.29 1.92 -9.01 31 S04 -01 rn 25 -0.00017 -0.00056 -0.00015 0.61 62 .43 128.37 32 -0.00017 -0.00143 -0.00020 -0.61 -29.02 59.10 32 S04 -02 rn 32 -0.00017 -0.00143 -0.00020 0.61 29.02 -59.10 33 -0.00017 -0.00187 0.00001 -0.61 4 .40 109.56 33 S04 -03 m 33 -0.00017 -0.00187 0.00001 0.61 -4.40 -109.56 34 -0.00017 -0.00141 0.00018 -0.61 37.81 23 .02 34 S04 -04 rn 34 -0.00017 -0.00141 0.00018 0.61 -37.81 -23.02 35 -0.00017 -0.00085 0.00001 -0.61 71.23 -200.52 35 C04--01 rn 35 0.00085 -0.00017 0.00001 141.53 -0.11 -0.75 36 0.00070 -0.00014 0.00001 -141.53 0.11 0.46 36 C04--02 rn 36 0.00070 -0.00014 0.00001 141.53 -0.11 -0.46 37 •0.00055 -0.00011 0.00002 -141.53 0.11 0.19 37 C04^ -03 rn 37 0.00055 -0.00011 0.00002 141.53 -0.11 -0.19 38 0.00041 -0.00007 0.00002 -141.53 0 .11 -0.08 38 C04^ -04 rn 38 0.00041 -6.00007 0.00002 141.53 -0.11 0.08 39 .0.00027 -0.00003 0.00001 -141.53 0.11 -0.34 39 Cp4--OS rn 39 0;OP027 -0.00003 0.00001 141.53 -0.11 0.34 40 0.00012 -0.00001 0.00001 -141.53 0.11 -0.61 40 P04--01 m 40 6i00012 -0.00001 0.00001 141.53 -0.11 0.61 41 0.00000 0.00000 o.ooooo -141.53 0.11 -0.84 41 S05-01 m 35 -0.00017 -0.00085. 0.00001 0.72 70.30 201.27 42 42 -0.00017 -0.00134 -0.00017 -0.72 -36.89 18.48 42 S05-02 rn 42 -0.00017 -0.00i34 -0.00017 0.72 36.89 -18.48 43 -0.00017 -0.00177 -0.00001 -0.72 -3.47 101.22 43 S05-03 rn 43 -0.00017 -0.00177 -0.00001 0.72 3.47 -101.22 44 -0.00017 -0.00138 0.00018 -0.72 29.94 46.97 44 S05-04 rn 44 -0.00017 -0.00138 0.00018 0 . 72 -29.94 -46.97 45 -0.00017 -0.00067 0.00010 -0.72 63 .36 -144.29 45 C05-01 rn 45 0.00067 -0.00017 0.00010 110.63 0.72 7 .21 46 0.00054 0.00005 0.00008 -110.63 -0.72 -5 .33 46 C05-02 rn 46 0.00054 0.00005 0.00008 110.63 0.72 5.33 47 0.00043 0.00016 0.00002 -110.63 -0.72 -3.64 47 COS-03 rn 47 0.00043 0.00016 0.00002 110.63 0.72 3.64 48 0.00032 0.00015 -0.00002 -110.63 -0.72 -1.95 48 C05-04 rn 48 0.00032 0.00015 -0.00002 110.63 0.72 1.95 49 0.00021 0.00009 -0.00003 -110.63 -0 . 72 -0.25 49 C05-05 rn 49 0.00021 0.00009 -0.00003 110.63 0.72 0 .25 50 0.00010 0.00003 -0.00002 -110.63 -0.72 1.44 50 P05-01 rn 50 0.00010 0.00003 -0.00002 110.63 0.72 -1.44 51 0.00000 0.00000 0.00000 -110.63 -0.72 2.88 51 S06-01 rn 45 -0.00017 -0.00067 0.00010 0.00 47.27 137.08 52 -0.00017 -0.00061 -0.00003 0.00 -23.64 -34.27 52 S06-02 rn 52 -0.00017 -0.00061 -0.00003 0.00 23.64 34 .27 53 • -0.00017 -0.00073 -0.00005 0.00 0 . 00 0 . 00 Cumulative Results of analysis at end of stage 1 Plastic Action at: Lat. Force / Deflection Element/ Stage/ Code/ , *g (DL= 515.9) / (in) node# name SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 COl.Ol COl.02 8 COl.03 9 COl.04 10 COl.05 11 POI.01 12 S02.01 13 S02.02 14 S02.03 15 S02.04 16 S02.05 17 C02.01 18 C02.02 19 C02.03 20 C02.04 21 C02.05 22 P02.01 23 S03.01 24 S03.02 25 S03.03 26 C03.01 27 C03.02 28 C03.03 29 C03.04 30 C03.05 31 P03.01 32 S04.01 33 S04.02 34 S04.03 35 S04.04 36 C04.01 3 7 C04.02 38 C04.03 39 C04.04 40 C04.05 41 P04.01 42 SOS.01 43 SOS.02 44 SOS.03 45 SOS.04 46 COS.01 47 COS.02 48 C05.03 49 COS.04 50 COS.OS 51 POS.01 52 S06.01 53 S06.02 Displ.X 0.02814 0.02814 0.02814 0.02813 0.02813 0.02651 0.02218 0.01516 0.00765 0.00189 0.00000 0.02813 0.02814 0.02814 0.02813 0.02812 0.02726 0.02334 0.01617 0.00824 .00204 .00000 .02813 .02813 .02813 .02615 .02160 .01465 .00736 .00181 .00000 .02815 .02817 .02818 .02818 .02684 .02262 .01552 0.00786 0.00194 0.00000 0.02819 0.02820 0.02820 .02819 .02630 .02186 .01488 .00749 .00184 .00000 .02820 .02820 - GLOBAL Displ.y O.OOOSS 0.00033 0.00010 -0.00017 -0.00052 00042 00033 00025 00016 00007 0.00000 -0.00099 -0.00111 -0.00088 -0.00047 -0.00023 -0.00019 -0.00015 -0.00011 -0.00007 -0.00003 0.00000 -0.00024 00036 00076 00062 00049 00036 -0.00024 -0.00011 0.00000 -0.00192 -0.00206 -0.00125 -0.00080 -0.00065 -0.00052 00038 00025 00011 00000 00124 00111 •0.00051 0.00081 •0.00066 0.00052 0.00039 0.00025 0.00012 0.00000 0.00209 0.00355 • Rotation -0.00013 -0.00013 00014 00018 00024 00095 00257 00325 00298 00177 00000 -0.00012 0.00003 0.00015 0.00016 0.00000 -0.00062 -0.00254 -0.00339 -0.00318 -0.00191 0.00000 -0.00002 -0.00012 -0.00034 -0.00113 -0.00259 -0.00318 -0.00288 -0.00170 0.00000 -0.00018 0.00011 0.00023 -0.00011 -0.00086 -0.00257 -0.00330 -0.00305 00182 00000 00006 00012 00012 00037 00105 00258 0.00321 0.00292 0.00173 0.0.0000 0.00049 0.00051 C5 element ncxie local element # name fix displ.x displ.y rotation axial shear moment 1 SOl-Ol rn 1 0 .02814 0 .00055 -0 .00013 2 . 12 0 .00 0 . 00 2 0 .02814 0 .00033 -0 .00013 -2 .12 13 .85 -11 . 78 2 SOl-02 rn 2 0 .02814 0 .00033 -0 .00013 6 .37 -13 . 86 11 .77 3 0 .02814 0 .00010 -0 .00014 -6 .37 27 .71 -47 .11 3 SOl-03 rn 3 0 .02814 0 .00010 -0 .00014 10 .61, -27 . 71 47 .11 4 0 .02813 -0 .00017 -0 .00018 -10 .61 41 .57 -105 . 99 4 SOl-04 rn 4 0 .02813 -0 .00017 -0 .00018 14 .86 -41 . 56 105 .99 5 0 .02813 -0 .00052 -0 .00024 -14 . 86 55 .42 -188 .43 5 COl-01 rn 5 0 00052 0 02813 -0 00024 85 64 31 68 247 .41 6 0 00042 0 02651 -0 00095 -85 64 -31 68 -165 05 6 COl-02 rn 6 0 00042 0 02651 -0 00095 85 64 31 68 165 04 7 0 00033 0 02218 -0 00257 -85 64 -31 68 -90 60 7 COl-03 rn 7 0 00033 0 02218 -0 00257 85 64 31 68 90 60 8 0 00025 0 01516 -0 00325 -85 64 -31 68 -16 15 8 COl-04 rn 8 0 00025 0 01516 -0 00325 85 64 31 68 16 15 9 • 0 00016 0 00765 -0 00298 -85 64 -31 68 58 29 9 COl-05 rn 9 0 00016 0 00765 -0 00298 35 64 31 68 -58 29 10 10 0 00007 0 00189 -0 00177 -85 64 -31 68 132 74 10 POl-01 rn 10 0 00007 0 00189 -0 00177 85 64 31 68 -132 74 11 0 00000 0 00000 0 00000 -35 64 -31 68 196 10 11 S02-01 rn 5 0 02813 -0 00052 -0 00024 -11 58 30 . 22 -58 . 98 12 0 02813 -0 00099 -0 00012 11. 58 -9 . 85 109 . 07 12 S02-02 rn 12 0 02813 -0 . 00099 -0 00012 -5 . 33 9 . 85 -109 . 07 13 S02-03 13 . 0 • 02814 -0 . 00111 0 . 00003 5 . 33 10 -53 108 . 22 13 S02-03 rn 13 0 . 02814 -0 . 00111 0 . 00003 0 . 91 -10 . 53 -108 . 22 14 S02-04 14 0 . 02814 -0 . 00088 0 -00015 -0. 91 30 . 90 56 . 43 14 S02-04 rn 14 0 -02814 -0 . 00088 0 . 00015 7 . 15 -30 . 90 -56 . 43 15 0 . 02813 -0 . 00047 0 . 00016 -7 . 15 51 . 28 -46 -30 16 0.02812 -0 .00023 0 .00.Q00 -13 .39 71 .65 -199 .96 16 C02 -01 rn 16 0.00023 0 .02812 0 .00000 38 .49 26 .74 214 .34 17 0.00019 0 .02726 -0 .00062 -38 .49 -26 .74 -144 .82 17 C02 -02 rn 17 0.00019 0 .02726 -0 .00062 38 .49 26 .74 144 .81 18 O.OOOIS 0 .02334 -0 .00254 -38 .49 -26 .74 -81 .98 18 C02 -03 rn 18 0.00015 0 .02334 -0 .00254 38 .49 26 .74 81 .98 19 0.00011 0 .01617 -0 .00339 -38 .49 -26 .74 -19 .15 19 C02 -04 rn 19 0.00011 0 .01617 -0 .00339 38 .49 26 .74 19 .15 20 0.00007 0 .00824 -0 .00318 -38 .49 -26 .74 43 .69 20 C02 -OS rn 20 0.00007 0 .00824 -0 .00318 38 .49 26 .74 -43 .69 21 0.00003 0 .00204 -0 .00191 -38 .49 -26 .74 106 .52 21 P02 -01 re 21 0.00003 0 .00204 -0 .00191 38 .49 26 .74 -106 .52 22 0.00000 0 .00000 0 .00000 -38 .49 -26 .74 160 .00 22 S03 -01 m 16 0.02812 -0 .00023 0 .00000 -7 .98 -33 .17 -14 .37 23 0.02813 -0 .00024 -0 .00002 7 .98 47 .84 -58 .53 23 S03 -02 m 23 0.02813 -0 .00024 -0 .00002 -3 .50 -47 .84 58 .53 24 0.02813 -0 .00036 -0 .00012 3 .50 62 .51 -157 .84 24 S03 -03 rn 24 0.02813 -0 .00036 -0 .00012 0 .99 -62 .51 157 .84 25 0.02813 -0 .00076 -0 .00034 -0 .99 77 .18 -283 .55 25 C03 -01 m 25 0.00076 0 .02813 -0 .00034 125 .58 36 .10 277 .22 26 0.00062 0 .02615 -0 .00113 -125 .58 -36 .10 -183 .35 26 C03 -02 rn 26 0.00062 0 .02615 -0 .00113 125 .58 36 .10 183 .35 27 0.00049 0 .02160 -0 .00259 -125 .58 -36 .10 -98 .51 27 C03 -03 rn 27 0.00049 0 .02160 -0 .00259 125 .58 36 .10 98 .51 28 0.00036 0 .01465 -0 .00318 -125 .58 -36 .10 -13 .67 28 C03 -04 rn 28 0.00036 0 .01465 -0 .00318 125 .58 36 .10 13 .67 29 0.00024 0 .00736 -0 .00288 -125 .58 -36 .10 71 .17 29 C03 -OS rn 29 0.00024 0 .00736 -0 .00288 125 .58 36 .10 -71 .17 30 0.00011 0 .00181 -0 .00170 -125 .58 -36 .10 156 .02 30 P03 -01 rn 30 0.00011 0 .00181 -0 .00170 125 .58 36 .10 -156 .02 31 0.00000 0 .00000 0 .00000 -125 .58 -36 .10 228 .22 31 S04 -01 rn 25 0.02813 -0 .00076 -0 .00034 -27 .74 48 .41 6 .33 32 0.02815 -0 .00192 -0 .00018 27 .74 -14 .99 123 .63 32 S04 -02 rn 32 0.02815 -0 .00192 -0 .00018 -17 50 14 99 -123 .63 33 0.02817 -0 .00206 0 00011 17 50 18 43 116 .59 33 S04 -03 rn 33 0.02817 -0 00206 0 00011 -7 26 -18 43 -116 .59 34 0.02818 -0 00125 0 00023 7 26 51 84 -27 46 34 S04 -04 rn 34 0.02818 -0 00125 0 00023 2 98 -51 84 27 46 35 0.02818 -0 00080 -0 00011 -2 98 85 26 -308 SO 35 C04 -01 rn 35 0.00080 0 02818 -0 00011 132 27 32 98 259 70 36 0.00065 0 02684 -0 00086 -132 27 -32 98 -173 95 36 C04 -02 rn 36 0.00065 0 02684 -0 00086 132 27 32 98 173 95 37 0.00052 0 02262 -0 00257 -132 27 -32 98 -96 45 37 C04 -03 m 37 0.00052 0 02262 -0 00257 132 27 32 98 96 45 38 0.00038 0 01552 -0 00330 -132 27 -32 98 -18 96 38 C04 -04 rn 38 0.00038 0 01552 -0 00330 132 27 32 98 18 96 39 0.00025 0 00786 -0 00305 -132 27 -32 98 58 54 39 C04--05 m 39 0.00025 0 00786 -0 00305 132 27 32 98 -58 54 40 0.00011 0 00194 -0 00182 -132 27 -32 98 136 03 40 P04--01 m 40 0.00011 0 00194 -0 00182 132 27 32 98 -136 03 41 0.00000 0 00000 0 00000 -132 27 -32 98 201 99 41 S05--01 rn 35 0.02818 -0 00080 -0 00011 -19. 75 47 01 48 81 42 0.02819 -0 00124 -0. 00006 19. 75 -13 60 75 45 42 S05-02 m 42 0.02819 -0. 00124 -0. 00006 -9. 51 13 . 60 -75 44 43 0.02820 -0. 00111 0. 00012 9. 51 19. 82 62. 69 43 S05-03 m 43 0.02820 -0 . OOlll -0. 00012 6. 73 -19. 82 -62 . 69 44 0.02820 -0. 00051 0. 00012 -0. 73 53 . 23 -87. 06 44 S05-04 rn 44 0.02820 -0. 00051 0. 00012 10 . 97 -53 . 23 87. 06 45 0.02819 -0 . 00081 -0. 00037 -10. 97 86 . 65 -373. 81 45 COS-01 rn 45 0.00081 0. 02819 -0. 00037 133 . 92 30. 57 236. 73 46 0.00066 0 . 02630 -0. 00105 -133. 92 -30 . 57 -157. 24 46 C05-02 rn 46 0.00066 0. 02630 -0 . 00105 133 . 92 30 . 57 157. 24 47 0.00052 0. 02186 -0. 00258 -133 . 92 -30 . 57 -85. 39 47 C05-03 rn 47 0.00052 0 . 02186 -0 . 00258 133 . 92 30 . 57 85 . 39 48 0.00039 0 . 01488. -0. 00321 -133 . 92 -30. 57 -13 . 55 48 COS-04 m 48 0.00039 0 . 01488 -0 . 00321 133 . 92 30 . 57 13 . 55 49 0.00025 0. 00749 -0. 00292 -133 . 92 -30 . 57 58 . 30 49 C05-05 rn 49 0.00025 0 . 00749 -0 . 00292 133 . 92 30 . 57 -53 . 30 50 0.00012 0. 00184 -0 . 00173 -133 . 92 -30 . 57 13 0 . 14 50 P05-01 rn 50 0.00012 0 . 00184 -0. 00173 133 . 92 30. 57 -130. 14 51 0.00000 0 . 00000 0 . 00000 -133 . 92 -30 . 57 191. 29 51 S06-01 rn 45 0.02319 -0. 00081 -0. 00037 -10. 86 47 . 27 137. 08 52 0.02820. -0. 00209 -0 . 00049 10 . 86 -23 . 64 -34 . 27 52 S06-02 rn 52 0.02820 -0 . 00209 -0 . 00049 -3 . 62 23 . 63 34 . 27 53 0.02820 -0 . 00355 -0 . 00051 3 . 62 0 . 00 0 . 00 Cumulative Results of analysis at end of stage 2 Plastic Action at: Lat. Force / Deflection Element/ Stage/ Code/ *g (DL= 515.9) / (in) P02-01 1 re 0.3065 0.3377 P04-01 2 re 0.3303 0.3679 nodett name GLOBAL Displ.X Displ-y Rotation 2 SOI .01 0 .03066 0 .00054 -0 .00017 3 SOI .02 0 .03065 0 .00024 -0 .00018 4 SOI .03 0 .03065 -0 .00009 -0 .00021 5 SOI .04 0 .03064 -0 .00050 -0 .00028 6 COl .01 0 .02885 -0 .00041 -0 .00105 7 COl .02 0 .02412 -0 .00033 -0 .00280 8 COl .03 0 .01647 -0 .00024 -0 .00353 9 COl .04 0 .00832 -0 .00016 -0 .00324 10 COl .05 0 .00205 -0 .00007 -0 .00192 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .03065 -0 .00104 -0 .00014 13 S02 .02 0 .03065 -0 .00117 0 .00003 14 S02 .03 0 .03065 -0 .00092 0 .00016 15 S02 .04 0 .03065 -0 .00049 0 .00017 16 S02 .05 0 .03064 -0 .00023 0 .00000 17 C02 .01 0 .02975 -0 .00019 -0 .00065 18 C02 .02 0 .02565 -0 .00015 -0 .00267 19 C02 .03 0 .01806 -0 .00011 -0 .00360 20 C02 .04 0 .00955 -0 .00007 -0 .00346 21 C02 .05 0 .00267 -0 .00003 -0 00222 22 P02 .01 0 .00000 0 .00000 0 00000 23 S03 01 0 .03064 -0 .00023 -0 00002 24 S03 .02 0 03065 -0 .00035 -0 00013 25 S03 03 0 03064 -0 .00077 -0 00035 26 C03 01 0 02852 -0 .00063 -0 00122 27 C03 02 0 02357 -0 .00050 -0 00283 28 C03 03 0 01599 -0 00037 -0 00347 29 C03 04 0 00803 -0 00024 -0 00314 30 C03 05 0 00197 -0 00011 -0 00186 31 P03 01 0 00000 0 00000 0 00000 32 S04 01 0 03067 -0 00196 -0 00018 33 S04 02 0 03069 -0 00208 0 00012 34 S04 03 0 03070 -0 00124 0 00024 35 S04 04 0 03069 -0 00079 -0 00012 36 C04 01 0 02924 -0 00065 -0 00094 37 C04 02 0 02464 -0 00051 -0 00280 38 C04 03 0 01691 -0 00038 -0 00360 39 C04 04 0 00856 -0 00025 -0 00333 40 C04 05 0. 00211 -0 00011 -0. 00198 41 P04 01 0. 00000 0. 00000 0. 00000 42 SOS. 01 0. 03071 -0. 00124 -0 . 00005 43 SOS. 02 0. 03072 -0. 00105 0. 00013 44 SOS. 03 0. 03072 -0. 00044 0. 00011 45 SOS . 04 0. 03071 -0. 00082 -0. 00041 46 COS. 01 0. 02863 -0. 00067 -0. 00115 47 COS. 02 0. 02378 -0. 00053 -0. 00281 48 COS, 03 0. 01618 -0. 00039 -0. 00349 49 COS. 04 0. 00815 -0. 00025 -0 . 00318 50 COS. 05 0. 00200 -0. 00012 -0 . 00188 51 POS. 01 0. 00000 0. 00000 0. 00000 52 306. 01 0. 03072 -0. 00222 -0. 00053 53 S06. 02 0. 03072 -0. 00381 -0. 00055 c1 element ncxie local element # . name fix , displ.X displ.y rotation axial shear moment 1 SOI -01 m 1 0 .03066 0 .00082 -0 .00017 2 .29 0 .00 0 .00 SOI 2 0 .03066 0 .00054 -0 .00017 -2 .29 13 .85 -11 .77 2 SOI -02 rn 2 0 .03066 0 .00054 -0 .00017 6 .86 -13 .86 11 . 77 3 0 .03065 0 .00024 -0 .00018 -6 .86 27 .71 -47 .11 3 SOI -03 rn 3 0 . 03065 0 .00024 -0 .00018 11 .43 -27 . 71 47 .11 SOI 4 0 .03065 -0 .00009 -0 .00021 -11 .43 41 .56 -105 .99 4 SOI -04 rn 4 0 .03065 -0 .00009 -0 .00021 16 .01 -41 .56 105 . 99 5 0 .03064 -0 .00050 -0 .00028 -16 .01 55 .42 -188 .43 5 COl -01 rn 5 0 00050 0 .03064 -0 .00028 83 .34 34 .36 268 . 07 COl 6 0 00041 0 02885 -0 00105 -83 34 -34 .36 -178 .73 6 COl -02 rn 6 0 00041 0 02885 -0 00105 83 34 34 .36 178 73 7 0 00033 0 02412 -0 00280 -83 34 -34. 36 -97 99 7 COl-03 rn 7 0 00033 0 02412 -0 00280 83 34 34 36 97 99 8 0 00024 0 01647 -0 00353 -83 34 -34 36 -17 25 8 COl-04 rn 8 0 00024 0 01647 -0 00353 83 34 34 36 17 25 9 0 00016 0 00832 -0 00324 -83 34 -34 36 63 49 9 COl-05 rn 9 0 00016 0 00332 -0 00324 83 34 34 36 -63 49 10 0 00007 0 00205 -0 00192 -83 34 -34 36 144 24 10 POl-01 rn 10 0 00007 0 00205 -0 00192 83 34 34 36 -144 24 11 0 00000 0 00000 0 00000 -83 34 -34 36 212 95 11 S02-01 rn 5 0 03064 -0' 00050 -0 00023 -12 70 27 92 -79 64 12 S02- 12 0 03065 -0 00104 -0 00014 12 70 -7 54 123 97 12 S02-02 rn 12 0. 03065 -0 00104 -0 00014 -5 97 7 54 -123 97 13 S02- 13 0 . 03065 -0. 00117 0. 00003 5 . 97 12 83 117 . 36 13 S02-03 rn 13 0. 03065 -0. 00117 0. 00003 0 . 76 -12 83 -117 . 36 14 S02- 14 0 . 03065 -0 . 00092 0 . 00016 -0. 76 33 . 21 59. 81 14 S02-04 rn 14 0 . 03065 -0 . 00092 0 . 00016 7 . 49 -33 . 21 -59 . 81 15 S02- 15 0-03065 -0 . 00049 0 . 00017 -7 . 49 53 . 58 -48 . 67 15 S02-05 rn 15 0 . 03065 -0 . 00049 0 . 00017 14 . 21 -53 . 53 48 . 67 16 C02- 16 0 . 03064 -0 . 00023 0 . 00000 -14 . 21 73 : 96 -208 . 09 16 C02-01 rn 16 0. 00023 0 -03064 0 . 00000 37 . 84 27 . 37 223 . 12 17 0 -00019 0 . 02975 -0 -00065 -37. 84 -27 . 37 -151 . 97 18 0 .00015 0 .02565 -0 .00Z67 -37 .84 -27 .37 -87 .66 18 C02 -03 rn 18 0 .00015 0 .02565 -0 .002*7 37 .84 27 .37 87 .66 19 0 .00011 0 .01806 -0 .00360 -37 .84 -27 .37 -23 .35 19 C02 -04 rn 19 0 .00011 0 .01806 -0 .00360 37 .84 27 .37 23 .35 20 0 .00007 0 .00955 -0 .00346 -37 .84 -27 .37 40 .96 20 C02 -05 m 20 0 .00007 0 .00955 -0 .00346 37 .84 27 .37 -40 .96 21 0 .00003 0 .00267 -0 .00222 -37 .84 -27 .37 105 .27 21 P02 -01 re 21 0 .00003 0 .00267 -0 .00222 37 .84 27 .37 -105 .27 22 0 .00000 0 .00000 -0 .00032 -37 .84 -27 .37 160 .00 22 S03 -01 rn 16 0 .03064 -0 .00023 0 .00000 -7 .38 -36 .12 -15 .03 23 0 .03064 -0 .00023 -0 .00002 7 .38 SO .79 -63 .18 23 S03 -02 rn 23 0 .03064 -0 .00023 -0 .00002 -2 .55 -50 .79 63 .18 24 0 .03065 -0 .00035 -0 .00013 2 .55 65 .46 -167 .81 24 S03 -03 rn 24 0 .03065 -0 .00035 -0 .00013 2 .30 -65 .46 167 .81 25 0 .03064 -0 .00077 -0 .00035 -2 .30 80 .13 -298 .83 25 C03 -01 rn 25 0 .00077 0 .03064 -0 .00035 127 .29 39 .48 303 .40 26 0 .00063 0 .02852 -0 .00122 -127 .29 -39 .48 -200 .76 26 CO 3 -02 m 26 0 .00063 0 .02852 -0 .00122 127 .29 39 .48 200 .76 27 0 .00050 0 .02357 -0 .00283 -127 .29 -39 .48 -107 .99 27 C03 -03 rn 27 0 .00050 0 .02357 -0 .00283 127 .29 39 .48 107 .99 28 0 .00037 0 .01599 -0 .00347 -127 .29 -39 .48 -15 .21 28 C03 -04 m 28 0 .00037 0 .01599 -0 .00347 127 .29 39 .48 15 .21 29 0 .00024 0 .00803 -0 .00314 -127 .29 -39 .48 77 .56 29 C03 -05 rn 29 0 .00024 0 .00803 -0 .00314 127 .29 39 .48 -77 .56 30 0 .00011 0 .00197 -0 .00186 -127 .29 -39 .48 170 .33 30 P03 -01 rn 30 0 .00011 0 .00197 -0 .00186 127 .29 39 .48 -170 .33 31 0 .00000 0 .00000 0 .00000 -127 .29 -39 .48 249 .29 31 S04 -01 rn 25 0 .03064 -0 .00077 -0 .00035 -29 .23 47 .16 -4 .57 32 0 .03067 -0 .00196 -0 .00018 29 .23 -13 .74 129 .42 32 S04 -02 m 32 0 .03067 -0 .00196 -0 .00018 -18 .20 13 .74 -129 .42 33 0 .03069 -0 .00208 0 .00012 18 .20 19 .67 117 .27 33 S04 -03 m 33 0 .03069 -0 .00208 0 .00012 -7 17 -19 .67 -117 .27 34 0 .03070 -0 .00124 0 .00024 7 17 53 .09 -31 .88 34 S04 -04 m 34 0 .03070 -0 .00124 0 00024 3 87 -53 .09 31 .88 35 0 .03069 -0 .00079 -0 00012 -3 87 86 50 -318 03 35 C04 -01 rn 35 0 00079 0 03069 -0 00012 131 44 35 92 282 82 36 0 00065 0 02924 -0 00094 -131 44 -35 92 -189 44 36 C04 -02 rn 36 0 00065 0 02924 -0 00094 131 44 35 92 189 44 37 0 00051 0 02464 -0 00280 -131 44 -35 92 -105 03 37 C04 -03 m 37 0 00051 0 02464 -0 00280 131 44 35 92 105 03 38 0 00038 0 01691 -0 00360 -131 44 -35 92 -20 63 38 C04 -04 rn 38 0 00038 0 01691 -0 00360 131 44 35 92 20 63 39 0 00025 0 00856 -0 00333 -131 44 -35 92 63 77 39 C04--05 rn 39 0 00025 0 00856 -0 00333 131 44 35 92 -63 77 40 0 00011 0 00211 -0 00198 -131 44 -35 92 148 17 40 P04-01 re 40 0 00011 0 00211 -0 00198 131 44 35 92 -148 17 41 0 00000 0 00000 0 00000 -131 44 -35 92 220 ,00 41 S05-01 m 35 0 03069 -0 00079 -0 00012 -21 01 44 94 35 21 42 0 03071 -0 00124 -0 00005 21 01 -11 53 80 54 42 S05-02 ,m 42 0. 03071 -0 00124 -0 00005 -9. 97 11 53 -80 54 43 0. 03072 -0 0.0105 0 00013 9. 97 21 89 59. 30 43 SOS-03 m 43 0. 03072 -0 00105 0. 00013 1. 06 -21 89 -59. 30 44 0. 03072 -0. 00.044 0. 00011 -1. 06 55 30 -98. 95 44 SOS-04 m 44 0. 03072 -0. 00044 0. 00011 12. 10 -55. 30 98. 95 45 0. 03071 -0. 00082 -0. 00041 -12 . 10 88. .72 -394 . 19 45' COS-01 m 45.. 0. 00082 0 . 03071 -0. 00041 - 135 . 99 33. 22 257. 11 46 0. 00067 0. 02863 -0. 00115 -135. 99 -33 . 22 -170. 73 46 COS-02 m 46 0. 00067 0. 02863 -0. 00115 135 . 99 33 . 22 170. 73 47 0. 00053-0. 02378 -0. 00281 -135. 99 -33. 22 -92. 65 47 C05-03 rn 47 0. 00053 0. 02378 -0 . 00281 135. 99 33 . 22 92 . 65 48 0. 00039 6. 01618 -0. 00349 -135 . 99 -33. 22 -14 . 58 48 COS-04 rn 48 0. 00039 0. 01618 -0. 00349 135 . 99 33. 22 14 . 58 49 0. 00025 0 . 00815 -0 . 00318 -135 . 99 -33 . 22 63 . 50 49 C05-05 rn 49 0 . 00025 0. 00815 -0. 00318 135 . 99 33 . 22 -63 . 50 50 0. 00012 0 . 00200 -0 . 00188 -135. 99 -33 . 22 141. 57 50 P05-01 m 50 0 . 00012 0. 00200 -0 . 00188 135 . 99 33 . 22 -141. 57 51 . 0. 00000 0 . 00000 0 . 00000 -135 . 99 -33 . 22 208 . 02 51 S06-01 rn 45 0 . 03071 -0 . 00032 -0 . 00041 -11. 70 47. 27 137. 08 52 0. 03072 -0. 00222 -0. 00053 11. 70 -23 . 64 -34 . 27 52 S06-02 rn 52 0. 03072 -0. 00222 -0 . 00053 -3 . 90 23 . 63 34 . 27 53 0. 03072 -0. 00381 -0. 00055 3 . 90 0 . 00 0 . 00 Cumulative Results of analysis at end of stage 3 Plastic Action at: Element/ Stage/ Code/ 02-01 1 re ^-04-01 2 re POl-01 3 re Lat. *g Force (DL= 515.9) 0.3065 0.3303 0.3384 / Deflection / (in) 0.3377 0.3679 0.3805 node# name GLOBAL Displ.X Displ.y Rotation 1 SOl-00 0.03171 0.00093 -0.00018 2 SOI.01 0.03171 0.00062 -0.00018 3 SOI.02 0.03171 0.00030 -0.00020 5 SOI .04 0 .03170 -0 .00050 -0 .00030 6 COl .01 0 .02982 -0 .00040 -0 .00109 7 COl .02 0 .02493 -0 .00032 -0 .00290 8 COl .03 0 .01702 -0 .00024 -0 .00365 9 COl .04 0 .00859 -0 .00015 -0 .00335 10 COl .05 0 .00212 -0 .00007 -0 .00199 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .03170 -0 .00106 -0 .00014 13 S02 .02 0 .03171 -0 .00120 0 .00003 14 S02 .03 0 .03171 -0 .00094 0 .00016 15 S02 .04 0 .03170 -0 .00049 0 .00017 16 S02 .05 0 .03169 -0 .00023 0 .00000 17 C02 .01 0 .03079 -0 .00018 -0 .00065 18 C02 .02 0 .02661 -0 .00015 -0 .00272 19 C02 .03 0 .01885 -0 .00011 -0 .00369 20 C02 .04 0 .01010 -0 .00007 -0 .00357 21 C02 05 0 .00293 -0 .00003 -0 .00235 22 P02 01 0 .00000 0 .00000 0 .00000 23 S03 01 0 .03170 -0 00023 -0 00002 24 S03 02 0 03170 -0 00035 -0 00013 25 S03 03 0 03170 -0 00077 -0 00036 26 C03 01 0 02951 -0 00063 -0 .00126 27 C03 02 0 02439 -0 00050 -0 00292 28 C03 03 0 01655 -0 00037 -0 00359 29 C03 04 0 00831 -0 00024 -0 00325 30 C03 OS 0 00204 -0 00011 -0 00192 31 P03 01 0 00000 0 00000 0 00000 32 S04 01 0 03173 -0 00198 -0 00018 33 S04 02 0 03174 -0 00210 0 00012 34 S04 03 0 03175 -0 00125 0 00024 35 S04 04 0 03175 -0 00079 -0 00012 36 C04 01 0 03028 -0 00064 -0 00095 37 C04 02 0 02559 -0 00051 -0 00286 38 C04 03 0 01769 -0 00038 -0 00369 39 C04 04 0 00910 -0 00025 -0 00344 40 C04 OS 0 00237 -0 00011 -0 00211 41 P04 01 0 00000 0 00000 0 00000 42 SOS 01 0 03177 -0 00122 -0 00004 43 SOS 02 0 03178 -0. 00101 0 00013 44 SOS 03 0. 03178 -0. 00039 0 00011 45 SOS. 04 0. 03177 -0. 00082 -0 00043 46 COS. 01 0. 02960 -0. 00067 -0. 00119 47 COS . 02 0. 02458 -0. 00053 -0. 00291 48 COS. 03 0. 01672 -0. 00039 -0. 00361 49 COS. 04 0. 00842 -0. 00026 -0 . 00329 50 COS. OS 0. 00207 -0. 00012 -0. 00195 51 POS. 01 0. 00000 0 . 00000 0. 00000 52 S06. 01 0. 03177 -0. 00228 -0. 00055, 53 S06. 02 0. 03178 -0. 00393 -0. 00057 element node local element # name fix displ ,x displ.y rotation axial shear moment 1 SOI -01 m 1 0 .03171 0 .00093 -0 .00013 2 .34 0 .00 0 .00 2 0 .03171 0 .00062 -0 .00018 -2 .34 13 .85 -11 .77 2 SOI -02 m 2 0 .03171 0 .00062 -0 .00018 • 7 .03 -13 .86 11 .77 3 P .03171 0 .OP030 -0 .00020 -7 .03 27 .71 -47 .11 3 SOI -03 m 3 0 .03171 0 .00030 -0 .00020 11 .71 -27 .71 47 .11 4 p .03170 -0 .00006 -0 .000.23 -11 .71 41 .57 -105 .99 4 SOI -04 rn 4 6 .03170 -0 .00006 -0 .00023 16 .40 -41 .56 105 .99 5 0 .03170 -0 .00050 -0 .00030 -16 .40 55 .42 -188 .43 5 COl -01 rn 5 0 .00050 0 .03170 -0 .00030 82 .37 35 .48 276 .71 6 0 .00040 0 .02982 -0 .00109 -32 .37 -35 .48 -184 .46 6 COl -02 rn 6 0 00040 0 .02982 -0 .00109 82 .37 35 .48 134 .46 7 0 00032 0 .02493 -0 00290 -82 37 -35 .48 -101 08 7 COl -03 rn 7 0 00032 0 02493 -0 00290 82 37 35 48 101 08 8 0 00024 0 01702 -0 00365 -82 37 -35 43 -17 71 8 COl-04 rn 8 0 00024 0 01702 -0 00365 82 37 35 48 17 71 9 0 00015 0 00859 -0 00335 -82 37 -35 43 65 67 9 COl-05 rn 9 0 00015 0 00859 -0 00335 82 37 35 48 -65 67 10 0 00007 0 00212 -0 00199 -82 37 -35 48 149 04 10 POl-01 re 10 0 00007 0 00212 -0 00199 82 37 35 48 -149 04 11 0 00000 0 00000 0 00000 -82 37 -35 43 220 00 11 S02-01 rn 5 0 03170 -0 00050 -0 00030 -13 29 26 95 -33 23 12 0 03170 -0 00106 -0 00014 13 29 -6 53 130 19 12 S02-02 rn 12 0 03170 -0 00106 -0 00014 -6 39 6 58 -130 19 13 0 03171 -0 00120 0 00003 6 39 13 80 121 16 13 S02-03 rn 13 0 03171 -0 00120 0 00003 0 50 -13 80 -121. 16 14 0 . 03171 -0 00094 0 00016 -0 . 50 34 17 61. 19 14 S02-04 rn 14 0 . 03171 -0 00094 0 00016 7 . 40 -34 . 17 -61. 19 15 0 . 03170 -0 • 00049 0 -00017 -7 . 40 54 . 55 -49. 71 15 S02-05 rn 15 0.-03170 -6. 00049 0 . 00017 14 . 29 • -54 -55 49 . 71 16 o'. 03169 -0 . 00023 0 . 00000 -14 . 29 74 . 92 -211 . 55 16 C02-01 rn 16 0 . 00023 0 . 03169 0 . 00000 37 . 45 27 . 63 226 . 79 17 C02- 17 0 . 00018 0 . 03079 -0 . 00065 -37. 45 -27 . 63 -154 . 96 17 C02-02 rn 17 0 . 00018 0 . 03079 -0 . 00065 37 . 45 27. 63 154 . 95 18 0 . 00015 0 . 02661 -0 . 00272 -37 . 45 -27 . 63 -90 . 03 18 C02-03 rn 18 0 -00015 0 . 02661 -0 -00272 37 . 45 27 . 63 90 . 03 I I I I I I I I I I I I I i I I I I I 19 C02 -04 m 19 0.00011 0.0188S -0.00a69 37.45 -.6 / . OO 27.63 -^3.XU 25.10 20 0.00007 0.01010 -0.00357 -37.45 -27.63 39.82 20 C02 -05 rn 20 0.00007 0.01010 -0.00357 37.45 27.63 -39.82 21 0.00003 0.00293 -0.00235 -37.45 -27.63 104.75 21 P02 -01 re 21 0.00003 0.00293 -0.0023S 37.45 27.63 -104.75 22 0.00000 0.00000 -0.00045 -37.45 -27.63 160.00 22 S03 -01 m 16 0.03169 -0.00023 0.00000 -7.42 -37.47 -15.24 23 0.03170 -0.00023 -0.00002 7.42 52.14 -65.42 23 S03 -02 rn 23 0.03170 -0.00023 -0.00002 -2.47 -52.14 65.42 24 0.03170 -0.00035 -0.00013 2.47 66 .81 -172.47 24 S03 -03 rn 24 0.03170 -0.00035 -0.00013 2.50 -66.81 172.47 25 0.03170 -0.00077 -0.00036 -2.50 81.48 -305.94 25 C03 -01 rn 25 0.00077 0.03170 -0.00036 128.33 40.88 314.22 26 0.00063 0.02951 -0.00126 -128.33 -40.88 -207.94 26 C03 -02 m 26 0.00063 0.02951 -0.00126 128.33 40.88 207.95 27 0.00050 0.02439 -0.00292 -128.33 -40.88 -111.89 27 C03 -03 m 27 0.00050 0.02439 -0.00292 128.33 40.88 111.89 28 0.00037 0.01655 -0.00359 -128.33 -40.88 -15.83 28 C03 -04 m 28 0.00037 0.01655 -0.00359 128.33 40.88 15.83 29 0.00024 0.00831 -0.00325 -128.33 -40.88 80.23 29 C03 -05 m 29 0.00024 0.00831 -0.00325 128.33 40.88 -80.23 30 0.00011 0.00204 -0.00192--128.33 -40.88 176.29 30 P03 -01 m 30 0.00011 0.00204 -0.00192 128.33 40.88 -176.29 31 0.00000 0.00000 0.00000 -128.33 -40.88 258.04 31 S04 -01 rn 25 0.03170 -0.00077 -0.00036 -30.24 46.85 -8.28 32 0.03173 -0.00198 -0.00018 30.24 -13.43 131.87 32 S04 -02 rn 32 0.03173 -0.00198 -0.00018 -18.93 13.43 -131.87 33 33 0.03174 -0.00210 0.00012 18.93 19.98 118.45 33 S04 -03 rn 33 0.03174 -0.00210 0.00012 -7.63 -19.98 -118.45 34 0.03175 -0.00125 0.00024 7.63 53.40 -31.98 34 S04 -04 rn 34 0.03175 -0.00125 0.00024 3.68 -53.40 31.98 35 0.03175 -0.00079 -0.00012 -3.68 86.81 -319.40 35 C04 -01 rn 35 0.00079 0.03175 -0.00012 131.04 36.25 287.53 36 0.00064 0.03028 -0.00095 -131.04 -36.25 -193.27 36 C04 -02 m 36 0.00064 0.03028 -0.00095 131.04 36.25 193.27 37 0.00051 0.02559 -0.00286 -131.04 -36.25 -108.08 37 C04--03 rn 37 0.00051 0.02559 -0.00286 131.04 36.25 108.08 38 0.00038 0.01769 -0.00369 -131.04 -36.25 -22.88 38 C04^ -04 m 38 0.00038 0.01769 -0.00369 131.04 36.25 22.89 39 39 0.00025 0.00910 -0.00344 -131.04 -36.25 62.31 39 C04-•OS m 39 0.00025 0.00910 -0.00344 131.04 36.25 -62.31 40 0.00011 0.00237 -0.00211 -131.04 -36.25 147.50 40 P04-01 re 40 0.00011 0.00237 -0.00211 131.04 36.25 -147.50 41 0.00000 0.00000 -0.00013 -131.04 -36.25 220.00 41 S05-01 m 35 0.03175 -0.00079 -0.00012 -21.26 44 .23 31.38 42 0.03177 -0.00122 -0.00004 21.26 -10.82 80.98 42 SOS-02 m 42 0.03177 -0.00122 -0.00004 -9.95 10.82 -80.98 43 0.03178 -p.00101 0,00013 9.95 22.60 56.83 43 S05-03 rn 43 0.03178 -0.00101 .0 . 00013 1.36 -22.60 -56.83 44 0.03178 -0.00039 6.00011 -1.36 56.01 -104.33 44 SOS-04 rn 44 0.03178 -0.00039 0.00011 12.66 -56.01 104.33 45 45 0.03177 -0.00082 -0.00043 -12.66 89.43 -402.48 45 C05-01. m 45 0.00082 0.03177 -0.00043 136.70 34 .31 265,40 46 COS- 46 0.00067 0.02960 -0.00119 -136:70 -34 .31 -176.20 46 COS-02 rn .46' 0.00067 0.02966 -0.00119 136.70 34 .31 176.20 47 COS-03 47 . 0.00053 •0:'62458 -0.00291 -136.70 • -34.31--95.57 47 COS-03 m 47 0.00053 0.02458 -0.00291 136.70 34.31 95.57 .48 COS- 48 0.00039 0.01672 -0.00361 -136.70 -34 .31 -14.95 .48 COS-04 rn 48 0.00039 0.01672 -0.00361 136.70 34.31 14 .95 49 C05-49 0.00026 0.00842 -0.00329 -136.70 -34.31 65 . 67 49 C05-OS rn 49 0.00026 0.00842 -0.00329 136.70 34.31 -65.67 50 P05- 50 0.00012 0.00207 -0.00195 -136.70 -34.31 146.29 50 P05-01 rn 50 0.00012 0.00207 • -0.00195 136.70 34 .31 -146.29 51 51 0.00000 0.00000 0.00000 -136.70 -34.31 214.90 51 S06-01 : rn 45 0.03177 --0.00082 • -0.00043 -11.99 47.27 137.08 52 0.03177 --0.00228 • -0.00055 11.99 -23.64 -34.27 52 S06-02 rn 52 0.03177 --0.00228 --0.00055 -4 .00 23.63 34 . 27 53 0.03178 -•0.00393 --0.00057 4.00 0.00 0.00 Cumulative Results of analysis at end of stage Plastic Action at: Lat. Force Element/ Stage/ Code/ *g (DL= 515.9) P02-01 1 re 0.3065 P04-01 2 re 0.3303 POl-01 3 re 0.3384 :02-02 4 rs 0.3497 node# name / Deflection / (in) 0 .3377 0.3679 0.3305 0.4025 SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 GLOBAL Displ.x Displ.y Rotation 0.03354 0.00101 -0.00019 0.03354 0.00069 -0.00019 0.03353 0.00035 -0.00021 0.03353 -0.00003 -0.00024 0.03352 -0.00049 -0.00031 I I I I I I I I I I I I I I I I I I H 7 COl .02 0 .02653 -0 .00032 -0 .00300 8 COl .03 0 .01833 -0 .00024 -0 .00380 9 COl .04 0 .00949 -0 .00015 -0 .00354 10 COl .05 0 .00254 -0 .00007 -0 .00220 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .03353 -0 .00107 -0 .00015 13 S02 .02 0 .03353 -0 .00121 0 .00003 14 S02 .03 0 .03353 -0 .00094 0 .00016 15 S02 .04 0 .03353 -0 .00049 0 .00018 16 S02 .05 0 .03352 -0 .00022 0 .00000 17 C02 .01 0 .03259 -0 .00018 -0 .00067 18 C02 .02 0 .02827 -0 .00014 -0 .00282 19 C02 .03 0 .02021 -0 .00010 -0 .00385 20 C02 .04 0 .01104 -0 .00007 -0 .00377 21 C02 .05 0 .00338 -0 .00003 -0 .00257 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .03352 -0 .00022 -0 .00002 24 S03 .02 0 .03352 -0 .00034 -0 .00014 25 S03 .03 0 .03352 -0 .00079 -0 .00038 26 C03 .01 0 .03122 -0 .00064 -0 .00133 27 C03 .02 0 .02581 -0 .00051 -0, .00309 28 C03 .03 0 .01751 -0 .00038 -0, .00380 29 C03 .04 0 .00880 -0 .00024 -0, .00344 30 C03 .05 0 .00216 -0 .00011 -0, .00203 31 P03 .01 0 .00000 0 .00000 0, .00000 32 S04 .01 0, .03355 -0 .00203 -0, .00018 33 S04 .02 0, .03357 -0 .00214 0, .00012 34 S04 , .03 0, .03358 -0 .00127 0. .00025 35 S04, .04 0, .03357 -0 .00079 -0. .00012 36 C04, .01 0, .03208 -0 .00064 -0. .00097 37 C04, .02 0, .02725 -0, .00051 -0. .00296 38 C04, .03 0, .01904 -0, .00038 -0, .00384 39 C04, .04 0, .01004 -0, .00024 -0. ,00363 40 C04. .05 0. .00282 -0. .00011 -0. 00233 41 P04 . .01 0. .00000 0, .00000 0. 00000 42 SOS. .01 0 , ,03359 -0. ,00118 -0. 00003 43 SOS. ,02 0. 03360 -0. 00093 0. 00014 44 SOS. 03 0. 03360 -0. 00032 0. 00010 45 SOS. 04 0. 03359 -0. 00083 -0. 00046 46 COS. 01 0. 03127 -0. 00068 -0. 00126 47 COS. 02 0. 02596 -0. 00054 -0. 00308 48 COS. 03 0. 01766 -0. 00040 -0. 00381 49 COS. 04 0 . 00889 -0. 00026 -0. 00347 50 COS. OS 0. 00218 -0. 00012 -0. 00205 51 POS. 01 0. 00000 0. 00000 0. 00000 52 S06. 01 0. 03360 -0. 00239 -0. 00059 53 S06. 02 0. 03360 -0. 00413 -0. 00060 element node local element # name fix displ.X displ.y rotation axial shear moment 1 SOI -01 rn' 1 0 .03354 0 .00101 -0 .00019 2 .42 0 .00 0 .00 2 0 .03354 0 .00069 -0 .00019 -2 .42 13 .85 -11 .77 2 SOI -02 rn 2 0 .03354 0 .00069 -0 .00019 7 .27 -13 .86 11 .77 SOI 3 0 .03353 0 .00035 -0 .00021 -7 .27 27 .71 -47 .11 3 SOI -03 m 3 0 .03353 0 .00035 -0 .00021 12 .11 -27 .71 47 .11 SOI 4 0 .03353 -0 :00003 -0 .00024 -12 .11 41 .56 -105 .99 4 SOI -04 rn 4 0 .03353 -0 .00003 -0 .00024 16 .95 -41 .56 105 .99 COl 5 0 .03352 -0 .00049 -0 .00031 -16 .95 55 .42 -188 .43 5 COl -01 rn 5 0 .00049 0 .03352 -0 .00031 81 .47 36 .00 283 .96 6 0 .00040 0 .03159 -0 .00113 -81 .47 -36 .00 -190 .37 6 COl -02 rn 6 0 .00040 0 .03159 -0 .00113 81 .47 36 .00 190 .37 COl 7 0 .00032 0 .02653 -0 .00300 -81 .47 -36 .00 -105 . 77 7 COl -03 rn 7 0 .00032 0 .02653 -0 .00300 81 .47 36 . 00 105 . 77 3 0 .00024 0 .01833 -0 .00380 . -81 .47 -36 .00 -21 .18 8 COl--04 rn 8 0 .00024 0 .01833 -0 .00380 81 .47 36 .00 21 .18 9 0 .00015 0 .00949 -0 .00354 -81 .47 -36 .00 63 .41 9 COl-•05 rn 9 0 .00015 0 .00949 -0 .00354 81 .47 36 . 00 -63 .41 10 10 0, .00007 0 , .00254 -0. .00220 -81, , 47 -36 .00 148 , . 01 10 POl-•01 re 10 0, .00007 0 , .00254 -0 . .00220 81, ,47 36 , .00 -148 . ,01 11 11 0. ,00000 0, .00000 -0 . ,00022 -81, ,47 -36 , .00 220 . 00 11 S02-•01 rn 5 0 . ,03352 -0 . ,00049 -0. 00031 -13 . 06 26. ,05 -95 . 53 12 12 0. 03353 -0 . 00107 -0 . 00015 13 . 06 -5 . 67 135 . 18 12 S02-02 rn 12 0 . 03353 -0 . 00107 -0 . 00015 -5 . 94 • 5. 67 -135 . 18 13 0 . 03353 -0. 00121 0 . 00003 5 . 94 14 . 70 123 . 90 13 S02-03 rn 13 0 . 03353 -0 . 00121 0 . 00003 1. 19 -14 . 70 -123 . 90 14 14 0 . 03353 -0 . 00094 0 . 00016 -1. 19 35 . 08 61. 68 14 S02-04 rn 14 0. 03353 -0. 00094 0 . 00016 8 . 31 -35 . 08 -61-68 15 15 0 . 03353 -0 . 00049 0 . 00018 -3 . 31 55 . 45 -51. 48 15 S02-05 rn 15 0 i 03353 -0. 00049 0 . 00013 15 . 44 -55 . 45 51 . 48 16 16 0. 03352 -0. 00022 0 . 00000 -15 . 44 75 . 83 -215 -58 16 C02-01 rn 16 0 . 00022 0 . 03352 0 . 00000 35 . 72 23 . 07 232 . 98 17 C02- 17 0 . 00018 0 . 03259 -0 . 00067 -35 . 72 -28 . 07 -160 . 00 17 C02-02 rs 17 0 . 00018 0 . 03259 -0 . 00067 35 . 72 28 . 07 160 . 00 18 0 . 00014 0 . 02827 -0 . 00282 -35 . 72 -28 . 07 -94 . 04 13 C02-03 rn 18 0 . 00014 0 . 02827 -0 . 00282 35 . 72 28 . 07 94 . 04 19 19 0 . 00010 0 . 02021 -0 . 00385 -35 . 72 -28 -07 -28 -07 19 C02-04 rn 19 • 0 . 00010 0 . 02021 -0 . 00385 35 -72 28 . 07 28 . 07 I I I I I I I I I I I I I I I I I I I 20 C02 -05 m 20 0 .00007 0 .01104 -0 .003.77 35 .72 28 .07 -37 .89 21 0 .00003 0 .00338 -0 .00257 -35 .72 -28 .07 103 .86 21 P02 -01 re 21 0 .00003 0 .00338 -0 .00257 35 .72 28 .07 -103 .86 22 0 .00000 0 .00000 -0 .00067 -35 .72 -28 .07 160 .00 22 S03 -01 m 16 0 .03352 -0 .00022 0 .00000 -6 .52 -40 .11 -17 .40 23 0 .03352 -0 .00022 -0 .00002 6 .52 54 .78 -67 .99 23 S03 -02 m 23 0 .03352 -0 .00022 -0 .00002 -1 .40 -54 .78 68 .00 24 0 .03352 -0 .00034 -0 .00014 1 .40 69 .45 -179 .80 24 S03 -03 m 24 0 .03352 -0 .00034 -0 .00014 3 .73 -69 .45 179 .80 25 0 .03352 -0 .00079 -0 .00038 -3 .73 84 .12 -318 .01 25 C03 -01 m 25 0 .00079 0 .03352 -0 .00038 130 .41 43 .29 332 .92 26 0 .00064 0 .03122 -0 .00133 -130 .41 -43 .29 -220 .36 26 C03 -02 m 26 0 .00064 0 .03122 -0 .00133 130 .41 43 .29 220 .36 27 0 .00051 0 .02581 -0 .00309 -130 .41 -43 .29 -118 .62 27 C03 -03 m 27 0 .00051 0 .02581 -0. .00309 130 .41 43 .29 118 .62 28 0 .00038 0 .01751 -0 .00380 -130 .41 -43 .29 -16 .88 28 C03 -04 rn 28 0 .00038 0 .01751 -0 .00380 130 .41 43 .29 16 .89 29 0 .00024 0 .00880 -0 .00344 -130 .41 -43 .29 84 .85 29 C03 -05 rn 29 0 .00024 0 .00880 -0 .00344 130 .41 43 .29 -84 .85 30 0 .00011 0 .00216 -0 .00203 -130 .41 -43 .29 186 .59 30 P03 -01 m 30 0 .00011 0 .00216 -0 .00203 130 .41 43 .29 -1.86 .59 31 0 .00000 0 .00000 0 .00000 -130 .41 -43 .29 273 .18 31 S04 -01 m 25 0 .03352 -0 .00079 -0 .00038 -31 .15 46 .30 -14 .92 32 0 .03355 -0 .00203 -0 .00018 31 .15 -12 .88 136 .23 32 S04 -02 m 32 0 .03355 -0 .00203 -0 .00018 -19 .47 12 .88 -136 .23 33 0 .03357 -0 .00214 0 .00012 19 .47 20 .53 120 .54 33 S04 -03 rn 33 0 .03357 -0 .00214 0 .00012 -7 .79 -20 .53 -120 .54 34 0 .03358 -0 .00127 0 .00025 7 .79 53 .95 -32 .15 34 S04 -04 m 34 0 .03358 -0 .00127 0 .00025 3 .90 -53 .95 32 .15 35 0 .03357 -0 .00079 -0 .00012 -3 .90 87 .36 -321 .85 35 C04 -01 rn 35 0 .00079 0 .03357 -0 .00012 130 .38 36 .84 295 .68 36 0 .00064 0 .03208 -0 .00097 -130 .38 -36 .84 -199 .91 36 C04 -02 rn 36 0 .00064 0 .03208 -0 .00097 130 .38 36 . 84 199 .91 37 0 .00051 0 .02725 -0 .00296 -130 .38 -36 .84 -113 .35 37 C04 -03 rn 37 0 .00051 0 .02725 -0 .00296 130 .38 36 .83 113 .35 38 0 .00038 0 .01904 -0 .00384 -130 .38 -36 .83 -26 .79 38 C04 -04 rn 38 0 .00038 0 .01904 -0 .00384 130 .38 36 .83 26, .79 39 0, .00024 0, .01004 -0 .00363 -130, .38 -36 .83 59, .77 39 C04--05 m 39 0, .00024 0, .01004 -0, .00363 130, .38 36, .83 -59, .77 40 0. .00011 0, .00282 -0, .00233 -130, .38 -36, .83 146, .33 40 P04--01 re 40 0. 00011 0. .00282 -0. .00233 130. .38 36, .83 -146. .33 41 0. 00000 0. .00000 -0. .00036 -130. ,38 -36. ,83 220. ,00 41 SOS-•01 m 35 0. 03357 -0. 00079 -0. .00012 -21. 24 43. ,01 26. 17 42 0. 03359 -0. 00118 -0. 00003 21. 24 -9. ,60 81. 68 42 SOS-•02 rn 42 0. 03359 -0. 00118 -0. 00003 -9. 56 9. 60 -81. 68 43 0. 03360 -0. 00093 0. 00014 9. 56 23. 82 52 . 52 43 S05-•03 m 43 0. 03360 -0. 00093 0. 00014 2. 13 -23. 82 -52 . 52 44 0 . 03360 -0. 00032 0. 00010 -2. 13 57. 23 -113. 64 44 SOS-•04 rn 44 0. 03360 -0. 00032 0. 00010 13 . 81 -57. 23 113. 64 45 0. 03359 -0. 00083 -0. 00046 -13. 81 90. 65 -416. .80 45 COS-•01 rn 45 0. 00083 0. 03359 -0. 00046 137. 92 36. 18 279. 71 46 0. 00068 0. 03127 -0. 00126 -137. 92 -36. 18 -185. 64 46 cos-02 m 46 0. 00O68 0. 03127 -0. 00126 137. 92 36. 18 185. 64 47 0. 00054 0. 02596 ^0. 00308 -137 i 92 -36. 18 -100. 62 47 cos-03 rn 47 0. 00054 0.-02596 -0. 00308 . 137. 92 36 . 18 100. 62 -48 0. 00640 0.01766 -.0. O0381 --137. 92 • -36. 18 -15. 60 48 C05-04 m 48 0. 00040 0. 01766 -6. 00381 137. 92 36. 18 15. 60 49 0. 00026 0. 00889 -0. 00347 -137. 92 -36. 18 69. 43 49 COS-OS rn 49 0. 00026 p. 00889 -0. .00347 137. 92 36. 18 -69. 43 50 0. 00012 0. 00218 -0 . 00205 -137. 92 -36 . 18 154 •. 45 SO P05-01 m 50 0. 00012 0. 00218 -0. 00205 137. 92 36. 18 -154 . 45 51 0. 00000 0. 00000 0. 00000 -137. 92 -36. 18 226 . 81 51 S06-01 rn 45 0. 03359 -0 . 00033 -0. 00046 -12 . 39 47. 27 137. 08 52 0. 03360 -0. 00239 -0 . 00059 12 . 39 -23 . 64 -34 . 27 52 S06-02 rn 52 0 . 03360 -0. 00239 -0. 00059 -4 . 13 23 . 63 34 . 27 53 0. 03360 -0 . 00413 -0. 00060 4 . 13 0 . 00 0. 00 Cumulative Results of analysis at end of stage 5 Plastic Action at: Element/ Stage/ Code/ P02-01 P04-01 POl-01 C02-02 P03-01 node# name Lat. *g re re re rs re Force (DL= 515. 0,3065 0 i3303 0.3384 0.3497 0.3544 9) / Deflection / (in) 0.3377 0.3679 0.3805 0.4025 0.4123 SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 COl.Ol Displ .X 0 . 03436 0.03436 0.03436 0.03435 0.03435 0.03238 -- GLOBAL Displ .y 0.00106 0.00072 0.00037 -0.00002 -0.00049 -0.00040 Rotation -0.00020 -0.00020 -0.00021 -0.00025 -0.00031 -0.00114 I I I I I I I I I I I I I I I I I I I 8 COl .03 0 .01891 -0 .00023 -0 .00387 9 COl .04 0 .00989 -0 .00015 -0 .00362 10 COl .05 0 .00273 -0 .00007 -0 .00229 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .03435 -0 .00108 -0 .00015 13 S02 .02 0 .03436 -0 .00122 0 .00003 14 S02 .03 0 .03436 -0 .00095 0 .00017 15 S02 .04 0 .03435 -0 .00049 0 .00018 16 S02 .05 0 .03434 -0 .00021 0 .00000 17 C02 .01 0 .03342 -0 .00017 -0 .00067 18 C02 .02 0 .02892 -0 .00014 -0 .00289 19 C02 .03 0 .02070 -0 .00010 -0 .00392 20 C02 .04 0 .01136 -0 .00007 -0 .00384 21 C02 .05 0 .00353 -0 .00003 -0 .00264 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .03434 -0 .00021 -0 .00002 24 S03 .02 0 .03435 -0 .00034 -0 .00014 25 S03 , .03 0 .03434 -0 .00079 -0 .00038 26 C03 , .01 0 .03199 -0 .00064 -0 .00136 27 C03 , .02 0 .02645 -0 .00051 -0 .00317 28 G03 , .03 0 .01795 -0 .00038 -0 .00389 29 C03 , .04 0 .00902 -0 .00025 -0 .00353 30 C03 , .05 0 .00221 -0 .00011 -0 .00208 31 P03 , .01 0, .00000 0 .00000 0, .00000 32 S04 . .01 0, .03437 -0 .00205 -0, .00019 33 S04 . .02 0, .03439 -0 .00216 0, .00013 34 S04 . .03 0 , .03440 -p .00128 0, .00025 35 S04 . .04 0 , .03440 -0 .00078 -0, .00012 36 C04. .01 0. .03289 -0 .00064 -0, .00098 37 C04 . 02 0. ,02800 -0, .00051 -0. .00300 38 C04 . 03 0. 01966 -0, .00038 -0. .00391 39 C04 . 04 0. 01047 -0. .00024 -0. 00372 40 C04. 05 0. 00302 -0. .00011 -0. 00243 41 P04 . 01 0 . 00000 0. 00000 0. 00000 42 SOS. 01 0. 03442 -0. 00116 -0. 00003 43 SOS. 02 0. 03443 -0. 00090 0. 00014 44 SOS . 03 0. 03442 -0. 00028 0. 00010 45 SOS. 04 0. 03441 -0. 00084 -0. 00048 46 COS. 01 0. 03203 -0. 00068 -0. 00130 47 COS. 02 0. 02658 -0. 00054 -0. 00315 48 COS. 03 0. 01308 -0. 00040 -0. 00390 49 COS. 04 0. 00910 -0. 00026 -0. 00355 50 COS. 05 0. 00224 -0. 00012 -0. 00210 51 POS. 01 0. 00000 0. 00000 0 . 00000 52 soe. 01 0. 03442 -0. 00244 -0. 00060 S3 soe. 02 0. 03442 -0. 00423 -0. 00062 C\3> element node local element # name fix displ.X displ.y rotation axial shear moment 1 SOI -01 m 1 0 .03436 0 .00106 -0 .00020 2 .45 0 .00 0 .00 2 0 .03436 0 .00072 -0 .00020 -2 .45 13 .85 -11 .77 2 SOI -02 m 2 0 .03436 0 .00072 -0 .00020 7 .37 -13 .86 11 .77 3 0 .03436 0 .00037 -0 .00021 -7 .37 '27 .71 -47 .11 3 SOI -03 m 3 0 .03436 0 .00037 -0 .00021 12 .27 -27 .71 47 .11 4 0 .03435 -0 .00002 -0 .00025 -12 .27 41 .56 -105 .99 4 SOI -04 m •• 4 0 .03435 -0 .00002 -0 .00025 17 .18 -41 .56 105 . 99 5 0 .03435 -0 .00049 -0 .00031 -17 .18 55 .42 -188 .43 5 COl -01 m 5 0 .00049 0 .03435 -0 .00031 31 .15 36 .23 287 .16 6 0 .00040 0 .03238 -0 i00114 -81 •15 -36 .23 -192 .98 6 COl--02 rn 6 0 .00040 0 .03238 -0 .00114 81 .15 36 .23 192 .98 7 0 .00032 0 .02725 -0 .00305 -31 .15 -36 .23 -107 .34 7 COl--03 rn 7 0 .00032 0 .02725 -0 .00305 81 .15 36 .23 107 .84 8 0 .00023 0 .01891 -0 .00337 -81 .15 -36 .23 -22 .71 8 COl--04 rn 8 0 .00023 0 .01891 -0 .00387 81 .15 36 .23 22 .71 9 0 .00015 0 .00989 -0 .00362 -81 .15 -36 .23 62 .42 9 COl--05 rn 9 0 .00015 0 .00989 -0 .00362 81 .15 36 .23 -62 .42 10 0. .00007 0, .00273 -0, .00229 -81. ,15 -36 .23 147 .55 10 POl-•01 re 10 0 . ,00007 0 , .00273 -0, .00229 81. ,15 36 , .23 -147, .55 11 0. 00000 0, .00000 -0, .00031 -81. ,15 -36 , ,23 220 , . 00 11 S02-01 rn 5 0. 03435 -0. ,00049 -0 . .00031 -12 . 98 25 , , 73 -98 . ,74 12 0 . P3435 -0 . ,00108 -0 . 00015 12 . 98 -5 . 36 137 . 60 12 S02-02 m 12 0. 03435, -0. 00108 -0 . 00015 -5 . 76 . . 5 . 36 -137. 60 13 0 . 03436 -0. 00122 0. 00003 5 . 76 ' 15 . 02 125 . 52 13 S02-03 m 13 0 . 03436 -0. 00122 0 . 00003 1. 46 -15. 02 -125 . 52 14 0 . 03436 -0 . 00095 0 . 00017 -1. 46 35 . 39 62 . 51 14 S02-04 rn 14 0 . 03436 -0 . 00095 0 . 00017 8 . 68 -35 . 39 -62 . 51 15 0 . 03435 -0 . 00049 0 . 00018 -3 . 68 55 . 77 -51. 44 15 S02-05 m 15 0 . 03435 -0 . 00049 0 . 00018 15 . 90 -55 . 77 51. 44 16 0. 03434 -0. 00021 0 . 00000 -15 . 90 76 . 14 -216 . 32 16 C02-01 rn 16 0 . 00021 0 . 03434 0 . 00000 35 . 17 28 . 07 232 . 98 17 0 . 00017 0 . 03342 -0 . 00067 -35 . 17 -28 . 07 -160 . 00 17 C02-02 rs 17 0 -00017 0 . 03342 -0 . 00075 35 . 17 23 . 07 160. 00 18 0 -00014 0 . 02392 -0 . 00289 -35 -17 -28 . 07 -94 . 04 18 C02-03 rn 18 0 . 00014 0 . 02392 -0 . 00289 35 . 17 28 . 07 94 . 04 19 0 . 00010 0 . 02070 -0 . 00392 -35 . 17 -28 . 07 -28 . 07 19 C02-04 rn 19 0 -00010 0 . 02070 -0 . 00392 35 -17 28 . 07 28 . 07 20 0 . 00007 0 -01136 -0 . 00384 -35 . 17 -28 -07 37 . 90 I I I I I I I I I I I I I I I I I I I 21 0 .00003 0 .00353 -0 .00264 -35 .17 -28 .07 103 .86 21 P02 -01 re 21 0 .00003 0 .00353 -0 .002^4 35 .17 , 28 .07 -103 .86 22 0 .00000 0 .00000 -0 .00075 -35 .17 -28 .07 160 .00 22 S03 -01 m 16 0 .03434 -0 .00021 0 .00000 -5 .97 -40 .97 -16 .66 23 0 .03434 -0 .00021 -0 .00002 5 .97 55 .64 -70 .29 23 S03 -02 m 23 0 .03434 -0 .00021 -0 .00002 -0 .79 -55 .64 70 .30 24 0 .03435 -0 .00034 -0 .00014 0 .79 70 .31 -183 .66 24 S03 -03 rn 24 0 .03435 -0 .00034 -0 .00014 4 .41 -70 .31 183 .66 25 0 .03434 -0 .00079 -0 .00038 -4 .41 84 .98 -323 .42 25 C03 -01 rn 25 0 .00079 0 .03434 -0 .00038 131 .03 44 .38 341 .34 26 0 .00064 0 .03199 -0 .00136 -131 .03 -44 .38 -225 .95 26 C03 -02 m 26 0 .00064 0 .03199 -0 .00136 131 .03 44 .38 225 .95 27 0 .00051 0 .02645 -0 .00317 -131 .03 -44 .38 -121 .65 27 C03 -03 rn 27 0 .00051 0 .02645 -0 .00317 131 .03 44 .38 121 .65 28 0 .00038 0 .01795 -0 .00389 -131 .03 -44 .38 -17 .36 28 C03 -04 m 28 0 .00038 0 .01795 -0 .00389 131 .03 44 .38 17 .36 29 0 .00025 0 .00902 -0 .00353 -131 .03 -44 .38 86 .94 29 C03 -OS rn 29 0 .00025 0 .00902 -0 .00353 131 .03 44 .38 -86 .94 30 0 .00011 0 .00221 -0 .00208 -131 .03 -44 .38 191 .24 30 P03 -01 re 30 0 .00011 0 .00221 -0 .00208 131 .03 44 .38 -191 .24 31 0 .00000 0 .00000 0 .00000 -131 .03 -44 .38 280, .00 31 S04 -01 m 25 0 .03434 -0 .00079 -0 .00038 -31 .45 46 .05 -17 .92 32 0 .03437 -0 .00205 -0 .00019 31 .45 -12 .63 138 .21 32 S04 -02 m 32 0 .03437 -0 .00205 -0 .00019 -19 .61 12 .63 -138 .21 33 0 .03439 -0 .00216 0 .00013 19 .61 20 .78 121 .50 33 S04 -03 rn 33 0 .03439 -0 .00216 0 .00013 -7 .77 -20 .78 -121 .50 34 0 .03440 -0 .00128 0 .00025 7 .77 54 .20 -32 .22 34 S04 -04 rn 34 0 .03440 -0 .00128 0 .00025 4 .08 -54 .20 32 .22 35 0 .03440 -0 .00078 -0 .00012 -4 .08 87 .61 -322 .93 35 C04 -01 rn 35 0 .00078 0 .03440 -0 .00012 130 .07 37 .10 299 .36 36 0 .00064 0 .03289 -0 .00098 -130 .07 -37 .10 -202 .90 36 C04 -02 m 36 0 .00064 0 .03289 -0 .00098 130 .07 37 .10 202 .90 37 0 .00051 0 .02800 -0 .00300 -130 .07 -37 .10 -115 .72 37 C04 -03 rn 37 0 .00051 0 .02800 -0 .00300 130 .07 37 .10 115 .72 38 0 .00038 0 .01966 -0 .00391 -130 .07 -37 .10 -28 .55 38 C04--04 rn 38 0 .00038 0 .01966 -0, .00391 130 .07 37 .10 28 .55 39 0 .00024 0 .01047 -0, .00372 -130 .07 -37 .10 58 .63 39 C04--OS m 39 0 .00024 0, .01047 -0, .00372 130 .07 37 .10 -58, .63 40 0, .00011 0, .00302 -0, .00243 -130 .07 -37 .10 145, .81 40 P04--01 re 40 0. .00011 0. .00302 -0. .00243 130, .07 37, .10 -145, .81 41 0. 00000 0. 00000 -0. 00046 -130. .07 -37. ,10 220, .00 41 S05-•01 m 35 0. 03440 -0. 00078 -0. ,00012 -21. .17 42. ,46 23. .58 42 0. 03442 -0. 00116 -0 . 00003 21. .17 -9. ,04 82. 01 42 SOS-•02 m 42 0. 03442 -0. 00116 -0. 00003 -9. ,33 9. 04 -82. 01 43 0. 03443 -0. 00090 0. 00014 9.. 33 24. 37 50. 59 43 S05-•03 rn 43 0. 03443 -0. 00090 0. 00014 2 . 51 -24 . 37 -50. 59 44 0. 03442 -0. 00028 0 . 00010 -2. 51 57. 79 -117. 83 44 S05-•04 m 44 0 . 03442 -0. 00028 0. 00010 14 . 35 -57. 79 117. 83 45 0. 03441 -0. 00084 -0. 00048 -14 . 35 .91. 20 -423. 26 45 COS-•01 m 45 0. 00084 0. 03441 -0. 00048 138. 47 37. 03 286. 17 46 0. 00068 0. 0.3203 -0. 00130 -138. 47 -37. 03 -189. 90 46 C05-•02 m 46 0. 00068 0. 03203 -0. 00130 138. 47 37. 02 189. 91 47 0. 00054 0. .02658 -0. 00315 -138. 47 -37. 02 -102, 90 47 COS-03 rn "47 0. 00054 0. 02658 -0. 00315 138. 47 37. 03 102. 90 4 8 0. 00040 0. 0180.8 -0. 00390 -138. 47 -37. 03 -15. 89 .4 8 cos:-04, rn 48 0. 60040 0. 01808.. -0. 00390 138; 47 37. 02 15. 89 49 0. 00026 o. 00910 -0 . 00355 -138. 47 -37. 02 71. 12 49 cos-05 rn 49 0. 00026 0. 00910 -0. 00355 138. 47 37. 02 -71. .12 50 0. 00012 0 : 00224 -0. 00210 -138. 47 -37. 02 158 . 13 50 P05-01 rn 50 0. 00012 0 . 00224 -0 . 00210 138 . 47 37. 02 -158 . 13 51 0. 00000 0. oooop 0. ooopo -138 . 47 -37. 02 232 . 18 51 S06-01 rn 45 0. 03441 -0 . 00084 -0. 00048 -12 . 56 47. 27 137. 08 52 0. 03442 -0. 00244 -0 . 00060 12 . 56 -23. 64 -34 . 27 52 S06-02 rn 52 0 . 03442 -0 . 00244 -0. 00060 -4 . 19 23 . 63 34 . 27 53 0. 03442 -0. 00423 -0 . 00062 4 . 19 0 . 00 0. 00 Cumulative Results of Plastic Action at: Element/ Stage/ Code/ analysis at end of stage P02-01 P04-01 POl-01 C02-02 P03- C04- -01 -02 Lat *g re re re rs re rs Force (DL= 515.9) 0.3065 0.3303 0.3334 0.3497 0.3544 0.3727 / Deflection / (in) 0.3377 0.3679 0.3805 0.4025 0.4123 0.4700 node# name SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 COl.Ol Displ.X 0.03917 0.03916 0.03916 0.03916 0.03915 0 - 03701 GLOBAL Displ.y 00133 00092 00051 00006 00048 00039 Rotation -0 . 00024 -0.00024 -0.00025 -0.00029 -0.00035 -0.00124 I I I I I I I I I I I I I I I I I 8 COl .03 0 .02231 -0 .00023 -0 .00427 9 COl .04 0 .01223 -0 .00015 -0 .00411 10 COl .05 0 .00385 -0 .00007 -0 .00284 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .03916 -0 .00113 -0 .00016 13 S02 .02 0 .03916 -0 .00129 0 .00003 14 S02 .03 0 .03916 -0 .00101 0 .00018 15 S02 .04 0 .03915 -0 .00052 0 .00019 16 S02 .05 0 .03914 -0 .00021 0 .00001 17 C02 . 01 0 .03825 -0 .00017 -0 .00066 18 C02 .02 0 .03276 -0 .00014 -0 .00332 19 C02 .03 0 .02354 -0 .00010 -0 .00435 20 C02 .04 0 .01320 -0 .00007 -0 .00426 21 C02 .05 0 .00437 -0 .00003 -0 .00307 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .03914 -0 .00020 -0 .00002 24 S03 .02 0 .03914 -0 .00033 -0 .00015 25 S03 .03 0 .03914 -0 .00080 -0 .00040 26 C03 .01 0 .03664 -0 .00065 -0 .00145 27 C03 .02 0 .03068 -0 .00052 -0 .00343 28 C03 .03 0 .02133 -0 .00038 -0 .00429 29 C03 .04 0 .01139 -0 .00025 -0 .00403 30 C03 .05 0 .00334 -0 .00011 -0 .00264 31 P03 .01 0 .00000 0 .00000 0 .00000 32 S04 , .01 0 .03917 -0 .00210 -0, .00019 33 S04 , . 02 0 .03919 -0 .00220 0, .00013 34 S04 , .03 0, .03919 -0, .00128 0 , .00026 35 S04 , .04 0, .03919 -0, .00077 -0. .00011 36 C04 . .01 0, .03760 -0 , .00063 -0, .00105 37 C04 . .02 0. .03232 -0, .00050 -0. ,00326 38 C04 . 03 0. 02319 -0. 00037 -0. 00432 39 C04. 04 0. 01291 -0 . 00024 -0. 00423 40 C04 . 05 0. 00419 -0. 00011 -0. 00300 41 P04 . 01 0. 00000 0. 00000 0. 00000 42 SOS. 01 0. 03921 -0. 00108 0. 00000 43 SOS. 02 0. 03921 -0. 00072 0. 00016 44 SOS. 03 0. 03921 -0. 00009 0. 00008 45 SOS. 04 0. 03919 -0. 00086 -0. 00057 46 COS. 01 0. 03643 -0. 00070 -0. 00149 47 COS. 02 0. 03021 -0. 00055 -0. 00359 48 COS. 03 0. 02053 -0. 00041 -0. 00444 49 COS. 04 0. 01033 -0. 00027 -0. 00404 50 COS. 05 0. 00254 -0. 00012 -0. 00239 51 POS. 01 0. 00000 0. 00000 0. 00000 52 S06. 01 0. 03920 -0. 00272 -0. 00069 53 S06. 02 0. 03920 -0. 00476 -0 . 00071 element node local element I # name fix displ.x displ.y rotation axial shear moment 1 SOl-01 rn 1 0.03917 0.00133 -0.00024 2-. 58 0.00 0 00 2 0.03916 0.00092 -0.00024 -2.58 13.85 -11^77 I — 13 85 —11 77 SOl-02 rn 2 0.03916 0.00092 -0.00024 7.75 -13 86 11 77 3 0.03916 0.00051 -0.00025 -7.75 27 71 -47 11 3 SOl-03 rn 3 0-03916 0.00051 -0.00025 12.90 -27.71 47 11 4 0.03916 0.00006 -0.00029 -12.90 41 57 -105 99 4 SOl-04 rn 4 0.03916 0.00006 -0.00029 18.07 -41 56 lps'99 5 0.03915 -0.00048 -0.00035 -18.07 55 42 -188 43 0.03915 -0.00035 79.31 37.55 30576 •0.03701 -0.00124 -79.31 -37.55 -208.12 0.03701 -0.00124 79.31 37.55 208 12 0.03144 -0.00331 -79.31 -37.55 -119 36 0.03144 -0.00331 79.31 37.55 119 86 0.02231 -0.00427 -79.31 -37.55 -31 61 0.02231 -0.00427 79.31 37.55 31 61 0.01223 -0.00411 -79.31 -37.55 56 64 0:01223 -0.00411 79.31 37.55 -56 64 0.00385 -0.00234 -79.31 -37.55 144 89 0.00385 -0.00284 79.31 37.55 -144 89 0.00000 -0:00087 -79.31 -37.55 220 00 -0.00043 -0.00035 -13.11 23.89 -117 33 -0.00113 -0.00016 13.11 -3.52 151 59 -0.00113 -0.00016 -5.52 3.52 -151 59 -0.00129 0.00003 5.52 16.86 134 91 -0.00129 0.00003 2.07 -16.86 -134.91 -0.00101 0.00018 -2.07 37.23 67.29 -0.00101 0.00018 9.67 -37.23 -67 29 -0.00052 0.00019 -9.67 57.61 -51 26 -0.00052 0.00019 17.26 -57.61 51 26 -0.00021 0.00001 -17.26 77.98 -220.76 0.03914 0.00001 35.09 28.07 ,232.93 0.03825 -0.00066 -35.09 -28.07 -160.00 0.03825 -0.00117 35-09 28-07 160.00 0.03276 -0.00332 -35.09 -28.07 -94 04 0.03276 -0.00332 35-09 28.07 94.04 0.02354 -0.00435 -35.09 -23.07 -28.07 0.02354 -0.00435 35.09 28.07 28-07 0-01320 -0-00426 -35.09 -28.07 37.90 5 COl -01 rn 5 0 .00048 6 0 .00039 6 COl -02 rn 6 0 .00039 7 0 .00031 7 COl -03 rn 7 0 .00031 8 0 .00023 8 COl -04 rn 8 0 .00023 9 0 .00015 9 COl--05 rn 9 0 .00015 10 0 .00007 10 POI--01 re 10 0 .00007 11 0 .00000 11 S02--01 rn 5 0 .03915 12 0 .03916 12 S02-•02 rn 12 0, .03916 13 0 . 03916 13 S02-03 rn 13 0 . 03916 14 0 . 03916 14 S02-04 rn 14 0 . 03916 15 0 . 03915 15 S02-05 rn 15 0 . 03915 16 0 . 03914 16 C02-01 rn 16 0 . 06021 17 0 . 00017 17 C02-02 rs 17 0 . 00017 18 0 . 00014 18 C02-03 rn 18 0 . 00014 19 0 . 00010 19 C02-04 rn 19 0 . 00010 20 0 -00007 I I I I I I I I I I I I I I I I I I H 21 21 0.00003 0.00437 -0.00307 -35.09 . u / -28.07 -J /. oa 103.86 21 P02 -01 re 21 0.00003 0.00437 -0.003'07 35.09 28.07 -103.86 22 22 0.00000 0.00000 -0.00117 -35.09 -28.07 160.00 22 S03 -01 m 16 0.03914 -0.00021 0.00001 -4.30 -42.89 -12.23 23 0.03914 -0.00020 -0.00002 4.30 57.56 -78.18 23 S03 -02 rn 23 0.03914 -0.00020 -0.00002 1.15 -57.56 78.18 24 0.03914 -0.00033 -0.00015 -1.15 72.23 -194.99 24 S03 -03 rn 24 0.03914 -0.00033 -0.00015 6.62 -72.23 194.99 25 0.03914 -0.00080 -0.00040 -6 .62 86.90 -338.21 25 C03 -01 rn 25 0.00080 0.03914 -0.00040 132.20 46.04 364.57 26 26 0.00065 0.03664 -0.00145 -132.20 -46.04 -244.86 26 C03 -02 rn 26 0.00065 0.03664 -0.00145 132.20 46.04 244.86 27 0.00052 0.03068 -0.00343 -132 .20 -46.04 -136.66 27 C03 -03 rn 27 0.00052 0.03068 -0.00343 132.20 46.04 136.67 28 0.00038 0.02138 -0.00429 -132.20 -46.04 -28.47 28 C03 -04 rn 28 0.00038 0.02138 -0.00429 132.20 46.04 28.47 29 0.00025 0.01139 -0.00403 -132.20 -46.04 79.72 29 C03 -05 rn 29 0.00025 0.01139 -0.00403 132.20 46.04 -79.72 30 30 0.00011 0.00334 -0.00264 -132.20 -46.04 187.92 30 P03 -01 re 30 0.00011 0.00334 -0.00264 132 .20 46.04 -187.92 31 0.00000 0.00000 -0.00057 -132.20 -46.04 280,00 31 S04 -01 m 25 0.03914 -0.00080 -0.00040 -30.45 45.30 -26.35 32 S04 32 0.03917 -0.00210 -0.00019 30.45 -11.89 143.59 32 S04 -02 rn 32 0.03917 -0.00210 -0.00019 -18.00 11.89 -143.59 33 33 0.03919 -0.00220 0.00013 18 .00 21.53 123.83 33 S04 -03 rn 33 0.03919 -0.00220 0.00013 -5.55 -21.53 -123.83 34 0.03919 -0.00128 0.00026 5.55 54 .94 -32.94 34 S04--04 rn 34 0.03919 -0.00128 0.00026 6 .90 -54.94 32.94 35 0.03919 -0.00077 -0.00011 -6.90 88.36 -326.71 35 C04 -01 rn 35 0.00077 0.03919 -0.00011 127.47 38.60 320.35 36 0.00063 0.03760 -0.00105 -127.47 -38.60 -220.00 36 C04^ -02 rs 36 0.00063 0.03760 -0.00105 127.46 38.60 220.00 37 0.00050 0.03232 -0.00326 -127.46 -38.60 -129.30 37 C04--03 m 37 0.00050 0.03232 -0.00326 127.46 38.60 129.30 38 0.00037 0.02319 -0.00432 -127.46 -38.60 -38.59 38 C04--04 m 38 0.00037 0.02319 -0.00432 127.46 38.60 38.59 39 0.00024 0.01291 -0.00423 -127.46 -38.60 52.11 39 C04-•OS rn 39 0.00024 0.01291 -0.00423 127.46 38.60 -52.11 40 0.00011 0.00419 -0.00300 -127.46 -38.60 142.81 40 P04-•01 re 40 0.00011 0.00419 -0.00300 127.46 38.60 -142.81 41 0.00000 0.00000 -0.00105 -127.46 -38.60 220.00 41 S05-•01 m 35 0.03919 -0.00077 -0.00011 -19.24 39.11 6.35 42 0.03921 -0.00108 0.00000 19.24 -5.69 85.48 42 SOS-02 rn 42 0.03921 -0.00108 0.00000 -6.78 5.69 -85.48 43 0.03921 -0.00072 0.00016 6.78 27.72 40 .32 43 SOS-03 rn 43 0.03921 -0.00072 0.00016 5 .67 -27.72 -40.32 44 0.03921 -0.00009 0.00008 -5.67 61.14 -141.85 44 SOS-04 m 44 0.03921 -0.00009 0.00008 18 .12 -61.14 141.85 45 45 0.03919 -0.00086 -0.00057 -18.12 94 .55 -461.02 45 C05-01 rn 45 0.00086 0.03919 -0.00057 141.82 41.96 323 .93 46 46 0.00070 0.03643 -0.00149 -141.82 -41.96 -214.84 46 C05-02 m 46 0.00070 0.03643 -0.00149 141.82 41.96 214.84 47 COS- 47 0.00055 0.03021 -0.00359 -141.82 -41.96 -116 .23 47 COS-03 m 47 0.60055 0.O3021 -0.00359 141.82 41.96 116.23 48 48 0.00041 0.02053 -0.00444 -141.82 -41.96 -17.63 48 COS-04 rn -48 0.00041 6.02053' -0.00444 141.82 41.96 17.63 49 49 0.00027 0.01033 -0.00404 -141.82 -41.96 30 . 97 49 COS-OS m 49 0.00027 0.01033 -0.00404 141.82 • 41.96 -80.97 50 P05- 50 0.00012 0.00254 -0.00239 -141.82 -41.96 179.5 8 50 P05-01 rn 50 0.00012 0.00254 -0.00239 141.82 41.96 -179.58 Si 51 0.00000 0.00000 0.00000 -141.82 -41.96 263.50 Si S06-01 rn 45 0.03919 • -0.00086 • -0.00057 -13.21 47.27 137.08 52 52 0.03920 --0.00272 • -0.00069 13 .21 -23.64 -34.27 52 S06-02 : rn 52 0.03920 --0.00272 • -0.00069 -4.40 23.63 34 .27 53 0.03920 --0.00476 • -0.00071 4 .40 0 . 00 0.00 Cumulative Results of analysis at end of stage Plastic Action at: Element/ Stage/ Code/ P02-01 P04-01 POl-01 C02-02 P03-01 C04-02 :01-02 node ft name Lat *g re re re rs re, rs rs Force (DL= 515.9) 0.3065 0.3303 0.3334 ' 0.3497 0.3544 0.3727 0.3846 / Deflection / (in) 0.3377 0.3679 0.3805 0.4025 0.4123 0.4700 0.5151 SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 Displ.X 04293 04293 04292 04292 0.04291 -- GLOBAL Displ.y 0.00153 0.00108 0.00062 0.00012 -0.00047 Rotation -0.00027" -0.00027 -0.00028 -0.00031 -0.00038 I I I I I I I I I I I I I I I I I H 7 COl .02 0 .03473 -0 .00030 -0 .00352 8 COl .03 0 .02497 -0 .00022 -0 .00459 9 COl .04 0 .01407 -0 .00015 -0 .00450 10 COl .05 0 .00472 -0 .00007 -0 .00327 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .04292 -0 .00118 -0 .00018 13 S02 .02 0 .04292 -0 .00135 0 .00003 14 S02 .03 0 .04292 -0 .00106 0 .00018 15 S02 .04 0 .04292 -0 .00054 0 .00020 16 S02 .05 0 .04290 -0 .00021 0 .00002 17 C02 .01 0 .04203 -0 .00017 -0 .00066 18 C02 .02 0 .03576 -0 .00014 -0 .00365 19 CO 2 .03 0 .02576 -0 .00010 -0 .00468 20 C02 .04 0 .01465 -0 .00006 -0 .00459 21 C02 .05 0 .00504 -0 .00003 -0 .00340 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .04291 -0 .00019 -0 .00001 24 S03 .02 0 .04291 -0 .00032 -0 .00015 25 S03 .03 0 .04290 -0 .00081 -0 .00042 26 C03 .01 0 .04028 -0 .00066 -0 .00153 27 C03 .02 0 .03398 -0 .00052 -0 .00364 28 C03 .03 0 .02406 -0 .00039 -0, .00461 29 C03 .04 0 .01323 -0, .00025 -0. .00441 30 C03 .05 0 .00421 -0, .00012 -0, .00307 31 P03 .01 0 .00000 0 .00000 0, .00000 32 S04 .01 0, .04293 -0, .00217 -0, .00020 33 S04 , .02 0, .04295 -0, .00229 0, .00013 34 S04 , .03 0, .04295 -0, .00134 0. .00027 35 S04 , .04 0 , .04294 -0, .00076 -0. .00009 36 C04 , .01 0 , .04142 -0, .00062 -0. .00102 37 C04 , .02 0, .03535 -0, .00049 -0. .00359 38 C04 , .03 0. .02544 -0. .00036 -0. ,00466 39 C04 , .04 0, .01437 -0. .00023 -0. 00457 40 C04 , .05 0. .00486 -0. .00011 -0. 00334 41 P04 , .01 0 . ,00000 0. 00000 0. 00000 42 SOS. .01 0 . ,04296 -0. 00095 0 . 00003 43 SOS. 02 0 . 04297 -0. 00051 0. 00017 44 SOS. 03 0. 04296 0. 00010 0. 00005 45 SOS. 04 0 . 04294 -0. 00087 -0 . 00064 46 COS. 01 0. 03986 -0. 00071 -0. 00165 47 COS. 02 0 . 03303 -0. 00056 -0. 00393 48 COS. 03 0 . 02243 -0. 00042 -0. 00485 49 COS. 04 0. 01128 -0. 00027 -0. 00441 50 COS. 05 0. 00277 -0. 00012 -0. 00261 51 POS. 01 0. 00000 0. 00000 0 . 00000 52 S06. 01 0 . 04295 -0. 00295 -0. 00077 53 S06. 02 0. 04295 -0. 00522 -0. 00079 element node local element # name fix displ.X displ.y rotation axial shear moment 1 SOI -01 rn 1 0 .04293 0 .00153 -0 .00027 2 .66 . 0 .00 0 .00 2 0 .04293 0 .00108 -0 .00027 -2 .66 13 .85 -11 .77 2 SOI -02 rn 2 0 .04293 0 .00108 -0 .00027 7 .99 -13 . 86 11 .77 3 0 .04292 0 .00062 -0 .00028 -7 .99 27 .71 -47 .11 3 SOI -03 ,m 3 0 .04292 0 .00062 -0 .00028 13 .31 -27 .71 47 .11 4 0 .04292 - 0 .00012 -0 .00031 -13 .31 41 .57 -105 .99 4 SOI -04 rn 4 0 .04292 0 .00012 -0 .00031 18 .64 -41 .56 105 .99 5 0 .04291 -0 .00047 -0 .00038 -18 .64 55 .42 -188 .43 5 COl -01 rn 5 0 .00047 0 .04291 -0 .00038 77 . 85 38 .60 320 .35 6 0 .00038 0 .04064 -0 .00131 -77 . 85 -38 .60 -220 . 00 6 COl -02 rs 6 0 .00038 0 .04064 -0. .00131 77 .85 38 . 60 220 . 00 7 0 .00030 0 .03473 -0 .00352 -77 . 85 -38 .60 -129 .30 7 COl -03 rn 7 0 .00030 0 .03473 -0 .00352 77 .35 38 .60 129 .30 8 0 .00022 0 .02497 -0 .00459 -77 . 85 -38 .60 -38 .60 8 COl--04 rn 8 0 .00022 0 .02497 -0 .00459 77 . 85 33 .60 38 . 60 9 0 .00015 0 .01407 -0 .00450 -77 .35 -38 .60 52 .10 9 COl-•05 rn 9 0 .00015 0 , , 01407 -0, .00450 77, . 85 38 , .60 -52 , .11 10 0 , .00007 0 , , 00472 -0 , .00327 -77, .85 -38 , .60 142 , , 81 10 POl-•01 re 10 0 , ,00007 0 . ,00472 TO , .00327 77 , , 85 38 , .60 -142 . , 81 11 0, .00000 0 . 00000 -0. ,00131 -77 . , 35 -33 . ,60 220. 00 11 S02-•01 rn 5 0 . ,04291 -0. 00047 -0 . ,00038 -13 . 38 22 . ,43 -131. 92 12 0 . 04292 -0 . 00113 -0 . 00018 13 . 33 -2 . 05 162 . 52 12 S02-02 rn 12 0 . 04292 -0 . 00118 -0 . 00013 -5 . 54 2 . 05 -162 . 52 13 0 . 04292 -0 . 00135 0 . 00003 5 . 54 18 . 32 142 . 19 13 S02-03 rn 13 0. 04292 -0 . 00135 0 . 00003 2 . 29 -13 . 32 -142 . 19 14 0 . 04292 -0 . 00106 0 . 00013 -2 . 29 38 . 70 70 . 92 14 S02-04 rn 14 0 . 04292 -0 . 00106 0 . 00018 10 . 12 -38 . 70 -70 . 92 15 0 . 04292 -0 . 00054 0 . 00020 -10. 12 59. 07 -51. 30 15 S02-05 rn 15 0 . 04292 -0 . 00054 0. 00020 17. 95 -59. 07 51. 30 16 0 . 04290 -0. 00021 0 . 00002 -17 . 95 79 . 45 -224 . 44 16 C02-01 rn 16 0 . 00021 0 . 04290 0 . 00002 34 . 64 28. 07 232 . 98 17 0 . 00017 0 , 04203 -0. 00066 -34 . 64 -28 . 07 -160 . 00 17 C02-02 rs 17 0 . 00017 0 . 04203 -0 . 00150 34 . 64 28 . 07 160 . 00 18 0 . 00014 0 . 03576 -0 . 00365 -34 . 64 -28 . 07 -94 . 04 13 C02-03 rn 18 0 . 00014 0 . 03576 -0 . 00365 34 . 64 28 . 07 94 . 04 19 0 -00010 0 , 02576 -0 . 00468 -34 . 64 -28 . 07 -28 . 07 19 C02-04 rn 19 0 . 00010 0 . 02576 -0 . 00468 34 . 64 28 . 07 28 . 07 I I I I I I I I I I I I I I I I I I I 20 C02 -05 rn 20 0 .00006 0 .01465 -0 .00459 34 .64 28 .07 -37 .89 21 0 .00003 0 .00504 -0 .00340 -34 .64 -28 .07 103 .86 21 P02 -01 re 21 0 .00003 0 .00504 -0 .00340 34 .64 28 .07 -103 .86 22 0 .00000 0 .00000 -0 .00150 -34 .64 -28 .07 160 .00 22 S03 -01 m 16 0 .04290 -0 .00021 0 .00002 -3 .40 -44 .81 -8 .54 23 0 .04291 -0 .00019 -0 .00001 3 .40 59 .48 -85 .32 23 S03 -02 m 23 0 .04291 -0 .00019 -0 .00001 2 .23 -59 .48 85 .32 24 0 .04291 -0 .00032 -0 .00015 -2 .23 74 .15 -205 .59 24 S03 -03 m 24 0 .04291 -0 .00032 -0 .00015 7 .87 -74 .15 205 .59 25 0 .04290 -0 .00081 -0 .00042 -7 .87 88 .82 -352 .26 25 C03 -01 m 25 0 .00081 0 .04290 -0 .00042 134 .23 47 .32 382 .47 26 0 .00066 0 .04028 -0 .00153 -134 .23 -47 .32 -259 .44 26 C03 -02 m 26 0 .00066 0 .04028 -0 .00153 134 .23 47 .32 259 .44 27 0 .00052 0 .03398 -0 .00364 -134 .23 -47 .32 -148 .24 27 C03 -03 rn 27 0 .00052 0 .03398 -0 .00364 134 .23 47 .32 148 .24 28 0 .00039 0 .02406 -0 .00461 -134 .23 -47 .32 -37 .04 28 C03 -04 m 28 0 .00039 0 .02406 -0 .00461 134 .23 47 .32 37 .04 29 0 .00025 0 .01323 -0 .00441 -134 .23 -47 .32 74 .16 29 C03 -05 rn 29 0 .00025 0 .01323 -0 .00441 134 .23 , 47 .32 -74 .16 30 0 .00012 0 .00421 -0 .00307 -134 .23 -47 .32 185 .36 30 P03 -01 re 30 0 .00012 0 .00421 -0 .00307 134 .23 47 .32 -185 .36 31 0 .00000 0 .00000 -0 .00101 -134 .23 -47 .32 280 .00 31 S04 -01 m 25 0 .04290 -0 .00081 -0 .00042 -30 .20 45 .41 -30 .21 32 0 .04293 -0 .00217 -0 .00020 30 .20 -12 .00 147 .91 32 S04 -02 m 32 0 .04293 -0 .00217 -0 .00020 -17 .35 12 .00 -147 .91 33 0 .04295 -0 .00229 0 .00013 17 .35 21 .42 128 .61 33 S04 -03 rn 33 0 .04295 -0 .00229 0 .00013 -4 .51 -21 .42 -128 .61 34 0 .04295 -0 .00134 0 .00027 4 .51 54 .83 -27 .70 34 S04 -04 rn 34 0 .04295 -0 .00134 0 .00027 8 .35 -54 .83 27 .70 35 0 .04294 -0 .00076 -0 .00009 -8 .35 88 .25 -321 .01 35 C04 -01 rn 35 0 .00076 0 .04294 -0 .00009 125 .25 38 .60 320 .35 36 0 .00062 0 .04142 -0 .00102 -125 .25 -38 .60 -220 .00 36 C04 -02 rs 36 0 .00062 0 .04142 -0 .00138 125 .25 38 .60 220 .00 37 0 .00049 0 .03535 -0 .00359 -125 .25 -38 .60 -129 .30 37 C04 -03 rn 37 0 .00049 0 .03535 -0 .00359 125 .25 38 .60 129 .30 38 0 .00036 0 .02544 -0 .00466 -125 .25 -38 .60 -38 .59 38 C04 -04 m 38 0 .00036 0 .02544 -0 .00466 125 .25 38 .60 38 .59 39 0, .00023 0 .01437 -0 .00457 -125 .25 -38 .60 52 .11 39 C04--OS m 39 0, .00023 0 .01437 -0, .00.457 125 .25 38 .60 -52 .11 40 0, .00011 0 .00486 -0, .00334 -125 .25 -38 .60 142, .81 40 P04^ -01 re 40 0. .00011 0, .00486 -0. .00334 125, .25 38, .60 -142, .81 41 0. .00000 0. .00000 -0. .00138 -125. .25 -38. .60 220. ,00 41 SOS--01 m 35 0. ,04294 -0. .00076 -0. .00009 -17. .40 37. .00 0. ,66 42 0. ,04296 -0. .00095 0 . .00003 17. .40 -3 . ,59 82 . ,56 42 SOS^ -02 m 42 0. 04296 -0. .00095 0. .00003 -4 . .55 3. ,59 -82 . ,56 43 0. ,04297 -0. .00051 0. ,00017 4 . .55 29. ,83 28 . ,77 43 SOS--03 m 43 0 . 04297 -0. .00051 0. ,00017 8. .30 -29. ,83 -28. ,77 44 0. 04296 0. ,00010 0. 00005 -8. 30 63 . ,24 -162 . 02 44 SOS--04 rn 44 0. 04296 0. ,00010 0. ,00005 21. .15 -63 . 24 162 . 02 45 0. 04294 -0. ,00087 -0. 00064 -21. ,15 96. 66 -489. 81 45 COS-•01 m 45 0. 00087 0. ,04294 -0. 00064 143 . 93 45. 74 ,352 . ,73 46 0. 00071 0. ,03986 -0 . 00165 -143 . 93 -45 . 74 -233. 79 46 COS-•02 m 46 0. 00071 0. 03986 -0. 00165 143. 93 45 . 74 233. 80 47 0. 00056 0. 03303 -0. 00393 -143. 93 -45. 74 -126. 30 47 COS-•03 m 47 0. 00056 0. ,03303 -0. 00393 143. 93 45. 74 126, 30 48 . 0. 00042 0. 02243 -0. 00485 -143. 93 -45. 74 -18. 80 48 C05-•04 rn 48 0. 00042 0. 02243 -0. 00485 143. 93 45. 74 18. 80 49 0. 00027 0. 01128 -0. 00441 -143 . 93 -45. 74 88 . 69 49 COS-OS rn 49 0. 00027 0. 01128 -0. 00441 143 . 93 45. 74 -88 . 69 50 0. 00012 0 . 00277 -0. 00261 -143 . 93 -45 . 74 196 . 19 50 POS-•01 rn 50 0. 00012 0. 00277 -0. 00261 143 . 93 45 . 74 -196 . 19 51 0. 00000 0. 00000 b. 00000 -143 . 93 -45 . 74 237 . 67 51 S06-01 m 45 0. 04294 -0 . 00087 -0. 00064 -13 . 63 47. 27 137. 08 52 0. 04295 -0. 00295 -0. 00077 13 . 63 -23 . 64 -34 . 27 52 S06-02 rn 52 0. 04295 -0. 00295 -0 . 00077 -4 . 54 23 . 63 34 . 27 53 0. 04295 -0 . 00522 -0 . 00079 4 . 54 0 . 00 0. 00 c\8 Cumulative Results of analysis at end of stage 8 Plastic Action at: Lat. Force / Deflection Element/ Stage/ Code/ *g (DL= 515.9) / (in) P02-01 1 re 0.3O65 0 .3377 P04-01 2 re 0 .3303 0 .3679 POl-01 3 re 0.3384 0 .3305 C02-02 ^ 4 rs 0.3497 0 .4025 P03-01 ' 5 re 0.3544 0 .4123 •04-02 6 rs 0.3727 0 .4700 JOl-02 7 rs 0.3846 0 , .5151 P05-01 8 re 0.3855 0 , .5195 node# name 1 SOl.O 2 SOl.C 3 SOl.O Displ.X 0.04329 0.04329 0-04329 -- GLOBAL Displ.y 0.00153 0.00108 0.00062 Rotation -0.00027 -0.00027 -0.00028 I I I I I I I I I I I I I I I I I I I s SOI .04 0 .04327 -0 .00047 -0 .00038 6 COl .01 0 .04100 -0 .00038 -0 .00131 7 COl .02 0 .03502 -0 .00030 -0 .00356 8 COl .03 0 .02519 -0 .00022 -0 .00462 9 COl .04 0 .01421 -0 .00015 -0 .00453 10 COl .05 0 .00478 -0 .00007 -0 .00330 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .04328 -0 .00117 -0 .00018 13 S02 .02 0 .04329 -0 .00135 0 .00003 14 S02 .03 0 .04328 -0 .00105 0 .00018 15 S02 .04 0 .04328 -0 .00054 0 .00020 16 S02 .05 0 .04327 -0 .00021 0 .00002 17 C02 .01 0 .04239 -0 .00017 -0 .00066 18 C02 .02 0 .03605 -0 .00013 -0 .00368 19 C02 .03 0 .02597 -0 .00010 -0 .00471 20 C02 .04 0 .01478 -0 .00006 -0 .00463 21 C02 .05 0 .00510 -0 .00003 -0 .00343 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .04327 -0 .00019 -0 .00001 24 S03 .02 0 .04327 -0 .00032 -0 .00015 25 S03 .03 0 .04326 -0 .00081 -0, .00042 26 C03 .01 0 .04063 -0 .00066 -0 .00153 27 C03 .02 0 .03429 -0 .00052 -0 .00366 28 C03 .03 0 .02431 -0 .00039 -0 .00464 29 C03 .04 0 .01341 -0 .00025 -0 .00445 30 C03 .05 0 .00430 -0 .00012 -0, .00311 31 P03 .01 0 .00000 0 .00000 0, .00000 32 S04, .01 0, .04329 -0 .00217 -0, .00020 33 S04 .02 0, .04331 -0, .00229 0. .00013 34 S04, .03 0, .04331 -0, .00135 0. .00027 35 S04 , .04 0 , .04331 -0, .00075 -0. .00009 36 C04 , .01 0, .04179 -0, .00061 -0. ,00102 37 C04, .02 0. .03564 -0. .00049 -0. 00363 38 C04, .03 0. .02565 -0. .00036 -0. 00469 39 C04 . .04 0. ,01451 -0. ,00023 -0. 00460 40 C04 . .05 0. 00492 -0. 00011 -0. 00337 41 P04 . ,01 0. 00000 0. 00000 0. 00000 42 SOS. 01 0. 04332 -0. 00094 0. 00003 43 SOS. 02 0. 04333 -0. 00049 0. 00017 44 SOS. 03 0. 04332 0. 00012 0. 00005 45 SOS . 04 0. 04330 -0. 00087 -0. 00065 46 COS. 01 0. 04019 -0. 00071 -0. 00167 47 COS. 02 0 . 03330 -0. 00056 -0. 00397 48 COS. 03 0. 02262 -0 . 00042 -0. 00489 49 COS. 04 0. 01138 -0. 00027 -0. 00445 50 COS. 05 0. 00279 -0. 00012 -0. 00263 51 POS. 01 0. 00000 0. 00000 0. 00000 52 S06 . 01 0. 04331 -0. 00298 -0. 00078 53 soe. 02 0. 04331 -0. 00527 -0. 00079 element nc3de local element # name fix displ.X displ.y rotation axial shear moment 1 SOI -01 m 1 0 .04329 0 .00153 -0 .00027 2 .67 0 .00 0 .00 2 0 .04329 0 .00108 -0 .00027 -2 .67 13 .85 -11 .77 2 SOI -02 rn 2 0 .04329 0 .00108 -0 .00027 8 .01 -13 .86 11 .77 3 0 .04329 0 .00062 -0 .00028 -8 .01 27 .71 -4 7 .11 3 SOI -03 m 3 0 .04329 0 .00062 -0 .00028 13 .34 -27 .71 47 .11 4 0 .04328 0 .00012 -0 .00031 -13 .34 41 .57 -105 .99 4 SOI -04 m 4 0 .04328 0 .00012 -0 .00031 18 .68 -41 .56 105 .99 5 0 .04327 -0 .00047 -0 .00038 -18 .68 55 ,42 -188 .43 5 COl -01 rn 5 0 .00047 0 .04327 -0 .00038 77 .85 33 .60 320 .35 6 0 .00038 0 .04100 -0 .00131 -77 . 85 -38 .60 -220 .00 6 COl--02 rs 6 0 .00038 0 .04100 -0 .00134 77 .85 38 .60 220 . 00 7 0 .00030 0 .03502 -0 .00356 -77 . 85 -38 .60 -129 .30 7 COl--03 rn 7 0 .00030 0 .03502 -0 .00356 77 .85 38 .60 129 .30 3 0 .00022 0 .02519 -0 .00462 -77 . 85 -38 .60 -33 .60 8 COl--04 rn 8 0 .00022 0 .02519 -0 .00462 77 .85 38 .60 38 . 60 9 0 .ooois 0, .01421 -0 .00453 -77 .85 -38 .60 52 , .10 9 COl--05 rn 9 0 , .00015 0 , .01421 -0 .00453 77, . 85 38 .60 -52 , .11 10 0, .00007 0 , . 00473 -0, . 00330 -77 , .85 -38 , .60 142 . . 81 10 POl-•01 re 10 0. .00007 0. , 0P478 -0, .00330 77, , 85 38 , . 50 -142 . ,81 11 0 . 00000 0 . ,00000 -0 , .00134 -77. ,85 -38 . ,60 220. 00 11 S02-•01 rn 5 0. 04327 -0. 00047 -0. ,00033 -13 . ,32 22 . ,43 -131. 92 12 0 . 04328 -0. 00117 -0. 00018 13 . 32 -2 . 05 162 . 52 12 S02-02 rn 12 0 . 04328 -0 . 00117 -0 . 00018 -5 . 46 2 . 05 -162 . 52 13 0. 04329 -0 . 00135 0. 00003 5 . 46 18 . 32 142 . 19 13 S02-03 rn 13 0 . 04329 -0 . 00135 0 . 00003 2 . 39 -18 . 32 -142 . 19 14 0 . 04328 -0 . 00105 0 . 00013 -2 . 39 38 . 70 70 . 91 14 S02-04 rn 14 0. 04328 -0. 00105 0. 00018 10 . 24 -38 . 70 -70 . 91 15 0 . 04328 -0. 00054 0 . 00020 -10. 24 59 . 07 -51. 30 15 S02-05 rn 15 0 . 04323 -0 . O0054 0 . 00020 13 . 09 -59-07 51. 30 16 16 0 . 04327 -0 . 00021 0. 00002 -18 . 09 79 . 45 -224 . 45 16 C02-01 rn 16 0 -00021 0 . 04327 0 . 00002 34 . 40 28 . 07 232 . 98 17 0 . 00017 0 . 04239 -0 . 00066 -34 . 40 -28 . 07 -160 . 00 17 C02-02 rs 17 0. 00017 0 . 04239 -0. 00153 34 . 40 28 . 07 160 . 00 18 0 -00013 0 . 03605 -0 . 00368 -34 . 40 -28 . 07 -94 -04 18 C02-03 rn 18 0 . 00013 0 . 03605 -0 . 00363 34 . 40 28 -07 94 . 04 I I I I I I I I I I I I I I I I I I I 19 C02 -04 rn 19 0.00010 0.02S97 -0.00471 34 .40 28.07 28.07 20 0.00006 0.01478 -0.004<3 -34.40 -28.07 37.90 20 C02 -OS rn 20 0.00006 0.01478 -0.00463 34 .40 28.07 -37.89 21 0.00003 0.00510 -0.00343 -34.40 -28.07 103.86 21 P02 -01 re 21 0.00003 0.00510 -0.00343 34 .40 28.07 -103.86 22 0.00000 0.00000 -0.00153 -34.40 -28.07 160.00 22 S03 -01 m 16 0.04327 -0.00021 0.00002 -3.24 -45.05 -8.53 23 0.04327 -0.00019 -0.00001 3 .24 59.72 -85.76 23 S03 -02 m 23 0.04327 -0.00019 -0.00001 2.40 -59.72 85.76 24 0.04327 -0.00032 -0.00015 -2 .40 74.39 -206.47 24 S03 -OS m 24 0.04327 -0.00032 -0.00015 8.06 -74.39 206.47 25 0.04326 -0.00081 -0.00042 -8.06 89.06 -353.57 25 C03 -01 m 25 0.00081 0.04326 -0.00042 134.48 47.44 384.19 26 0.00066 0.04063 -0.00153 -134.48 -47.44 -260.84 26 C03 -02 rn 26 0.00066 0.04063 -0.00153 134.48 47.44 260.84 27 0.00052 0.03429 -0.00366 -134.48 -47.44 -149.35 27 COS -03 m 27 0.00052 0.03429 -0.00366 134.48 47.44 149.35 28 0.00039 0.02431 -0.00464 -134.48 -47.44 -37.86 28 COS -04 m 28 0.00039 0.02431 -0.00464 134.48 47.44 37.86 29 0.00025 0.01341 -0.00445 -134.48 -47.44 73.63 29 COS -05 m 29 0.00025 0.01341 -0,00445 134.48 47.44 -73.63 30 0.00012 0.00430 -0.00311 -134.48 -47.44 185.12 30 POS -01 re 30 0.00012 0.00430 -0.00311 134.48 47.44 -185.12 31 0.00000 0.00000 -0.00105 -134.48 -47.44 280.00 31 S04 -01 m 25 0.04326 -0.00081 -0.00042 -30.11 45.42 -30.62 32 0.04329 -0.00217 -0.00020 30.11 -12.01 148.35 32 S04 -02 rn 32 0.04329 -0.00217 -0.00020 -17.24 12.01 -148.35 33 0.04331 -0.00229 0.00013 17.24 21.41 129.08 33 S04 -OS m 33 0.04331 -0.00229 0.00013 -4.36 -21.41 -129.08 34 0.04331 -0.00135 0.00027 4.36 54.82 -27.20 34 S04--04 m 34 0.04331 -0.00135 0.00027 8.52 -54.82 27.20 35 0.043S1 -0.00075 -0.00009 -8.52 88.24 -320.47 35 C04--01 m 35 0.00075 0.04331 -0.00009 125.04 38.60 320.35 36 0.00061 0.04179 -0.00102 -125.04 -38.60 -220.00 36 C04^ -02 rs 36 0.00061 0.04179 -0.00141 125.04 38.60 220.00 37 0.00049 0.03564 -0.00363 -125.04 -38.60 -129.30 37 C04^ -03 m 37 0.00049 0.03564 -0.00363 125.04 38.60 129.30 38 0.00036 0.02565 -0.00469 -125.04 -38.60 -38.59 38 C04--04 m 38 0.00036 0-. 02565 -0.00469 125.04 38.60 38.59 39 0.00023 0.01451 -0.00460 -125.04 -38.60 52 .11 39 C04-•05 rn 39 0.00023 0.01451 -0.00460 125.04 38.60 -52.11 40 0.00011 0.00492 -0.00337 -125.04 -38.60 142.81 40 P04-•01 re 40 0.00011 0.00492 -0.00337 125.04 38.60 -142.81 41 0.00000 0.00000 -0.00141 -125.04 -38.60 220.00 41 S05-•01 m 35 0.04S31 -0.00075 -0.00009 -17.19 36.80 0.12 42 0.04332 -0.O0094 0.00003 17.19 -3.39 82.27 42 SOS-•02 m 42 0.04332 -0.00094 0.00003 -4 .31 3 .39 -82.27 43 0.P4333 -0.00P49 0.00017 4.31 30.03 27.65 43 SOS-03 m 43 0.04333 -0.0004 9 0.00017 8.57 -30.03 -27.65 44 0.04332 0.00012 0.00005 -8.57 63 .44 -163.96 44 sps-04 m 44 0.04332 0.00012 0.00005 21.45 -63.44 163.96 45 0.04330 -0.00087 -a.00065 -21.45 96.86 -492.58 45 COS-01 m 45 0.00087 0.04330 -0.00065 144.13 46.11 355.50 46 COS- 46 0.00071 0,04019 -0.00167 -144.13 -46.11 -235.62 46 COS-02 rn 46 0.00071 0.. 04019 -0.00167 144.13 46.11 235.62 47 COS- 47 0.0O0S6 0.03330 -0.00397 -144.13 -46.11 -127.27 47 COS-03 m 47 0.00056 0.03330 -0.00397 144.13 46.11 127.27 48 cos-48 0.00042 0.02262 -0.00489 -144.13 -46.11 -18.92 48 cos-04 , rn 48 0.00042 0.02262 -0.00489 144.13 46.11 18.91 49 C05- 49 0.00027 0.01138 -0.00445 -144.13 -46.11 89 .44 49 C05-05 m 49 0.00027 0.01138 -0.00445 144.13 46.11 -89.44 50 50 0.00012 0.00279 -0.00263 -144.13 -46.11 197.79 50 P05-01 re 50 0.00012 0.00279 -0.00263 144.13 46 .11 -197.79 51 0.00000 0.00000 0.00000 -144.13 -46.11 290.00 51 soe-01 rn 45 0.04330 --0.00087 -0.00065 -13.66 M . 'll 137.08 52 0.04331 -•0.00298 • -0.00078 13 .66 -23.64 -34.27 52 S06-02 : rn 52 0.04331 -•0.00298 • -0.00078 -4 .55 23.63 34 .27 53 0.04331 -•0.00527 --0.00079 4 .55 0 . 00 0 . 00 Cumulative Results of analysis at end of stage 9 Plastic Action at: Lat. Force / Deflection Element/ Stage/ Code/ *g (DL= 515.9) / (in) P02-01 1 re 0.3065 0 .3377 P04-01 2 re 0.3303 0 .3679 POl-01 3 re 0.3384 0 .3805 •:02-02 4 rs 0.3497 0 .4025 P03-01 5 re 0.3544 0 .4123 C04-02 6 rs 0.3727 0 .4700 COl-02 7 rs 0.3846 0 , , 5151 P05-01 8 re 0.3855 0 , ,5195 C03-02 9 rs 0 .3913 0 . ,5786 node# name Displ.x -- GLOBAL Displ.y Rotation I I I I I I I I I I i i I I I i I i I 2 SOI .01 0 .04822 0 .00107 -0 .00027 3 SOI .02 0 .04821 0 .00061 -0 .00028 4 SOI .03 0 .04821 0 .00011 -0 .00031 5 SOI .04 0 .04820 -0 .00047 -0 .00038 6 COl .01 0 .04593 -0 .00038 -0 .00131 7 COl .02 0 .03893 -0 .00030 -0 .00399 8 COl .03 0 .02809 -0 .00022 -0 .00505 9 COl .04 0 .01609 -0 .00015 -0 .00497 10 COl .05 0 .00565 -0 .00007 -0 .00373 11 POI .01 0 .00000 0 .00000 0 .00000 12 S02 .01 0 .04821 -0 .00117 -0 .00018 13 S02 .02 0 .04821 -0 .00134 0 .00004 14 S02 .03 0 .04821 -0 .00104 0 .00019 15 S02 .04 0 .04820 -0 .00052 0 .00020 16 S02 .05 0 .04819 -0 .00019 0 .00002 17 C02 .01 0 .04732 -0 .00015 -0 .00065 18 C02 .02 0 .03996 -0 .00012 -0 .00411 19 C02 .03 0 .02887 -0 .00009 -0 .00514 20 C02 .04 0 .01666 -0 .00006 -0 .00506 21 C02 .05 0 .00596 -0 .00003 -0 .00386 22 P02 .01 0 .00000 0 .00000 0 .00000 23 S03 .01 0 .04819 -0 .00017 -0 .00001 24 S03 . 02 0 .04819 -0 .00031 -0 .00016 25 S03 .03 0 .04819 -0 .00083 -0 .00044 26 C03 .01 0 .04540 -0 .00067 -0 .00163 27 C03 .02 0 .03862 -0 .00054 -0 .00394 28 C03 .03 0 .02782 -0 .00040 -0 .00505 29 C03 .04 0 .01582 -0 .00026 -0 .00495 30 C03 .05 0 .00545 -0 .00012 -0 .00367 31 P03, .01 0 .00000 0, .00000 0 .00000 32 S04 , .01 0, .04822 -0, .00225 -0 . .00021 33 S04 , .02 0, .04823 -0, .00238 0 . .00014 34 S04, .03 0, .04824 -0, .00141 0. .00023 35 S04 , .04 0, .04823 -0. .00075 -0. .00007 36 C04, .01 0. .04676 -0. .00061 -0 . ,00100 37 C04 . .02 0. ,03959 -0. 00048 -0. ,00406 38 C04 . .03 0. 02858 -0. 00036 -0 . 00512 39 C04 . ,04 0. 01641 -0. 00023 -0. 00504 40 C04. 05 0. 00579 -0. 00011 -0 . 00380 41 P04. 01 0. 00000 0. 00000 0. 00000 42 SOS. 01 0. 04825 -0. 00085 0 . 00005 43 SOS. 02 0. 04825 -0. 00034 0. 00018 44 SOS. 03 0 . 04824 0. 00024 0 . 00003 45 SOS. 04 0. 04822 -0. 00088 -0 . 00070 46 COS . 01 0. 04490 -0. 00071 -0 . 00178 47 COS. 02 0. 03755 -0. 00057 -0 . 00425 48 COS. 03 0. 02506 -0. 00042 -0. 00530 49 COS. 04 0. 01374 -0. 00027 -0. 00495 50 COS . 05 0. 00392 -0. 00013 -0. 00318 51 POS. 01 0. 00000 0. ooPoo 0. 00000 52 soe. 01 0. 04823 -0. 00313 -0. 00083 53 soe. 02 0. 04823 -0. 00557 -0. 00084 C^\ element ncxie local element # name fix displ .X displ.y rotation axial shear moment 1 SOI -01 rn 1 0 .04822 0 .00152 -0 .00026 2 .71 0 .00 0 .00 2 0 .04822 0 .00107 -0 .00027 -2 .71 13 .85 -11 .77 2 SOI -02 rn 2 0 .04822 0 .06107 -0 .00027 8 .13 -13 .86 11 .77 3 0 .04821 0 .00061 -0 .00028 -8 .13 27 .71 -47 .11 3 SOI -03 rn 3 0 .04821 0 .00061 -0 .00028 13 .54 -27 . 71 47 . 11 4 0 .04821 0 .00011 -0 .00031 -13 .54 41 .57 -105 .99 4 SOI--04 rn 4 0 .04821 0 .00011 -0 .00031 18 .96 -41 .56 105 . 99 5 0 .04820 -0 .00047 -0 .00038 -18 .96 55 .42 -138 .43 5 COl^ -01 rn 5 0 .00047 0 .04820 -0 .00038 77 .85 38 .60 320 .35 6 0 .00038 0 .04593 -0 .00131 -77 . 85 -33 . 60 -220 .00 6 COl^ -02 rs 6 0 .00p38 0 .04593 -0 .00178 77 .85 38 .60 220 . 00 7 0 .00030 0 .03893 -0 .00399 -77 . 85 -38 .60 -129 .30 7 COl--03 rn 7 0 .00030 0 .03893 -0 .00399 77 . 35 33 .60 129 .30 8 0 .00022 0 .02809 -0 .00505 -77 .85 -38 , .60 -38 , .60 8 COl-•04 rn 8 0, .00022 0 .02809 -0 .00505 77, . 85 38 , .60 38 , .60 9 0 , .00015 0 .01609 -0, .00497 -77, .85 -33 , .60 52 . .10 9 COl-•05 rn 9 0 , .00015 0 , .01609 -0 , .00497 77 , .85 38 . ,60 -52 . 11 10 0, . 00007 0 , .00565 -0 , , 00373 -77 , ,85 -38 . 60 142 . 81 10 POl-01 re 10 0 . ,00007 0 . .00565 -0 . ,00373 77. ,35 38 . 60 -142 . 81 11 0 . 00000 0. ,00000 -0 . 00178 -77 . 85 -38 . 60 220 . 00 11 S02-01 rn 5 0 . 04320 -0 . 00047 -0 . 00038 -12 . 94 22 . 43 -131. 93 12 0 . 04821 -0 . 00117 -0 -00018 12 . 94 -2 . 05 162 . 52 12 S02-02 rn 12 0 . 04821 -0 -00117 -0 . 00018 -4 . 97 2 . 05 . -162. 52 13 0 . 04821 -0 . 00134 0 . 00004 4 . 97 18 . 32 142 . 19 13 S02-03 rn 13 0 . 04821 -0 . 00134 0 . 00004 3 . 00 -18 . 32 -142 . 19 14 0 . 04321 -0 . 00104 0 -00019 -3 . 00 38 . 70 70 . 91 14 S02-04 rn 14 0 . 04821 -0 . 00104 0 -00019 10 . 97 -33 . 70 -70 . 91 15 0 -04820 -0 . 0005i2 0 -00020 -10 . 97 59 . 07 -51. 30 . 15 S02-05 rn 15 0 . 04820 -0 . 00052 0 . 00020 18 . 94 -59 . 07 51. 30 16 0 . 04819 -0 . 00019 0 . 00002 -18 . 94 79 . 45 -224 . 45 16 C02-01 rn 16 0 -00019 0 . 04819 0 . 00002 31 . 32 28 . 07 232 . 98 17 0 . 00015 0. 04732 -0 . 00065 -31. 32 -28 . 07 -160 . 00 I I I I I I I I I I I i I 1 I I i i I 18 0 .00012 0.03996 -0 .00411 -31 .32 -28 .07 -94 .04 18 C02 -03 m 18 0 .00012 0.03996 -0 .00411 31 .32 28 .07 94 .04 19 0 .00009 0.02887 -0 .00514 -31 .32 -28 .07 -28 .07 19 C02 -04 m 19 0 .00009 0.02887 -0 .00514 31 .32 28 .07 28 .07 20 0 .00006 0.01666 -0 .00506 -31 .32 -28 .07 37 .90 20 C02 -OS rn 20 0 .00006 0.01666 -0 .00506 31 .32 28 .07 -37 .89 21 0 .00003 0.00596 -0 .00386 -31 .32 -28 .07 103 .86 21 P02 -01 re 21 0 .00003 0.00596 -0 .00386 31 .32 28 .07 -103 .86 22 0 .00000 0.00000 -0 .00197 -31 .32 -28 .07 160 .00 22 S03 -01 rn 16 0 .04819 -0.00019 0 .00002 -2 .29 -48 .12 -8 .53 23 0 .04819 -0.00017 -0 .00001 2 .29 62 .79 -91 .30 23 S03 -02 m 23 0 .04819 -0.00017 -0 .00001 3 .44 -62 .79 91 .30 24 0 .04819 -0.00031 -0 .00016 -3 .44 77 .46 -217 .53 24 S03 -03 rn 24 0 .04819 -0.00031 -0 .00016 9 .18 -77 .46 217 .53 25 0 .04819 -0.00083 -0 .00044 -9 .18 92 .13 -370 .17 25 C03 -01 rn 25 0 .00083 0.04819 -0 .00044 137 .28 49 .12 407 .72 26 0 .00067 0.04540 -0 .00163 -137 .28 -49 .12 -280 .00 26 C03 -02 rs 26 0 .00067 0.04540 -0 .00163 137 .28 49 .12 280 .00 27 0 .00054 0.03862 -0 .00394 -137 .28 -49 .12 -164 .55 27 C03 -03 rn 27 0 .00054 0.03862 -0 .00394 137 .28 49 .12 154 .56 28 0 .00040 0.02782 -0 .00505 -137 .28 -49 .12 -49 .12 28 C03 -04 rn 28 0 .00040 0.02782 -6 .00505 137 .28 49 .12 4 9 .12 29 0 .00026 0.01582 -0 .00496 -137 .28 -49 .12 55 .32 29 C03 -05 m 29 0 .00026 0.01582 -0 .00496 137 .28 49 .12 -66 .32 30 0 .00012 0.00545 -0 .00367 -137 .28 -49 .12 181 .75 30 P03 -01 re 30 0 .00012 0.00545 -0 .00367 137 .28 49 .12 -181 .75 31 0 .00000 0.00000 -0 .00163 -137 .28 -49 .12 280 .00 31 S04 -01 rn 25 0 .04819 -0.00083 -0 .00044 -30 .53 45 .15 -37 .55 32 0 .04822 -0.00225 -0 .00021 30 .53 -11 .73 154 .17 32 S04 -02 m 32 0 .04822 -0.00225 -0 .00021 -17 .46 11 .73 -154 .17 33 0 .04823 -0.00238 0 .booi4 17 .46 21 .68 133 .78 33 S04 -03 m 33 0 .04823 -0.00238 0 .00014 -4 .39 -21 .68 -133 .78 34 0 .04824 -0.00141 6 .00028 4 .39 55 .10 -23 .62 34 S04 -04 m 34 0 .04824 -0.00141 0 .00028 8 .69 -55 .10 23 .62 35 0 .04823 -0.00075 -0 .00007 -8 .59 88 .51 -318 .01 35 C04 -01 m 35 0 .00075 0.04823 -0 .00007 124 .05 38 .50 320 .35 36 0 .00061 0.04676 -0 .00100 -124 .05 -38 .50 -220 .00 36 C04 -02 rs 36 0, .00061 0.04576 -0 .00185 124 .05 38 .50 220 .00 37 0, .00048 0.03959 -0 .00406 -124 .05 -38 .60 -129 .30 37 C04--03 m 37 0. .00048 0.03959 -0 .00406 124 .05 38 .60 129 .30 38 0. .00036 0.02858 -0. .00512 -124, .05 -38 .60 -38 .59 38 C04--04 m 38 0. .00036 0.02858 -0. .00512 124. .05 38, .60 38, .59 39 0. .00023 0.P1641 -0. .00504 -124 . .05 -38 , .60 52 , .11 39 C04--05 m 39 0. 00023 0.01641 -0. .00504 124 . OS 38 , .60 -52, .11 40 0. 00011 0.00579 -0. .00380 •124 . .05 -38, .50 142. .81 40 P04^ -01 re 40 0. 00011 0.00579 -0. .00380 124 . .05 38. .50 -142 . .81 41 0. 00000 0.00000 -0. ,00185 •124 . OS -38. .50 220. ,00 41 SOS--01 m 35 0. 04823 -0.00075 -0. ,00007 -16 . ,83 35. .54 -2. ,34 42 0. 04825 -0.00085 0. ,00005 16. 83 -2. .12 79. ,54 42 SOS--02 m 42 0. 04825 -0.00085 0. ,00005 -3. 76 2. .12 -79. ,54 43 0. 04825 -0.00034 0. 00018 3. 76 31. ,29 19. 74 43 SOS--03 m 43 0. 04825 -0.00034 0. 00018 9. 31 -31. ,29 -19. 74 44 ;0. 04824 0.00024 0. 00003 -9. 31 64. 71 -177. 07 44 SOS-•04 rn 44 0. 04824 0.00024 0. 00003 22. 39 -64. 71 177. 07 45 0. 04822 -0.00088 -0. 00070 -22. 39 98. 12 -510. 88 45 COS-•01 m 45 0. 00088 0.04822 -0. 00070 145. 39 47. 41 373. 80 46 0. 00071 0.04490 -a. 00178 145. 39 -47. 41 -250. 52 45 C05-•02 m 46 0. 00071 0.04490 -0. 00178 145. 39 47. 41 250. 52 47 0. 00057 0.03755 -0. 00425 145. 39 -47. 41 -139. 09 47 C05-•03 rn 47 0. 00057 0.03755 -0. 00425 145. 39 47 . 41 139. 09 48 0. 00042 0.02606 -0. 00530 145. 39 -47. 41 -27. 67 48 C05-•04 m 48 0. 00042 0.02606 -0 . 00530 145 . 39 47 . 41 27. 67 49 0 . 00027 0.01374 -0 . 00495 145. 39 -47. 41 83 . 75 49 COS-.05 rn 49 0. 00027 0.01374 -0. 00495 145 . 39 47 . 41 -83 . 75 50 0 . 00013 0.00392 -0. 00318 145 . 39 -47 . 41 195 . 17 50 P05-01 re 50 0. 00013 0.00392 -0. 00318 145. 39 47. 41 -195 . 17 51 0. 00000 0.00000 -0 . 00057 145 . 39 -47. 41 290. 00 51 soe-01 rn 45 0 . 04822 -0.00083 -0 . 00070 -13 . 87 47 . 27 137. 08 52 0. 04823 -0.00313 -0 . 00033 13 . 87 -23 . 64 -34 . 27 52 S06-02 rn 52 0. 04823 -0.00313 -0 . 00033 -4 . 62 23 . 63 34 . 27 53 0 . 04823 -0.00557 -0. 00084 4 . 62 0. 00 0 . 00 Cumulative Results of analysis at end of stage 10 Plastic Action at: Lat. : Force / Deflection Element/ Stage/ Code/ *g (DL= 515. 9) / (in ) 02-01. 1 re 0 .3065 0 .3377 r>04-01 2 re 0 .3303 0.3679 POl-01 3 re 0 .3384 0.3805 C02-02 4 rs 0 .3497 0.4025 P03-01 5 re 0 .3544 0.4123 C04-02 6 rs 0 .3727 0.4700 COl-02 7 rs 0 . 3846 0.5151 P05-01 8 re 0 . 3855 0.5195 C03-02 9 rs 0 .3913 0.5786 C IT~ I I node# name I I I I I I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 25 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 45 47 48 49 50 51 52 53 SOI.00 SOI.01 SOI.02 SOI.03 SOI.04 COl.Ol COl.02 COl.03 COl.04 COl.05 POI.01 S02.01 S02.02 S02.03 S02.04 S02.05 C02.01 C02.02 C02.03 C02.04 C02.05 P02.01 S03.01 S03.02 S03.03 C03.01 C03.02 C03.03 C03.04 C03.05 P03.01 S04.01 S04.02 S04.03 S04.04 C04.01 C04.02 C04.03 C04.04 C04.05 P04.01 SOS.01 SOS.02 SOS.03 SOS.04 COS.01 COS.02 COS.03 COS.04 COS.05 POS.01 S06.01 SO6.02 Displ.X 0.06118 0.06118 0.06118 0.06117 0.06116 0.05889 0.04922 0.03570 0.02104 0.00792 0.00000 0.06117 0.06117 0.06117 0.06117 0.06115 ,05028 ,05025 ,03549 ,02161 ,00824 0.00000 0.06115 0.06115 0.06115 0.05834 0.04889 0.03543 0.02076 0.00772 0.00000 0.06118 0.06119 ,06119 ,06118 05980 04994 03624 ,02138 0.00808 0.00000 0.06120 ,06120 ,06119 ,06116 05731 04875 0.03512 0.01998 0.00688 0.00000 0.06117 0.06118 - GLOBAL Displ.y 0.00152 0.00107 0.00061 0.00011 -0.00047 -0.00038 -0.00030 -0.00022 -0.00015 -0.00007 0.00000 -0.00117 -0.00134 -0.00104 -0.00052 -0.00019 00015 00012 00009 00006 00003 00000 -0.00016 -0.00031 -0.00084 -0.00068 -0.00054 -0.00040 00025 00012 00000 00229 00245 00147 -0.00072 -0.00059 -0.00047 -0.00034 -0.00022 -0.00010 0.00000 -0.00065 -0.00001 0.00055 -0.00090 -0.00073 -0:00058 -0.00043 -0.00028 -0.00013 0.00000 -0.00353 -0.00634 Rotat ion -0.00026 -0.00027 -0.00028 -0.00031 -0.00038 -0.00131 -0.00513 -0.00619 -0.00610 -0.00487 0.00000 -0.00017 0.00004 0.00019 0.00020 0.00002 TO.00055 -0.00525 -0.00628 -0.00520 -0.00500 0.00000 -0.00002 -0.00016 -0.00045 -0.00164 -0.00508 -0.00518 -0.00610 -0.00481 0.00000 -0.00022 0.00013 0.00029 -0.00004 -0.00097 -0.00521 00627 00618 00495 00000 00009 0002O 00001 00083. 00206 00497 00637 00526 -0.00454 0.00000 -0.00095 -0 i06097 c^3 element node --. , local element # name fix displ.X displ.y rotation axial shear moment 1 SOI -01 rn 1 0 .06118 0 .00152 -0 .00026 2 . 75 0 .00 0 . 00 2 0 .06118 0 .00107 -0 .00027 -2 .75 13 .85 -11 .77 2 SOI -02 rn 2 0 .06118 0 .00107 -0 .00027 8 .27 -13 . 86 11 . 77 3 a .06118 0 .00061 -0 .00028 -8 .27 27 .71 -47 .11 3 SOI. -03 rn 3 0 .06118 0 .00061 -0 .00028 13 .77 -27 . 71 47 .11 4 0 .06117 0 .00011 -0 .00031 -13 . 77 41 .57 -105 . 99 4 SOl^ -04 rn 4 0 .06117 0 .00011 -0 .00031 19 .29 -41 . 56 105 .99 5 0 .06116 -0 .00047 -0 .00038 -19 .29 55 .42 -188 .43 5 COl--01 rn 5 0 .00047 0 .06116 -0 .00038 77 . 82 38 .60 320 .35 6 0 .00038 0 .05889 -0 .00131 -77 . 32 -38 .60 -220 . 00 6 COl-•02 rs 6 0 .00038 0 .05889 -0 .00291 77 . 82 38 .60 220 .00 7 0, .00030 0 .04922 -0 .00513 -77 . 82 -33 .60 -129 .'3 0 7 COl-•03 rn 7 0 , .00030 0 .04922 -0 .00513 77 . 82 38, .60 129 .30 8 0 , .00022 0 .03570 -0 . 00619 -77 , .82 -38 , .60 -33 , .60 3 COl-•04 rn 8 0 , .00022 0, .03570 -0 , ,00619 77 , . 32 33 , . 60 38 , , 60 9 0 . .00015 0 , .02104 -0 , , 00610 -77, , 82 -38 , ,60 52 . ,10 9 COl-05 rn 9 0 . 00015 0 , .02104 -0 , , 00610 77 . 82 38 . ,60 -52 . 11 10 0 . ,00007 0 , .00792 -0 . , 00487 -77 . 82 -33 . 60 142 . 81 10 POl-01 re 10 0. P0007 0. .00792 -0. 00487 77. 82 38 . 60 -142 . 31 11 0. 00000 0. 00000 -0 . 00291 -77 . 82 -38 . 60 220 . 00 11 S02-01 rn 5 0. 06116 -0 . 00047 -0 . 00033 -12 . 50 22 -40 -131 . 93 12 S02- 12 0 . 06117 -0 . 00117 -0 . 00017 12 . 50 -2 . 03 162 . 47 12 S02-02 rn 12 0 . 06117 -0 . 00117 -0 . 00017 -4 -39 2 . 03 -162 -47 13 S02- 13 0 . 06117 -0 . 00134 0 . 00004 4 . 39 18 . 35 142 . 07 13 S02-03 rn 13 0 . 06117 -0 . 00134 0 . 00004 3 . 71 -18 . 35 -142 . 07 14 S02- 14 0 . 06117 -0 -00104 0 . 00019 -3 . 71 38 . 72 70 -74 14 S02-04 rn 14 0 . 06117 -0 . 00104 0 . 00019 11 . 82 -38 . 72 -70 . 74 15 0 . 06117 -0 . 00052 0 . 00020 -11 . 82 59 -10 -51 . 53 I I I I I I I I I I I I I I I I I I I OS./^ - SJ u . uuv^zu X3 . a.5 -59 .10 bj. .53 16 0 .06115 -0 .00019 0 .00002 -19 .93 79 .47 -224 .74 16 C02 -01 rn 16 0 .00019 0 .06115 0 .00002 30 .78 28 .07 232 .98 17 0 .00015 0 .06028 -0 .00065 -30 .78 -28 .07 -160 .00 17 C02 -02 rs 17 0 .00015 0 .06028 -0 .00310 30 .78 28 .07 150 .00 18 0 .00012 0 .05025 -0 .00525 -30 .78 -28 .07 -94 .04 18 C02 -03 rn 18 0 .00012 0 .05025 -0 .00525 30 .78 28 .07 94 .04 19 0 .00009 0 .03649 -0 .00628 -30 .78 -28 .07 -28 .07 19 C02 -04 rn 19 0 .00009 0 .03649 -0 .00628 30 .78 28 .07 28 .07 20 0 .00006 0 .02161 -0 .00620 -30 .78 -28 .07 37 .89 20 C02 -05 rn 20 0 .00006 0 .02161 -0 .00620 30 .78 28 .07 -37 .90 21 0 .00003 0 .00824 -0 .00500 -30 .78 -28 .07 103 .86 21 P02 -01 re 21 0 .00003 0 .00824 -0 .00500 30 .78 28 .07 -103 .86 22 0 .00000 0 .00000 -0 .00310 -30 .78 -28 .07 160 .00 22 S03 -01 rn 16 0 .06115 -0 .00019 0 .00002 -1 .19 -48 .69 -8 .25 23 0 .06115 -0 .00015 -0 .00002 1 .19 63 .36 -92 .60 23 S03 -02 rn 23 0 .06115 -0 .00016 -0 .00002 4 .63 -63 .36 92 .60 24 0 .06115 -0 .00031 -0 .00016 -4 .63 78 .03 -219 .85 24 S03 -03 rn 24 0 .05115 -0 .00031 -0 .00016 10 .47 -78 .03 219 .85 25 0 .06115 -0 .00084 -0 .00045 -10 .47 92 .70 -373 .51 25 C03 -01 rn 25 0 .00084 0 .06115 -0 .00045 138 .79 49 .12 407 .72 26 0 .00068 0 .05834 -0 .00154 . -138 .79 -49 .12 -280 .00 26 C03 -02 rs 25 0 .00068 0 .05834 -0 .00277 138 .79 49 .12 280 .00 27 0 .00054 0 .04889 -0 .00508 -138 .79 -49 .12 -164 .56 27 C03 -03 m 27 0 .00054 0 .04889 -0 .00508 138 .79 49 .12 164 .56 28 0 .00040 0 .03543 -0 :00618 -138 .79 -49 .12 -49 .12 28 C03 -04 rn 28 0 .00040 0 .03543 -0 .00618 138 .79 49 .12 49 .12 29 0 .00026 0 .02075 -0 .00510 -138 .79 -49 .12 66 .32 29 C03 -05 rn 29 0 .00025 0 .02075 -0 .00610 138 .79 49 •12 -66 .32 30 0 .00012 0 .00772 -0 .00481 -138 .79 -49 .12 181 .75 30 P03 -01 re 30 0 .00012 0 .00772 -0 .00481 138 .79 49 .12 -181 .75 31 0 .00000 0 .00000 -0 .00277 -138 . 79 -49 .12 280 .00 31 S04 -01 rn 25 0 .06115 -0 .00084 -0 .00045 -29 .08 46 .09 -34 .22 32 0 .06118 -0 .00229 -0 .00022 29 .08 -12 .67 154 .68 32 S04 -02 rn 32 0 .06118 -0 .00229 -0 .00022 -15 .78 12 .67 -154 .68 33 0 .06119 -0 .00245 0 .00013 15 .78 20 .74 138 .13 33 S04 -03 rn 33 0 .06119 -0 .00245 0 .00013 -2 .48 -20 .74 -138 .13 34 0 .06119 -0 .00147 0 .00029 2 .48 54 .16 -15 .41 34 S04^ -04 rn 34 0 .05119 -0 .00147 0 .00029 10 .82 -54 .16 15 .41 35 0 .06118 -0 .00072 -0 .00004 -10 .82 87 .57 -305 .96 35 C04--01 rn 35 0, .00072 0 .05118 -0 .00004 119 .42 38 .60 320 .36 35 0, .00059 6 .05980 -0, .00097 -119 .42 -38 .60 -220 .00 36 C04^ -02 rs 35 0, .00059 0, .05980 -0, .00299 119, .42 38 .60 220 .00 37 0. .00047 0, .04994 -0 , .00521 -119, .42 -38 , .60 -129, .30 37 C04^ -03 rn 37 0. .00047 0, .04994 -0 , .00521 119, .42 38 , .60 129, .30 38 0. .00034 0 , .03524 -0. .00527 -119, .42 -38, .60 -33 , .59 38 C04^ -04 rn 38 0. .00034 0. .03624 -0. .00627 119, .42 38 , .60 38, .59 39 0. .00022 0. .02138 -0 . .00613 -119. .42 -38. .60 52 . .11 39 C04--05 m 39 0 . ,00022 0. .02138 -0 . .00618 119. .42 38. .60 -52 . .11 40 0. ,00010 0 . .00808 -0 . .00495 -119. .42 -38. .60 142 . .81 40 P04--01 re 40 0. ,00010 0 . ,00808 -0. ,00495 119. .42 38. ,60 -142 . .81 41 0. 00000 0. ,00000 -0. ,00299 -119. .42 -38. ,60 220 . ,00 41 SOS-•01 rn 35 0. 06118 -0. 00072 -0. 00004 -14 . 47 31. 84 -14 . ,40 42 0. 06120 -0. 00056 0 . 00009 14 . 47 1. 57 76 . 46 4.2 SOS-•02 rn 42 0. 06120 -0. 00066 0. 00009 -1. 17 -1. 57 -76 . 46 43 0. 06120 -0 . 00001 0. 00020 1. 17 34 . 99 1. 52 •4 3' s6s-•03 rn 43 0. 06120 -0. OOOOl 0. 00020 12. 12 -34 . 99 -1. 52 44 0. 06119 0. 00055 -0. 00001 -12 . 12 68. 40 -210 . 42 44 S05-•04 rn 44 0. 06119 0 . 00055. -0. 00001 25. 42 -68. 40 210. 42 45 0 . 06116 -0. 00090 -0. 00083 -25. 42 101. 82 -559. 37 45 C05-01 rn 45 0. 00090 0 . 06116 -0 . 00083 149. 09 50 . 88 422 . 28 46 0. 00073 0. 05731 -0. 00206 -149. 09 -50. 88 -290. 00 46 C05-02 rs 46 0 . 00073 0 . 05731 -0 . 00206 149. 09 50 . 88 290. 00 47 0. 00058 0 . 04875 -0 . 00497 -149. 09 -50 . 88 -170 . 44 47 C05-03 rn 47 0 . 00058 0. 04875 -0. 00497 149. 09 50. 83 170. 44 48 0 . 00043 0. 03512 -0 . 00637 -149. 09 -50 . 88 -50. 88 48 C05-04 rn 48 0. 00043 0 . 03512 -0 . 00637 14 9. 09 50 . 88 50. 88 49 0 . 00028 0. 01998 -0 . 00626 -149. 09 -50. 38 68 . 63 49 C05-05 rn 49 0. 00023 0 . 01998 -0 . 00626 149. 09 50 . 88 -63 . 68 50 0 . 00013 0 . 00683 -0 . 00464 -149 . 09 -50 . 88 188 . 25 50 P05-01 re 50 0 . 00013 0 . 00688 -0 . 00464 149. 09 50. 33 -133 . 25 51 0. 00000 0 . 00000 -0 . 00206 -149. 09 -SO . 88 290 . 00 51 S06-01 rn 45 0. 06116 -0 . 00090 -0 . 00033 -14 . 11 47 . 27 137. 08 52 0 . 06117 -0. 00353 -0 . 00096 14 . 11 -23 . 64 -34 . 27 52 S06-02 rn 52 0 . 06117 -0 . 00353 -0 . 00096 -4 . 70 23 . 63 34 . 27 53 0 . 06118 -0 i 00634 -0 . 00097 4 . 70 . 0. 00 0 . 00 I I I APPENDIX D I I I I I L-PILE [ OUTPUT I (ABUTMENT COLUMN ANALYSIS) • I I I I I I I I I I I I I I I CB Abut IL Licensed to: James Frost Simon Wong Engineering PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC, ALL RIGHTS RESERVED Carlsbad Blvd. Abutment 1 UNITS--ENGLISH UNITS INPUT INFORMATION ****** *,* *****Vk.*****************JtJr I I I I I I I I I THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES PILE LENGTH 4 POINTS . ODULUS OF LASTICITY LBS/IN**2 382E-H07 X IN .00 DIAMETER IN 24.000 163.20 IN MOMENT OF INERTIA IN** 4 . 809E-^04 AREA IN**2 576E+03 Page 1 M E I I I I I I I I I I I I I I I I I I I CB Abut XL P2 382E-I-07 382E+07 382E+07 139.20 139.20 163.20 24.000 60.000 60.000 . 809E-I-04 .200E-f 05 .200E-I-05 576E-f03 360E-I-04 360E-I-04 SOILS INFORMATION X AT THE GROUND SURFACE SLOPE ANGLE AT THE GROUND SURFACE 1 LAYER(S) OF SOIL 67.20 IN .00 DEG. LAYER 1 THE SOIL IS A SAND - P-Y CRITERIA BY' REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 67.20 IN X AT THE BOTTOM OF THE LAYER = !3 60.00 IN MODULUS OF SUBGRADE REACTION = .225E-f-03 LBS/IN** 3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 2 POINTS X,IN WEIGHT,LBS/IN**3 67.20 .13E-I-03 360.00 .13E-I-03 "DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH '2 POINTS - • . ^ X,IN C,LBS/IN**2 PHI,DEGREES E5 67.20 360.00 . OOOE-l-00 , OOOE-HOO , 380E-f 02 :380E-f02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER Page 2 I I I I I I I I I I I I I I I I I I I CB Abut IL 0'3 BOUNDARY-CONDITION CODE = i LATERAL LOAD AT THE PILE HEAD = .330E-I-05 LBS MOMENT AT THE PILE HEAD = . 000E-(-00. IN-LB AXIAL LOAD AT THE PILE HEAD = .120E-f06 LBS SHEAR RESISTANCE CURVE AT THE PILE TIP DISPLACEMENT IN SHEAR RESISTANCE LBS .lOOE-f-00 .lOOE-t-05 .500E-t-00 .100E-»-06 .lOOE-fOl .lOOE-l-06 FINITE-DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE lOOE-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 ' MAXIMUM ALLOWABLE DEFLECTION .lOE-l-03 IN OUTPUT CODES KOUTPT - 1 KPYOP - 0 . -INC = 1 OUTPUT INFORMATION *********************^jt*, ************************Jr^Jk,**^^^:-tJr^^^-H-*********** * COMPUTE LOAD-DISTRIBUTION AND 'LOAD-DEFLECTION * * CURVES FOR LATERAL LOADING * ******************************* * * LOADING NUMBER 1 BOUNDARY CONDITION CODE Page 3 I I I I I I I I I I I I I I I I I I I CB Abut IL LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD 330E-t-05 LBS OOOE-l-00 IN-LB 120E-f-06 LBS X DEFLECTION MOMENT SOIL Y REACTION IN IN *2 LBS/IN ***** ********* * ********* .0 .152E-I-01 1 .OOOEH-00 1.6 .150E-I-01 1 .OOOE-HOO 3.3 .148E-f01 1 .OOOE-hOO 4.9- .145E-f01 1 .OOOE-hOO 6.5 .143E-I-01 1 .OOOE-i-00 8.2 .141E+01 1 .OOOE-fOO 9.8 .138E-f01 1 .OOOE-l-00 11.4 .136E-f01 1 .OOOE-f-OO 13.1 .134E-I-01 1 .OOOE-l-00 14.7 .131E+01 1 .OOOE-^00 16.3 .129E-f01 1 .OOOE-fOO 18.0 .127E+01 1 .OOOE-l-OO 19.6 , .124E-f01 1 .OOOE-fOO 21.2 .122E+01 1 .OOOE-fOO 22.8. .120E-f01 1 .000E-*-00 24.5 .117E-f01 LBS-IN ********* -.902E-04 .567E-f05 .113E+06 . 170E-f06 .227E-f06 .283E-I-06 . 340E-f06 .397E+0 6 .453E-f06 .510E+06' . 567E-f 06 . 623E-f 06 . 680E-f06 .736E-f06 .793E-f06 . 850E+06 SHEAR SLOPE TOTAL FLEXURA STRESS RIGIDIT LBS RAD. : LBS/IN**2 LBS-IN* ********* ********* ********* ******** .330E-K05 .330E-t-05 - .330E-1-05 - .330E-f05 - .330E+05 - .330E-H05 - .330E-I-05 - . 330E-I-05 - .330E-f05 - .330E-f05 - .330E-f05 - .330E-I-05 - . 330E+05 - 330E-f05 - 330E-f05 - 330E-f05 - -.143E-01 -.143E-01 -.143E-01 -.143E-01 -.143E-01 -.143E-01 -.143E-01 -.142E-01 -.142E-01 -.142E-01' - . 142E-01 -.141E-01 -.141E-01 .141E-01 .140E-01 .140E-01 .208E-I-03 .292E+03 .376E+03 .461E-f03 .545E-f03 . 629E-1-03 .713E-f03 .797E-I-03 . 881E-f03 . 965E+03 . 105E-f04 . 113E-f 04 . 122E-f 04 . 130E-f04 . 138E-f04 . 147E-H04 .309E-I-1 .309E+1 .309E-H .309E-fl .309E+1 .309E-)-l .309E+1 .309E-H .309E+1, .309E-H . 309E-f 1 .309E-I-1 . 309E-I-1 .309E-H '. 309E+1 .3 09E-I-1 Page 4 I I I I I I I I I I I I i I I I I I I CB Abut IL P5 1 . OOOE-hOO 26.1 .115E+01 .906E+06 .330E+05 -.139E -01 .155E+04 .309E+1 1 .OOOE-t-OO 27.7 .113E-f01 .963E+06 .330E+05 -.139E--01' .164E+04 .309E+1 1 . OOOE-i-OO 29.4 .lllE-fOl . 102E+07 .330E+05 -.138E--01 . 172E+04 .309E+1 1 . OOOE-hOO 31.0 .108E-I-01 .108E+07 .330E+05 -.138E--01 . 180E+04 .309E+1 1 . OOOE-f-00 32.6 .106E-f01 .113E+07 .330E+05 -.137E--01 . 189E+04 .309E+1 1 . OOOE+00 34.3 .104E+01 .119E+07 . 330E+05 -.137E--01: . 197E+04 .309E+1 1 . OOOE-fOO 35.9 .102E-1-01 . 125E+07 . 330E+05 -. 136E--01 .206E+04 .309E+1 1 .OOOE-t-00 37.5 .995E-f00 .130E+07 .330E+05 -.135E--01 .214E+04 .309E+1 1 . OOOE-l-00 i 39.2 .973E+00 .136E+07 .330E+05 -.135E--01 .222E+04 .309E+1 1 . OOOE-l-00 40.8 .951E+00 .141E+07 .330E+05 -.134E--01 .231E+04 .309E+1 1 .OOOE-fOO •' 42.4 .929E-I-00 .147E+07 .330E+05 -.133E--01 .239E+04 .309E+1 1 .OOOE+OO 44.1 .907E-I-00 .153E+07 .330E+05 -.132E--01 ' .248E+04 .309E+1 1 .OOOE-fOO 45.7 .886E+00 . 158E+07 .330E+05 -.131E-•01 .256E+04 .309E+1 1 .OOOE+OO '; 47.3, .864E-f00 .164E+07 .330E+05 -.131E--01 .264E+04 .309E+1 1 .OOOE-fOO 49.0 .843E-fO,0 . 170E+07 .330E+05 -.130E-•01 .273E+04 .309E+1 .1-.OOOE+OO 50 .6 , . 822E+00 .175E+07 .330E+,05 -.129E-•01 . .281E+04 .309E+1 1 .OOOE+OO 52.2 •.801E+00 . 181E+07 .330E+05 -.128E-01 .289E+04 .309E+1 1 . OOOE+OO 53.9 .780E+00 . 187E+07 . 330E+05 -.127E-01 .298E+04 .309E+1 1 . OOOE+OO 55.5 .760E+00 .192E+07 . 330E+05 -.126E-01 . 306E+04 .309E+1 1 . OOOE+OO 57.1 .739E+00 .198E+07 . 330E+05 -.125E-01 .314E+04 .309E+1 1 . OOOE+OO 58.8 .719E+00 .204E+07 . 330E+05 -.124E-01 . 323E+04 .309E+1 1 . OOOE+OO 60.4 .699E+00 .209E+07 . 330E+05 -.123E-01 \ .331E+04 .309E+1 1 . OOOE+OO 62.0 .679E+00 .215E+07 . 330E+05 -.122E-01 . 340E+04 .309E+1 1 .OOOE+OO 63.6 .659E-f00 .220E+07 . 330E+05 -.120E-01 .348E+04 .309E+1 Page 5 I I I I I I I I I I I I I I I I I I I CB Abut IL P6 1 .OOOE+OO 1 65.3 .639E+00 .OOOE+OO .226E+07 .330E+05 -.119E -01 .356E+04 .309E+1 1 66.9 .620E+00 .OOOE+OO .232E+07 .330E+05 -.118E -01 .365E+04 .309E+1 1 68.5 .601E+00 -.182E+03 .237E+07 .329E+05 -.117E -01 .373E+04 .309E+1 1 70.2 .582E+00 -.390E+03 .243E+07 .324E+05 -.116E -01; .381E+04 .309E+1 1 71.8 .563E+00 -.584E+03 .248E+07 .316E+05 -.114E -01 .389E+04 .309E+1 1 73.4 .545E+00 -.765E+03 .254E+07 .305E+05 -. 113E--01 .397E+04 .309E+1 1 75.1 .526E+00 -.932E+03 .259E+07 .291E+05 -.112E--01 .405E+04 .309E+1 1 76.7 .508E+00 -.109E+04 .264E+07 .275E+05 -.llOE--01 .412E+04 .309E+1 1 78.3 .490E+00 -.123E+04 .268E+07 .256E+05 -.109E--01 .419E+04 .309E+1 1 80.0 .473E+00 -.136E+04 .272E+07 .235E+05 -.107E--01 • .425E+04 .309E+1 1 81.6 .455E+00 -.147E+04 .276E+07 .211E+05 -.106E--01 .431E+04 .309E+1 1 83.2 .438E+00 -.158E+04 .280E+07 . 187E+05 -.104E--01 ' .436E+04 .309E+1 1 84.9 .421E+00 -.167E+04 .283E+07 .160E+05 -.10,3E-•01: .440E+04 .309E+1 1 86.5 .404E+00 -.176E+04 .285E+07 .132E+05 -.102E-•01: . 444E+04 .309E+1 1 88.1 .388E+00 -.183E+04 .287E+07 .103E+05 -.lOOE-•01 .447E+04 .309E+1 1 89.8 .372E+00 -.189E+04 .289E+07 .725E+04 -.985E-•02 . .450E+04 .309E+1 1 91.4 .356E+00 -.194E+04 .290E+07 .413E+04 -.969E-02 ; .451E+04 ,. 309E+1 1 93.0 .340E+00 -.198E+04 .291E+07 .935E+03 --.954E-02 • .452E+04 .309E+1 1 94.7 .325E+00 -.201E+04 .291E+07 --.231E+04 • -.939E-02 . 452E+04 . 309E+1 1 96.3 .309E+00 -.203E+04 .290E+07 --.560E+04 --.923E-02 ' . 452E+04 . 309E+1 1 97.9 .295E+00 - .204E+04 .289E+07 • -.892E+04 --.908E-02 . 450E+04 . 309E+1 1 99.6 .280E+00 -.204E+04 .288E+07 --.122E+05 --.893E-02 .448E+04 .309E+1 1 101.2 .265E+00 -.•203E+04 .286E+07 --.156E+05 --.878E-02 . 445E+04 . 3 09E+1 102.8 .251E+00 .283E+07 --.189E+05 -•.863E-02 .441E+04 .309E+1 Page 6 I t I I I I I I I I I I I I I i I I I CB Abut IL P7 1 -.201E+04 1 104.4 .237E+00 -.199E+04 .280E+07 -.221E+05 -.848E -02 .436E+04 .309E+1 1 106.1 .224E+00 -.196E+04 .276E+07 -.253E+05 -.833E -02 ; .,431E+04 .309E+1 1 107.7 .210E+00 -.191E+04 .272E+07 -.285E+05 -.819E -02 .424E+04 . 309E+1 1 109.3 .197E+00 -.187E+04 .267E+07 -.316E+05 -.805E -02 .417E+04 . 309E+1 1 111.0 .184E+00 -.181E+04 .262E+07 -.346E+05 -.791E -02 .409E+04 .309E+1 1 112.6 .171E+00 -.175E+04 .256E+07 -.375E+05 -.777E -02 . 401E+04 .309E+1 1 114.2 .158E+00 -.168E+04 .250E+07 -.403E+05 -.764E -02 : .392E+04 .309E+1 1 115.9 .146E+00 -.160E+04 .243E+07 -.430E+05 -.751E--02 .382E+04 .309E+1 1 117.5 .134E+00 -.152E+04 .236E+07 -.455E+05 -.738E--02 .371E+04 .309E+1 1 119.1 .122E+00 -.143E+04 .229E+07 -.479E+05 -.726E--02 • .360E+04 .309E+1 1 120.8 .llOE+00 -.133E+04 .221E+07 -.501E+05 -.714E--02: .349E+04 .309E+1 1 122.4 .987E-01 -.123E+04 .213E+07 -.522E+05 -.702E--02 . .336E+04 .309E+1 1 124.0 .873E-01 -.112E+04 .204E+07 -.541E+05 -.691E--02 : .324E+04 .309E+1 1 125.7 .761E-01 -.lOOE+04 . 195E+07 -.559E+05 -.681E-•02; .311E+04 .309E+1 1 127.3 .651E-01 -.880E+03 .186E+07 -.574E+05 -.671E-•02 : .297E+04 .309E+1 1 128.9 \542E-01 -.753E+03 .177E+07 -.587E+05 -.661E-•02 .283E+04 .309E+1 1 130.6 .435E-01 -.620E+03 .167E+07 -.598E+05 -.652E-02 .269E+04 . 309E+1 1 132.2 .329E-01 -.481E+03 .158E+07 -.607E+05 -.644E-02 . 255E+04 .309E+1 1 133.8 . .225E-01 -.337E+03 .148E+07 -.614E+05 -.635E-02 : . 240E+04 . 309E+1 1 135.5 .122E-01 - . 187E+03 .138E+07 -.618E+05 -.628E-02 .225E+04 . 309E+1 1 137.1 .198E-02 -.311E+02 .128E+07 -.620E+05 -.621E-02 .210E+04 . 309E+1 1 138.7 -.810E-02 .130E+03 .118E+07 -.619E+05 -.614E-02 . 196E+04, . 309E+1 1 140.4 -.181E-01 .298E+03 .108E+07 -.616E+05 -.610E-02, : . 165E+04; .7 65E+1 142.0 -.280E-01 .979E+06 -.610E+05 -.608E-02 . 150E+04 . 765E+1 Page 7 I I I I I I I I I I I i i I I I I I i CB Abut IL 1 .471E+03 143.6 -.379E-01 .881E+06 1 .652E+03 145.2 -.478E-01 .785E+06 1 .839E+03 146.9 -.576E-01 .691E+06 1 .103E+04 148.5 -.675E-01 ,.601E+06 1 .123E+04 150.1 -.773E-01 .513E+06 1 .144E+04 151.8 -.871E-01 .429E+06 1 .166E+04 153.4 -.968E-01 .350E+06 1 .188E+04 155.0 -.107E+00 .275E+06 1 .211E+04 156.7 -.116E+00 .206E+06 1 .234E+04 158.3 -.126E+00 .144E+06 1 .258E+04 159.9 -.136E+00 .881E+05 1 .283E+04 161.6 -.146E+00 .399E+05 1 .309E+04 163.2 -.155E+00 .OOOE+OO 1 .335E+04 •. 600E+05 •.588E+05 •.573E+05 •.554E+05 •.533E+05 .507E+05 .479E+05 .44 6E+05 .410E+05 .370E+05 .325E+05 .277E+05 .224E+05 -. 606E-02 •. 604E-02 •. 603E-02 •. 601E-02 •. 600E-02; •.599E-02 •.598E-02 •.598E-02- .597E-02 .597E-02 .596E-02; .596E-02 .596E-02 .135E+04 .121E+04 .107E+04 . 934E+03 . 803E+03 ,677E+03 . 558E+03 .446E+03 . 343E+03 ,249E+03 165E+03 932E+02 333E+02 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = 5 IN-LBS E-05 LBS OUTPUT SUMM7\RY PILE-HEAD DEFLECTION COMPUTED SLOPE AT PILE HEAD MAXIMUM BENDING MOMENT MAXIMUM SHEAR FORCE NO. OF ITERATIONS NO. OF ZERO DEFLECTION POINTS .765E+1 .7 65E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .773E-0 THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .271 .152E+01 IN -.143E-01 .291E+07 LBS-IN -.620E+05 LBS 31 1 Page 8 CB Abut IL 0^ SUMMARY TABLE ************************* I I I I I I I I I I I I I BOUNDARY MAX. CONDITION SHEAR BCl LBS .3300E+05 6202E+05 BOUNDARY CONDITION BC2 . OOOOE+OO AXIAL LOAD LBS 12 00E+0 6 PILE HEAD DEFLECTION IN .1522E+01 MAX. MOMENT IN-LBS .2908E+07 Page 9 I I I I I I I I I I I I I I I I I I I CB Abut IT 010 Licensed to: James Frost Simon Wong Engineering PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC, ALL RIGHTS RESERVED Carlsbad Blvd. Abutment 1 UNITS--ENGLISH UNITS INPUT INFORMATION ********************************* THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES PILE LENGTH 4 POINTS X 143.40 IN ODULUS OF LASTICITY LBS/IN**2 382E+07 IN .00 DIAMETER , IN 24.000 MOMENT OF INERTIA IN** 4 . 809E+04 AREA IN**2 576E+03 M E Page 1 I I CB Abut IT Pll I I I I I I I I I I I I I I I 119.40 24.000 .809E+04 .576E+03 382E+07 1 119.40 60.000 .200E+05 .360E+04 I 382E+07 143.40 60.000 .200E+05 .360E+04 382E+07 SOILS INFORMATION X AT THE GROUND SURFACE = 4 7.40 IN SLOPE ANGLE AT THE GROUND SURFACE = .00 DEG. 1 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 47.40 IN X AT THE BOTTOM OF THE LAYER = 360.00 IN MODULUS OF SUBGRADE REACTION = .225E+03 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 2 POINTS X,IN WEIGHT,LBS/IN**3 47.40 .13E+03 360.00 .13E+03 , DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS ' X,IN C,LBS/IN**2 PHI,DEGREES E5 47.40 .OOOE+OO .380E+02 360.00 .OOOE+OO .,380E+02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER Page 2 CB Abut IT pl2^ BOUNDARY-CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .820E+05 LBS MOMENT AT THE PILE HEAD = -.2 94E+07 IN-LB AXIAL LOAD AT THE PILE HEAD = .120E+06 LBS SHEAR RESISTANCE CURVE AT THE PILE TIP DISPLACEMENT IN SHEAR RESISTANCE LBS .lOOE+00 .lOOE+05 .500E+00 .lOOE+06 .lOOE+01 .lOOE+06 FINITE-DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE lOOE-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION , .lOE+03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 0 INC = 1 OUTPUT IN FORM,A T .1 0 N ********************************* ***************************************,********** * COMPUTE LOAD-DISTRIBUTION AND LOAD-DEFLECTION * * CURVES FOR LATERAL LOADING * ************************************************* LOADING NUMBER 1 BOUNDARY CONDITION CODE I Page 3 I I I I I I I I I I I I I CB Abut IT Ol3 LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD , 820E+05 LBS ,294E+07 IN-LB 120E+06 LBS X DEFLECTION MOMENT SOIL Y REACTION IN IN *2 LBS/IN ***** ********* * ********* .0 .154E+01 1 .OOOE+OO 1.4 .152E+01 1 .OOOE+OO 2.9 .150E+01 1 .OOOE+OO • 4.3 .148E+01 1 .OOOE+OO 5.7 .147E+01 1 .OOOE+OO 7.2 .145E+01 1 .OOOE+OO 8.6 .143E+01 1 .OOOE+OO 10.0 .141E+01 1 .OOOE+OO 11.5 .139E+01 1 .OOOE+OO 12.9 .137E+01 1 .OOOE+OO 14.3 .135E+01 1 .OOOE+OO 15.8 .133E+01 1 .OOOE+OO 17.2 .131E+01 1 .OOOE+OO 18.6 .129E+01 1 .OOOE+OO 20.1 .127E+01 1 .OOOE+OO 21.5 .124E+01 LBS-IN ********* -.294E+07 -.282E+07 -.270E+07 -.258E+07 -.246E+07 -.234E+07 -.222E+07 -.210E+07 -.198E+07 -.186E+07 -.174E+07 -.162E+07 -.150E+07 -.138E+07 -.126E+07 -.114E+07 SHEAR LBS SLOPE TOTAL FLEXURA STRESS RIGIDIT RAD. LBS/IN**2 LBS-IN* ********* ********* ********* ******** . 820E+05 - .820E+05 - .820E+05 - . 820E+05 - .820E+05 - .820E+05 - .820E+05 - . 820E+05 - . 820E+05 - , 820E+05 - . 820E+05 - , 820E+05 - . 820E+05 - 820E+05 - 820E+05 - 820E+05 - .130E-01 .131E-01 .132E-01 .134E-01 .135E-01 .136E-01 .137E-01 .138E-01 .139E-01 . 140E-01 .141E-01 .141E-01 . 142E-01 . 143E-01 .143E-01 . 144E-01 .457E+04 .439E+04 .422E+04 .•404E+04 .•38 6E+04 .368E+04 . 350E+04 .333E+04 . 315E+04 ;297E+04 .279E+04 .261E+04 .244E+04 . 226E+04 .309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 .3Q9E+1 .309E+1 . 309E+1 . 309E+1 .309E+1 .309E+1 .309E+1 208E+04 .309E+1 •190E+04 .309E+1 I Page 4 CB Abut IT 1 .OOOE+OO 22.9 .122E+01 -.102E+07 .820E+05 -.144E-01 .172E+04 1 .OOOE+OO 24.4 .120E+01 -.900E+06 .820E+05 -.145E-01 .154E+04 1 .OOOE+OO 25.8 .118E+01 -.780E+06 .820E+05 -.145E-01 .137E+04 1 .OOOE+OO 27.2 .116E+01 -.660E+06 .820E+05 -.146E-01 .119E+04 1 .OOOE+OO 28.7 .114E+01 -.540E+06 .820E+05 -.146E-01 .101E+04 1 .OOOE+OO 30.1 .112E+01 -.420E+06 .820E+05 -.146E-01 .832E+03 1 .OOOE+OO 31.5 .llOE+Ol -.300E+06 .820E+05 -.146E-01 .653E+03 1 .OOOE+OO 33.0 .108E+01 -.180E+06 .820E+05 -.146E-01 .475E+03 1 .OOOE+OO 34.4 .106E+01 -.598E+05 .820E+05 -.146E-01 .297E+03 1 .OOOE+OO 35.9 .104E+01 .603E+05 .820E+05 -.146E-01 .298E+03 1 .OOOE+OO 37.3 .102E+01 .180E+06 .820E+05 -.146E-01 .476E+03 1 .OOOE+OO 38.7 .994E+00 .301E+06 .820E+05 -.146E-01 .654E+03 1 .OOOE+OO 40.2 .973E+00 .421E+06 .820E+05 -.146E-01 .833E+03 1 .OOOE+OO 41.6 .952E+00 .541E+06 .820E+05 -.146E-0i .lOlE+04 1 .OOOE+OO 43.0 .931E+00 .661E+06 .820E+05 -.146E-01 .119E+04 1 .OOOE+OO 44.5 .910E+00 .781E+06 .820E+05 -.145E-01 .137E+04 1 .OOOE+OO 45.9 .890E+00 .901E+06 .820E+05 -.145E-01 .155E+04 1 .OOOE+OO 47.3 .869E+00 .102E+07 .820E+05 -.144E-01 .172E+04 1 .OOOE+OO 48.8 .848E+00 .114E+07 .818E+05 -.144E-01 .190E+04 1' -.259E+03 50.2 .828E+00 .126E+07 .813E+05 -.143E-01 .208E+04 1 -.520E+03 51.6 .807E+00 .138E+07 .803E+05 -.143E-01 .225E+04 1 -.767E+03 53.1 .787E+00 .150E+07 .791E+05 -.142E-01 .243E+04 1 -.lOOE+04 54.5 .766E+00 .161E+07 .775E+05 -.14lE-01 .260E+04 1 -.122E+04 55.9 .746E+00 .172E+07 .756E+05 -.141E-01 ,.277E+04 .309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 . 309E+1 Page 5 I I CB Abut IT Ql6 1 -.143E+04 57.4 .726E+00 1 -.163E+04 58.8 .706E+00 1 -.181E+04 60.2 .686E+00 1 -.198E+04 61.7 .667E+00 1 -.214E+04 63.1 .647E+00 1 -.228E+04 64.5 .628E+00 1 -.242E+04 66.0 .608E+00 1 -.254E+04 67.4 .589E+00 1 -.265E+04 68.8 .570E+00 1 -.275E+04 70.3 .551E+00 1 -.284E+04 71.7 .533E+00 1 -.291E+04 73.1 .514E+00 1 -.298E+04 74.6 .496E+00 1 -.303E+04 76.0 .478E+00 1 -.308E+04 77.4 .460E+00 1 -.311E+04 78.9 .443E+00 1 -.•313E+04 80.3 .425E+00 1 -.315E+04 81.7 .408E+00 1 -.315E+04 83.2 .391E+00 1 -.315E+04 84.6 .374E+00 1 -.313E+04 86.0 .357E+00 1 -.311E+04 87.5 .341E+00 1 -.307E+04 88.9 .324E+00 1 -.303E+04 90.3 .308E+00 .183E+07 .194E+07 .204E+07 .214E+07 .223E+07 .232E+07 .241E+07 .248E+07 .256E+07 .262E+07 .269E+07 .274E+07 .279E+07 .284E+07 .287E+07 .290E+07 .293E+07 ,294E+07 .296E+07 .296E+07 .296E+07 • .295E+07 • .294E+07 - .291E+07 - .734E+05 .709E+05 .682E+05 .652E+05 .621E+05 .587E+05 .551E+05 . 514E+05 .475E+05 - .435E+05 - .394E+05 - .352E+05 - .309E+05 - .2 65E+05 - .221E+05 - .17 6E+05 - .131E+05 - .856E+04 - ,405E+04 - ,451E+03 - ,492E+04 - 935E+04 - 137E+05 - 180E+05 - -.140E-01 -.139E-01 -.138E-01 -.137E-01 -.136E-01 -.135E-01' -.134E-01 -.133E-01 -.131E-01 -.130E-01 -.129E-01 -.128E-01 -.127E-01 -.125E-01 -.124E-01 -.123E-01 -.121E-01 .120E-01 .118E-01 . 117E-01 .116E-01 .114E-01 .113E-01 • .112E-01 .293E+04 .308E+04 .324E+04 .338E+04 .352E+04 .365E+04 .378E+04 .389E+04 .400E+04 . 410E+04 . 419E+04 .428E+04 .435E+04 . 442E+04 .447E+04 . 452E+04 .455E+04 .458E+04 . 459E+04 . 460E+04 , 460E+04 459E+04 456E+04 453E+04 .309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 . 309E+1 .309E+1 . 309E+1 . 309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 .309E+1 .309E+1 .309E+1 . 309E+1 . 309E+1• . 309E+1 Page 6 CB Abut IT 1 -.2 98E+04 91.8 .292E+00 1 -.292E+04 93.2 .277E+00 1 -.285E+04 94.6 .261E+00 1 -.278E+04 96.1 .246E+00 1 -.269E+04 97.5 .231E+00 1 -.260E+04 98.9 .216E+00 1 -.250E+04 100.4 .201E+00 1 -.239E+04 101.8 .186E+00 1 -.228E+04 103.2 .172E+00 1 -.216E+04 104.7 .158E+00 1 -.203E+04 106.1 .143E+00 1 -.189E+04 107.6 .129E+00 1 -.175E+04 109.0 .116E+00 1 -.160E+04 110.4 .102E+00 1 -.144E+04 111.9 .883E-01 1 -.128E+04 113.3 .749E-01 1 -.lllE+04 114.7 .616E-01 1 - . 933E+03 116.2 .484E-01 1 -.749E+03 .117.6 .354E-01 1 -.558E+03 119.0 .224E-01 1 -.361E+03 120.5 .954E-02 1 -.157E+03 121.-9 -.329E-02 1 .553E+02 123.3 -.161E-01 1 .275E+03 124.8 -.289E-01 .289E+07 - .285E+07 - .282E+07 - .277E+07 - .272E+07 - .267E+07 - .260E+07 - .254E+07 - .247E+07 - .239E+07 - .231E+07 - .223E+07 - .214E+07 - .205E+07 - .196E+07 - .187E+07 - .177E+07 - .167E+07 - , 157E+07 - .147E+07 - 136E+07 - 126E+07 -, 115E+07 -, 105E+07 -, .223E+05 .264E+05 . 304E+05 .344E+05 . 382E+05 . 418E+05 .453E+05 .487E+05 - .519E+05 - .549E+05 - .577E+05 - . 603E+05 - .627E+05 - . 649E+05 - .668E+05 - . 685E+05 - , 700E+05 - .712E+05 - 722E+05 - 728E+05 - 732E+05 - 733E+05 - 730E+05 - 725E+05 - -.llOE-01 -.109E-01 -.108E-01 -.106E-01 -.105E-01 -.104E-01 -.103E-01 -.lOlE-01 -.lOOE-01 -.991E-02 -.980E-02 -.970E-02. -.960E-02• -.950E-02 -.940E-02 -.932E-02 -.923E-02 -.915E-02 .908E-02 .901E-02' .896E-02 . 894E-02 .891E-02 .889E-02 .449E+04 .309E+1 .444E+04 .309E+1 . 439E+04 . 309E+1 . 432E+04 .309E+1 .425E+04 .309E+1 . 416E+04 .309E+1 .407E+04 . 309E+1 .398E+04 .30,9E+1 .387E+04 .309E+1 .376E+04 .309E+1 .364E+04 .309E+1 . 352E+04 .309E+1 . 339E+04 .309E+1 .326E+04 .309E+1 .312E+04 .309E+1 .298E+04 .309E+1 .283E+04 .309E+1 .268E+04 .309E+1 .253E+04 . 309E+1 .238E+04 . 309E+1 .208E+04 . 765E+1 .192E+04 .765E+1 .'177E+04 .765E+1 .161E+04• . 765E+1 Page 7 I I CB Abut IT on 1 .502E+03 126.2 -.416E-01 1 .737E+03 127.6 -.543E-01 1 .980E+03 129.1 -.670E-01 1 .123E+04 130.5 -.797E-01 1 .149E+04 131.9 -.923E-01 1 .176E+04 133.4 -.105E+00 1 .203E+04 134.8 -.118E+00 1 .231E+04 136.2 -.130E+00 1 .260E+04 137.7 -.143E+00 1 .290E+04 139.1 -.155E+00 1 .321E+04 140.5 -.168E+00 1 .352E+04 142.0 -.181E+00 1 .384E+04 143.4 -.193E+00 1 .417E+04 .950E+06 - .850E+06 - .751E+06 - .655E+06 - .563E+06 - .474E+06 - .389E+06 - .308E+06 - .233E+06 - 165E+06 - 102E+06 - 472E+05 - OOOE+OO - .716E+05 .703E+05 .688E+05 .668E+05 .645E+05 .618E+05 .587E+05 .551E+05 .512E+05 .468E+05 .420E+05 .367E+05 .310E+05 .887E-02 .886E-02' .884E-02 .883E-02 . 882E-02 .881E-02 , 880E-02 . 879E-02 . 879E-02 878E-02 878E-02 878E-02 878E-02 .146E+04 .131E+04 .116E+04 . 102E+04 .877E+03 . 744E+03 .616E+03 . 496E+03 .384E+03 .280E+03 . 187E+03 . 104E+03 .333E+02 .7 65E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 .765E+1 . 765E+1 .765E+1 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT 4 IN-LBS E-04 LBS .508E-0 THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = -.161 OUTPUT SUMMARY PILE-HEAD DEFLECTION COMPUTED SLOPE AT PILE HEAD MAXIMUM BENDING MOMENT MAXIMUM SHEAR FORCE NO. OF ITERATIONS NO. OF ZERO DEFLECTION POINTS = .154E+01 IN -.130E-01 .296E+07 LBS-IN .820E+05 LBS 31 • 1 • Page 8 CB Abut IT PI8 SUMMARY TABLE ************************* BOUNDARY MAX. CONDITION SHEAR BCl LBS . 8200E+05 S200E+05 BOUNDARY CONDITION BC2 • .2940E+07 AXIAL LOAD LBS 1200E+06 PILE HEAD DEFLECTION IN .1541E+01 MAX. MOMENT IN-LBS .2960E+07 Page 9