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HomeMy WebLinkAbout3466; OLIVENHAIN RD WIDENING & REALIGNMENT; DESIGN CALCULATIONS; 1995-12-01SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS DESIGN CALCULATIONS FOR THE WIDENING OF OLIVENHAIN ROAD for the TITlE CITY OF CARLSBAD December 1995 9968 Hibert Street, Suite 202 • San Diego, CA 92131 • (619) 566-3113 9 FAX (619) 566-6844 JOB NAME: JOB NUMBER: CLIENT: CONSULTANT: DATE: Olivenhain Road Widening 500-019 CITY OF CARLSBAD SiMON WONG ENGINEERING 9968 Hibert Street, Suite 202 San Diego, CA 92131 DECEMBER 1995 The design calculation contained herein have been prepared by the following Registered Civil Engineer Project: __________ Page SIMON WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS Proj. #: cD-00 -019 Designed: 5jC...- S Date: 9968 Hibert Street, Suite 202 (619) 566-3113 Checked : San Diego, CA 92131 FAX (619) 566-6844 Revised: CJ WVN6S r = aric. 7 R-. - =.l(37,7c-1b77I -1-7059 1 7O it . Project: Designed: Checked: //\//\\sIMoN WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS / 9968 Hibert Street, Suite 202 (619) 566-3113 San-Diego, CA 92131 FAX (619) 566-6844 Page Pr0j.#:500-01 Date: Revised: AS(N). ThE ATDC,\b 1RPLAJIi( TRiU7-1 I\A T0 ALtrrneT 1 I' •I, 3 7b2.3 Lo\Jc gi >t - s Lik. M f4 A - ZS3 -. o,-\..UeTH,. Ijt E&u\)AL&r wn- ® APuTM&J1Z 3ZF/lZ > - ..... L o QkL SpAti 'fl' iL TV1T eoP_r 77f& B8)T' I oJ HHHI41j Ml Z i*HH :1:1LI::11HH 10)2 Lk --- 4. ....0..... r .. '- [2 . Project: OL\JEJ -\-AJ Page SIMON WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed: Date: 9968 Hibert Street, Suite 202 (619) 566-3113 Checked: San Diego, CA 92131 FAX (619) 566-6844 Revised: CF •p1 :c._ l it (-7") 39-L.451~4 531i I /9 1?? 7 ¶ 7 f .1 . EQ\AN pir Lk) k1R1 !i&rtc \ -, - - no - . SMI Ow sw mm - C SID - ALL STATIONS AND OFFSETS ARE FROM CENTERLINE OF EL CAMINO REAL. YOUR BRIDGE GEOMETRY CHECKS OUT PERFECTLY (ARE YOU A WANNABE DRAFTER OR WHAT?) - LET US HOPE AND PRAY THIS GEOMETRY IS ACCURATE. PLEASE CONFIRM THESE POINTS MATHEMATICALLY AND LET ME KNOW HOW CLOSE WE ARE. IF YOU NEED OTHER POINTS TO BE LOCATED, LET ME KNOW. TY (GErrIN SICK OF NUMBERS) •BRIUAIN 81 STA 80+94.13 00.00 RT N 329,257.15 '.... E 6O 15716 STA 804-60.35 00.00 RI N 329,232.38 E 690156,43 STA 80+46.46 70.26 RI N 329,207.45 E 690,225.99 STA 80+44.54 68.64 RI N 329,205.58 E 690,224.32 STA 80+39.74 77$7 RI N 329.200,52 E 690,233.20 STA 80+37.79 78.06 RT N 329,198.62 E 690,231.54 STA 81+18.90 00.00 RI IN 329,281.92 / E 690,157.87 STA 81+16.02 EL CAM RL 4 STA 0+49.57 OIJV RD N 32,279.04 E 690,157.79 ) 1+00 _ 17/ I - L / : STA 80+58.44 90.00 RT N 329,216.56 E 690,246.08 STA 80+54.70 54.00 RT --~T N 329216.16 2o9.9 ,,, /f STA 80+52,08 54.00 RT N 329,213.54 E 690,20991 STA 80±99.01 67.55 RI N 329,260.06 E 690,224.81 STA 50+96.62 66.62 81 N 329,257.69. E 590,224,01 STA 80+75.66 60.41 RI N 329,236.93 E 590,217.00 - - 2+00 STA 80-1-59.57 101.43 RT NI 329,219.77 / E 690,257.54 STA 80±58.99 118.25 RT N 329,216.58 E 690,274.33 STA 80+58.84 121.37 RI / N 329,218.34 / E 690,277.44 N STA 80+48.52 127-34 RT \ \ N 329,207.85 \ 690,283.11 STA 80+48.67 124.46 RT - \ \ N 329,208.09 - \ \E 690280.23 STA 60+Z5-6-3-':a8 R \ N 32920983 E 690,253.76 STA 80+6619&2' RT- \ N 329,212.54 E 690,254.23 STA 81+03.15 54.00 RI N 329,264.60 E 690,211.39 STA 81+00.54 54.00 RI N 329,261.05 E 690,211.32 STA 80+77.62 54.00 RI N 329,239.07 E 690,210.65 = 75' N - ,- - -: - - - a, -' - :, - -, - - - rai Project: Page \//\,p\SIMON WONG ENGINEERING, INC. I STRUCTURAL & BRIDGE ENGINEERS Designed: Date: [Checked 9968 Hibert Street, Suite 202 (619) 566-3113 I San Diego, CA 92131 FAX (619) 566-6844 ( Revised: /j7f/\ l 2ki) /DZ 7 -1 L - -- ----•--- - . - -t - — —H------------------------ -! - - - I -i 61 .1 J. I .; I) -.............4 :•- 'I 1'I. tTJILz TIz1:2 IiT I1±T I 1V ......1_J II H I I HI I J. • 1LIIIJ : H - J I H HLLliLJ J -HrHr IL P H I I L 1 Project: tJ!AirJ Page SIMON WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS Proj. #: 1500-0191 Designed: Date: 9968 Hibert Street, Suite 202 (619) 566-3113 Checked: San Diego, CA 92131 FAX (619) 566-6844 Revised: DES iJ F- 54P,5 t/\J rJr 5JQb PAIJI'-j F A fZ NlM oJe (r) A&x(-~AGK 1 6 P) L i oç7Io h' I I I I I I Ii HI I 1 d 1 Project: Page SIMON WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS Proj. # : - o i Designed: Date: 9968 Hibert Street, Suite 202 (619) 566-3113 Checked: San Diego, CA 92131 FAX (619) 566-6844 Revised: Project: ________ Page SIMON WONG ENGINEERING, INC. STRUCTURAL & BRIDGE ENGINEERS Proj. # : Designed: Date: 9968 Hibert Street, Suite 202 (619) 566-3113 Checked: San Diego, CA 92131 FAX (619) 566-6844 Revised: •O -/-tj 7Th - I •- ? ç 1 =(58 • ~ (20 -I I • -. -i -t•-1 - -t-••-, - I [ ••, i •---• l___• •-•---. --I •_•_j • I I • S I I 0 I - 5. - - - - - - M OM an ,- - - - - - - M''= - * IAI-BDS * * Bridge Design System * * • * * By: Imbsen and 'Associates, Inc. * * VERSION 4.0.14 05-NOV-93 * Licensed to: Simon Wong Engineering ***************** P1 C LISTING OF THE SORTED INPUT FILE C CARD 1 2 3 4 5 6 7 8 NUMBER 12345678901234567890123456789012345678901234567890123456789012345678901234567890 1 Olivenha 1 1 2 H 250 3600 150 45 100 2 Olivenha 223 H 250 3600 150 4S 100 3 Olivenha 342 100 3250 150 45 100 4 Olivenha 1 0 280 1211449 200 5 Olivenha 1250 520 1211449 200 6 Olivenha 2 0 520 1211449 200 7 Olivenha 2250 923 1211449 200 8 Olivenha 3 0 +21 62 62 201 9 Olivenha 3 0 +21 62 62 201 10 Olivenha 3 0 +21 62 62 201 11 Olivenha 3 0 +21 62 62 201 12 Olivenha 3 0 +21 62 62 201 13 Olivenha 3 0 +21 62 62 201 14 Olivenha 3 0 +21 62 62 201 15 Olivenha 3 0 +21 62 62 201 16 Olivenha 11 3500R 250 4SLoad Data 300 17 Olivenha 12 150OR 250 4SLoad Data 300 18 Olivenha 12 3500U - 4SLoad Data 300 19 Olivenha 1 2330 4330 10 No comments 400 20 Olivenha 2 43307690 10 No comments 400 21 Olivenha 1 2330 4330 10 No comments 500 22 Olivenha 2 4330 7690 10 No comments 500 1 2 3 4 5 6 7 8 123456789012 34567890123456789012345678901234567890123456789012345678901234567890 - - - - - - - - - - - - - - - - - IAI-BDS - Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:4.9:54 Page 1 FRAME DESCRIPTION END SUPPORT CARRY OVER MEM JT. COND OR DEAD LOAD K FACTORS RECACL NO LT RT LT RT DIR SPAN I HINGE E UNI SEC LT I----------I RT LT RT MEM I----! I----------I I---! 1 I---! I---! I---! 1 2 H I-----! 25.0 1------! I-----! 0.00 0.0 3600. I------II--------I 0.000 .150 0.00 0.00 0.00 0.00 2 2 3 H 25.0 0.00 0.0 3600. 0.000 .150 0.00 0.00 0.00 0.00 3 4 2 10.0 0.00 0.0 3250. 0.000 .150 0.00 0.00 0.00 0.00 MM - - - - - .- - - - - - - - - - - C-11 C' IAI-BDS ".. Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 2 SECTION PROPERTIES - INPUT MEM RE NO LOC: CALL I Y W D TOP HOT NO N T N FACT T N FACT L EX IN L EX IN B STORE +1- CODE V/D H 1 Y AREA Ill E E-STORE STORE 1 0.0 0.0 0.0 28.0'1.2114.49 0.00 0 0.0 0.0.000 0. 0.00 0.0 0. 0. 0.0 0. 0.3600. ** SOME OF THE ABOVE DATA HAS BEEN ASSUMED. ** 1 25.0 0.0 0.0 52.0 1.21 14.49 0.00 0 0.0 0.0.000 0. 0.00 0.0 0. 0. 0.0 0. 0.3600. ** SOME OF THE ABOVE DATA HAS BEEN ASSUMED. ** - SECTION PROPERTIES - OUTPUT MEN NO LOC. DEPTH I-BAR Y-BAR AREA Ill IYY E 1 0.0 1.21 14.00 0.60. 33.92 4.17 2230.31 3600.00 1 25.0 1.21 26.00 0.60 62.90 7.69 14223.00 3600.00 MEMBER 1 PROPERTIES LENGTH: 25.0 MIN E*I: 0.150E+05 STIFF: 4.743 LT 6.433 RT C.O.: 0.578 LT 0.426 RT SECTION PROPERTIES - INPUT MEN RE NO LOC. CALL I Y N D TOP HOT NO N T N FACT T N FACT L EX IN L EX IN E STORE 4/- CODE V/D H I Y AREA iZZ B B-STORE STORE 2 0,0 0.0 0.0 52.0 1.21 14.49 0.00 0 0.0 0. 0.0000. 0.00 0.0 0. 0. 0.0 0. 0.3600. ** SOME OF THE ABOVE DATA HAS BEEN ASSUMED. ** 2 25.0 0.0 0.0 92.3 1.21 14.49 0.00 0 0.0 0.0.000 0. 0.00 0.0 0. 0. 0.0 0. 0.3600. ** SOME OF THE ABOVE DATA HAS BEEN ASSUMED. ** SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH I-BAR Y-BAR AREA Ill IYY 8 - - .- - - - - - - - - - - - - - - - - C . C 2 0.0 1.21 26.00 0.60 62.90 7.69 14223.00 3600.00 2 25.0 1.21 46.15 0.61 111.56 13.60 79359.54 3600.00 MEMBER 2 PROPERTIES LENGTH: 25.0 MIN EI: 0.277E+05 STIFF: 4.682 LT 6.220 RT CO.: 0.573 LT 0.431 RT SECTION PROPERTIES - INPUT - MEM RE - NO LOC. CALL 1 Y V D TOP BOT NO W T N FACT T N FACT L EX IN L EX IN E STORE +1- CODE V/D H Z Y AREA Ill E B-STORE STORE 3 0.0 + 21 0.62 0.62 0.00 0.00 0.00 0.00 3250.0O 0 3 0.0 + 21 0.62 0.62. 0.00 0.00 0.00 0.00 3250.00 0 3 0.0 + i.21 0.62 0.62 0.00 0.00 0.00 0.00 3250.00 0 3 0.0 4 21 0.62 0.62 0.00 0.00 0.00 0.00 3250.00 0 3 0.0 4 21 0.62 0.62. 0.00 0.00 0.00 0.00 3250.00 0 3 0.0 4 21 0.62 0.62: 0.00 0.00 0.00 0.00. 3250.00 0 3 0.0 + 21 0.62 0.62 0.0.0, 0.00 0.00 0.00 3250.00 0 3 0.0 + 21 0.62 0.62 0.00 0.00 0.00 0.00 3250.00 0 mm — — .— mango — mm — — — — - — — — nF.0 IAI-EDS ' Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 3 SECTION PROPERTIES - INPUT MEM RE NO LOC. CALL 1 Y W D TOP BOT NO N T N FACT T N FACT L EX IN L EX IN B STORE +1- CODE V/D H I Y AREA 111 B B-STORE STORE SECTION PROPERTIES -OUTPUT MEN NO LOC. DEPTH 1-BAR Y-BAR AREA Ill IYY E 3 0.0 0.00 0.00 0.06 -0.93 0.93 3250.00 MEMBER 3 PROPERTIES S LENGTHS 10.0 MIN E*I: 0.3028+04 STIFF: -4.000 LT 4.000 RT CO.: 0.500 LT 0.500 RT -. ,•S.-- -'._:_ - .•- -- -- -, '- - - - - - - - - - - - - - - - - - --- n IAI-EDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 4 FRAME PROPERTIES END SUPPORT CARRY OVER DISTRIBUTION MEM JT COND OR FACTORS FACTORS NO LT RT LT RT DIR SPAN MIN E*I HINGE E I LT RT I LT RT -------------I I---! 1 1------! I-----! 1 2 I --- ! I H ----- 25.0 ! I ------- / 0.1499E+05 I ------- I 0.0 I ------- 3600. 0.578 0.426 0.000 0.377 2 2 3 H 25.0 0.27678+05 0.0 3600. 0.573 0.431 0.506 0.000 3 4 2 10.0 0.30178+04 0.0 3250. 0.500 0.500 0.000 0.118 IF MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER ***** IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION ***** - - - - - - - - - - - - - - - - a IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering - Run time: 29-MAR-95 09:49:54 Page 5 C FIXED END MOMENTS TRIAL 0 MEM FIXED END MOMENTS MEM FIXED END MOMENTS MEM FIXED END MOMENTS NO LT RT NO LT RT NO LT RT 1 -310. -447. 2 -567. -796. 3 0. 0. - - - - - - - - fl IAI BDS '- Version 4.0.14 Licensed to. Simon Wong Engineering Run time. 29-MAR-95 09:49:54 Page 6 SIDESWAY DIAGNOSTICS 0 - - - - - - - - - ---- _I ( ) - - - - - - _) IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29MAR-95 09:49:54 Page 7 SIDESMAY NOT CONSIDERED. FRAME CANNOT SWAY. HORIZONTAL MEMBER MOMENTS TRIAL 0 MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -291. -123. 11. 107. 163. 176. 144. 64. -67. -251. -492. 2 -506. -198. 47. 223. 327. 354. 299. 157. -75. -403. -831. HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 293. 114. -9. -86. -122. -125. -96. -41. 40. 144. 269. 2 277. 100. -22. -99. -137. -140. -112. -56. 26. 130. 251. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIBER 1 -294. -114. 9. 86. 123. 125. 97. 41. -40. -144.. -269. 2 -277. -100. 22. 99. 137. 140. 112. 56. -25. -130. -257. VERTICAL MEMBER MOMENTS TRIAL 0 3 7. 5. 3. 1. -1. -4. -6. -8. -10. -12. -14. HORIZONTAL MEMBER SHEARS TRIAL 0 . . 1 .--7--) 60.4 46.1 30.6 14.1 -3.5 -22.2 -42.0 -62.9 -84.8 9 . . 2 110.9 84.5 56.4 26.4 -5.4 -39.0 -74.5 -111.7 -150.8 VERTICAL MEMBER SHEARS TRIAL 0 3 -2.1 -2.1 -2.1 -2.1 :2.1 2.1 2.1 2.1 2.1 -2.1 2.1 . VERTICAL MEMBER REACTIONS TRIAL 0 MEN LT RT MEMBER NO REACTION REACTION WEIGHT 3 . 14.5 - .. - - - - - - - - - - - - - - - - - - - IAI-BDS '- Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 8 TRIAL 0 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END PT, END SPAN LT. END PT. END SPAN LT. END PT. END 1 0.000000 0.000081 2 0.000081 0.000000 3 0.000000 0.000081 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 B: 3600. 0.000 0.001 0.002 0.001 0.000 MEMBER 2 B: 3600. 0.000 0.002 0.003 0.001 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. MEMBER 3 E: 3250. 0.000 0.000 0.000 0.000 0.000 - - - - - - - - - - - - - - - __Th- - IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 9 / LOAD DATA TRIAL 1 LOAD LINE MEW N OR P CODE A B 1 3.500 R 0.0 25.0 2 1.500 R 0.0 25.0 2 3.500 U 0.0 0.0 ASSUMED DATA 25.0 FIXED END MOMENTS LEFT RIGHT DEFLT COMMENTS 0. 0. 4 Load Data 0. 0. 4 Load Data 0. 0. 4 Load Data FIXED END MOMENTS TRIAL 1 MEW FIXED END MOMENTS MEN FIXED END MOMENTS MEN FIXED END MOMENTS NO LT RT NO. LT RT NO LT RT 1 -62. -120. 2 -189. -254. 3 0. 0. - - - - - - - - - - - - - - - IAI-EDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 10 SIDESNAY NOT CONSIDERED. FRAME CANNOT SWAY. HORIZONTAL MEMBER MOMENTS TRIAL 1 MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -51. -25. 0. 20. 33. 38. 32. A. -22. -74. -146. 2 -154. -52. 27. 82. 113. 118. 97. 47. -30. -137. -274. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 1 51. 23. . 0. -16. -25. -27. -21. -8. 13. 42. 80. 2 84. 26. -13. -37. -47. -36. -17. 10. 44. ., 85. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIBER 1 -52. -23. 0. .16. 25. 27. 21. 8.. -13. -42. -80. .2 -84. -26. 13. 37. 47. 47. 36. 17. -10. -44. -85. VERTICAL MEMBER MOMENTS TRIAL 1 . .- 3 4. 3. 2. 0. 4. 2. -3. 4. 6. 7. 8. HORIZONTAL MEMBER SHEARS TRIAL 1 ., - 1 0.8 10.4 9.0 6.9 3.8 -0.1 -5.0 -10.6 -17.2 -24.6 2 45. 36.3 27.0 17.3 7.2 -3.2 -14.0 -25.2 -36.8 -48.7 D-~,--O VERTICAL MEMBER SHEARS TRIAL 1 3 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 : -1.2 -1.2 -1.2 -1.2 VERTICAL MEMBER REACTIONS TRIAL 1 MEN LT RT MEMBER NO REACTION REACTION WEIGHT . .- 3 78.2 . - - - - - —. - - - - - - - - - - - - IAI-BDS 7Version 4.0.14 Licensed to: Simon Wong Engineering / Run time: 29-MAR-95 09:49:54 Page 11 TRIAL 1 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN. LT. END RT. END SPAN LT. END RT. END 1 0.000000 0.000046 2 0.000046 0.000000 3 0.000000 0.000046 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 B: 3600. 0.000 0.000 0.000 0.000 0.000 MEMBER 2 E: 3600. 0.000 '0.001 0.001 0.000 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. MEMBER 3 E: 3250. 0.000 0.000 0.000 0.000 0.000 IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:54 Page 12 LIVE LOAD DIAGNOSTICS SUPERSTRUCTURE LIVE LOAD No comments NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- MEM SUPERSTRUCTURE SUBSTRUCTURE UNIT STEEL M S SCALE ENCE NO. LT.END RT.BND LT.BND RT,END POSITIVE NEGATIVE ENV. LINES GEN ---------------------------------------------------------------------------------------------------- 1 2.330 4.330 1.0 1.0 0. 0. 0 0 NO NO 2 4.330 7.690 1.0 1.0 0. 0. 0 LIVE ------------- TRUCK -------------- --------- LANE NO. LIVE 0 LOAD - P1 Dl P2 D2 P3 UNIFORM MOM. SHEAR LL LOAD NO. RIDER RIDER IMPACT LNS. SIDESWAY 0 1 80 140 320 140 320 0640 180 260 YES 0.00 NO COMMENTS: HS20-44 AASHTO LOADING WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM MEM IMPACT NO: 1 30. 2 30. . 0 : OL- LS- LOT- t- 8- 0E- 9S- 8- LIt- 091- L9E- 9O - t- OZt- 56 - L9- 9E 0 L- 9 - 'L6S- t dOl ORN XVW TI sasss aww qVINOMOH t0 'LSZ LOT 11 0 L11 091 L9E 90 6t1 S6 L9 9 0 L E9 S6S I MIJ W01109 EN XYW TI SaSSS E99WHW HAMM 8'6- I- S- VOL (9 (9 (9 £9 £9 UZI S'( HERS (St- 96L -'LIE - 0- 0 - LL- Et- 061- L- StE- S9- 6SE- 86- YE- YE - YE- YE- YE- YE- L09 V LE VP HERS tL9- 6SE- 9E- 681- I- S6- '8 - 1- S- E8 - 16S- I ON IRM Id 6 d d C Id 9 d S' Id F Id U Id Id U lJZq WW SHS GalvioOssv ONY MUMS INWOW avoq SAMEftIIYM 1 ON TI I, El 85d cs::60 S6-VIW-61 :aUlTj Unj BuTiandua SuoM uowt :ol pasuaotrl t0 UOtS1Ag SQ-IYI - - - - - - - • - - - - - - -- - - - -- - - - - - - - - - - - '3 IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 14 LL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 -881. -406. -75. 106. 115. 82. 3. -124. -302. -611. -1163. 2 -1191. -513. -200. 33. 194. 277. 278. 117. -393. -1200. -2354. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG BOTTOM FIBER 1 887. 377. 65. -85. -87. -58. -2. 79. 182. 350. 636. .2 651. 261. 95. -15. -81. -109. -104. -42. 133. 388. 728. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG TOP FIBER 1 -891. -378. -65. 85. 87. 58. 2. -79. -182. -350. -636. 2 -651. -260. -95. 15. .81. 109. 104. 41. -133. -387. -727. - - - - - - - - - - - - - - - IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 15 LL NO. I. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEM LEFT .1 PT .2 PT .3 PT .4 PT .5-PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 141. 94. 154. 290. 418. 487. 508. 461. 321. 108. 0. SHEAR -3.5 -3.5 37.5 37.4 -54.2 22.4 -25.0 -32.2 -40.6 -97.1 0.0 2 0. 170. 527. 749. 846. 854. 761. 562. 321. 150. 206. SHEAR 0.0 45.6 36.8 28.6 21.5 -25.8 -32.4 -35.3 -38.7 6.3 6.3 HORIZONTAL MEMBER STRESSES LL MAX P05 BOTTOM FIBER 1 -142. -87. -133. -233. -315. -345. -339 -292. -193. -62. 0. - 2 0. -86. -249. -333. -354. -337. -285. -200. -109. -48. -64. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 1. 142. 87.. 133 233. 315. 345. 340. 292. 193. 62. - 0. 2 0. 86. 249. 332. 353. 337. 284. 200. 108. 48. 64. - -law, M W ow _Th - IAI-BDS 'JVersion 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 16 LL NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE HEM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 -150. -29. 165. 396. 580. 663. 652. 525. 254. -143. -492. 2 -506. -28. 573. 972. 1173. 1208. 1059. 719. 245. -254. -625. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS BOTTOM FIBER 1 151. 27. -142. -318. -437. -470. -436. -333. -153. 82. 269. 2 277. 14. -272. -432. -490. -477. -396. -256. -83. 82. 193. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS TOP FIBER 1 -152. -27. 142. 319. 438. 470. 436. 333. 153. -82. -269. 2 -277. -14. 272. 431. 490. 476. j96. 255. 83. -82. -193. - - - - - -Owl no ism owl IAI-BDS '- Version 4.0,14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 17 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS.V 162.7 152.0 135.3 114.5 91.9 74.7 59.0 37.8 22.8 9.8 0.0 MOM. -411. -165. 86. 290. 418. 487. 508. 328. 168. 38. 0. NEG. V -18.8 -18.8 -18.8 -26.0 -42.6 -71.7 -100.8 -128.9 -157.2 -195.3 -234.0 MOM. 141. 94. 47. 366. 407. 447. 405. 305. 132. 18. -320. RANGE 181.5 170.8 154.1 140.6 134.5 146.4 159.7 166.7 180.1 205.1. 234.0 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 2 LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 262.1 232.0 196.7 166.5 138.4 105.1 67.8 42.2 22.9 22.7 22.7 MOM. -346. 112. 474. 564. 739. 819. 755. 562. -473. 150. 206. NEG. V 0.0 -15.5. -38.4 -68.0 -113.9 -155.2 -202.7 -264.0 -328.6 -392.3 -450.7 MOM. 0. 345. 751. 1147. 846. 854. 761. 524. 119. -409. -971. RANGE .262.1 . 247.5 235.2 234.5 252.3 260.2 270.4 306.2 351.5 414.9: 4733 . .. - - - I_. ,- ._ IAI-BDS '5Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 18 - Lb NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 236.4 212.4 181,3 145:1 106.0 71.2 36.7 -4.1 -40.1 -75.0 -107.9 NEG. V 54.9 41.6 27.2 4.6 -28.5 -75.2 -123.0 -170.8 -220.1 -280.1 -341.9 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 397.4 342.8 281.3 222.9 164.8 99.7 28.7 -32.3 -88.8 -128.2 -169.1 MEG. V 135.4 95.3 46.1 -11.6 -87.5 -160.6 -241.7 -338.5 -440.3 -543.1 -642.4 ) , ' 5 ) IAI-BDS - Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 19 1 LL NO. 1. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ------MOMENT AXIAL ------MOMENT------ LOAD TOP BOT. LOAD TOP BOT. SUPPORT JT. 1 POSITIVE 60.7 0. 0. 0.0 0. 0. NEGATIVE -3.5 0. 0. 0.0 0. 0. MEMBER 3 POSITIVE 69.8 5. -3. 46.9 23. -12. NEGATIVE 0.0 0. 0. 40.3 -19. 9. SUPPORT JT. 3 POSITIVE 64.1 0. 0. .0.0 0. 0. NEGATIVE -6.3 0. 0. 0.0 0. 0. IAI-BDS '- Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:55 Page 20 LIVE LOAD DIAGNOSTICS LIVE LOAD GENERATOR No comments NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- MEM SUPERSTRUCTURE SUBSTRUCTURE UNIT STEEL M S SCALE ENCE NO. LT.END RT.END LT.END RT.END POSITIVE NEGATIVE ENV. LINES GEN --------------------------------------------------------------------------------------------------- 1 2.330 4.330 1.0 1.0 0. 0. 0 0 NO YES 2 4.330 7.690 1.0 1.0 0. 0. LIVE LOAD TRUCK OR TRAIN LOADING OVER RRL IMPACT COMB CARD NO P1 Dl P2. D2 P3 D3 P4 D4 P5 D5 P6 D6 LOAD CONTROL 4. 26.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 0. YES P7 D7 P8 D8 P9 D9 PlO D10 P11 Dli P12 D12 48.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - P13 D13 P14 D14 P15 D15 P16 016 P17 D17 P18 D18 0.0 0.0 0.0 0:0 0:0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P19 D19 P20 D20 P21 D21 P22 022 P23 D23 P24 D24 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P25 D25 P26 D26 P27 D27 P28 D28 P29 D29 P30 D30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 IMPACT FACTORS CALCULATED BY PROGRAM MEM IMPACT NO IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:59 Page 21 .1 NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS 1 P .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT LL NO. 4. MEN LEFT NO 1 -704. -391. -132. -1. -61. SHEAR 42.0 33.7 25.3 -4.3 -4.3 2 -1027. -517. -322. -248. -174. SHEAR 40.0 30.9 7.9 7.9 7.9 HORIZONTAL MEMBER STRESSES LL MAX MEG BOTTOM FIBER 1 709. 363. 114. 1. 46 2 561. 262. 152. 110. 73. HORIZONTAL MEMBER STRESSES LL MAX MEG TOP FIBER 1 -712. -364. -114. -1. -46. 2 -561. -262. -152. -110. -73. 9 PT RIGHT -122. -182. -242. -303. -589. -1003. -4.3 -4.3 -4.3 -4.3 -40.0 -47.9 -100. -26. -89. -465. -1076. -1811. 7.9 7,9 -20.1 -38.7 -46.4 -46.4 86. 122. 154. 182. 331. 548. 40. 10. 32. 157. 348. 560. -86. -122. -154. -182. -337. -548. -40. -10. -32. -157. -347. -559. <=) od tz- 3c 00 :2K ca m PO PO pa to C-3 t7a DO PO t=f m t:=p :X. M. CD :55 t= t:3 t7i G,3- Da t:- LQ po LQ t=j co CT) C:;- nm LO La IAI-BDS ''Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:59 Page 23 LL NO. 4. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT. NO 1 181. 120, 235. 430. 610. 730. 759. 684. 506. 212. 0. SHEAR -4.3 -4.3 57.2 49.7 42.0 33.7 -37.1 -45.1 -53.4 -63.3 0.0 2 0. 325. 763. 1076. 1261. 1281. 1132. 864. 481. 195. 269. SHEAR 0.0 60.0 49.7 40.6 32.0 -38.7 -46.4 -48.9 -58.0 7.9 7.9 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER . 1 -182. -112. -202. -345. -460. -517. -508. -433. -304. -121. 0. 2 0. -165. -362. -478. -527. -506. -424. -307. -163. -63. -83. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER . . 1 183. 112. 203. 346. 461. 518. 508. 434. 304. 121. 0. : 2 0. 165. 361. 478. 527. 505. 423. 307. 163. 63. 83. Lt- L9 - LEI E9E 'SES 'S9 E99 'LLS tE S9 LL?- 69 S09 t'v9 E8S III I Haij dol sod XYW rlrj+rlo od sasss flawsw IVNOZIOH LI 19'LET- E9E ES S9 99 LLS S9 IL? 69? U 9?- L - 09- ?9- ?8S-'TD- '?I?- z .Itt I EId wolloa sod XW '1'I+O H9 SSSS HEM IOZIOH ?9S- 80?- 90 1?OI'TUT Ml 88St 66?t 018 8?t 90S- ? ?6 - 6E 6U 8L 106 906 ELL 9ES S? E- 0It- I ON lHDIa Id 6 Id 8 d C Id 9 d S d I Id U Id ? d U JEq WaW adOqaAM9 J8WOW aVOl SAM AIISOd Sfld uyOq G8G 'ON qq ? e6d 6S:6160 S6-iW-6? :wn Utt butlandus 5UOM UOWtS :01 psuat'i t0 U0tS1 SGE-IYI ift -, No J= gm - - - - - - - - - - IAI-BDS Yversjon 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:59 Page 25 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS.. V 204.8 188.7 167.0 145.7 131.5 112.1 89.1 64.4 37.1 3.8 0.0 MOM. -413. -98. 198. 430. 610. 730. 759. 684. 506. 212. 0. NEG.V -24.2 -24.2 -24.2 -49.2 -82.1 -117.6 -155.4 -192.2 -229.0 -269.9 -313.1 MOM. 181. 120, 60. 429. 564. 620. 577. 445. 245. -29. -378. RANGE 229.0 212.9 191.2 194.9 213.6 229.6 244.5 256.6 266.1 273.7 313.1 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 2 LEFT . .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT - P05. V 336.4 305.2 273.0 244.3 211.3 170.2 124.8 76.3 30.9 29.5 29.5 MOM. . -397. 105. 516. 845. 1086. 1186. 1111. 864. 481. 195. 269. NEG. V. 0.0 -11.4 -61.8 -116.3 -172.4 -232.8 -294.3 -353.6 -428.3 -509.0 -585.6 MOM. I 0. 156. 763... 1076. 1261. 1281. 1132. 843. 395. -215. -882. RANGE 336.4 . 316.6 334.8 360.6 383.6 403.0 419.1 429.9 459.2 538.5 615.2 :. FLLL- 8'6S9- FPS- t8i- iE1- '8 - 0'91- 6'6S- LZ 'Z91- 't1- 8'08- 8'I 8'S8 891 CLEZ COO yLE IHI Id 6' Id 8' Id 1.' Id 9 Id S' Id I Id U Id ' adOqSANa HSHS GVOq HAItI Sfld QVOq GVG 0't - LSE- 916- 9'LLI- 1'11- 0'89- 981- 6't 6'LOI- 0'18- 8S- IU 6'99 9801 9S1 E'9L1 11 IHDH Id 6' Id 8' Id 1.' Id 9 Id S' Id I Id E' Id ' MUMS XVSHS aVOq aAIq Sd QVOq aa 166 ISEt A 'DJ 1'91 8'10 A 'SOd Id 1' IdE'I . 'OM TI '9E slt A I'M SILZ A 'SOd Id 1' un I xaawsw 7 'OM TI ( 9Z aB?d 65:6160 S6-YW-6Z:8mll un £uuaoutua SUOM u0ffl15 :01 pasue3t ro' — -— — — — — — — —an — — — — — — IAI-BDS 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:59 Page 27 . LL NO. 4. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT. AXIAL ------MOMENT AXIAL ------MOMENT------ LOAD TOP BOT. LOAD TOP BOT. SUPPORT JT. 1 POSITIVE 78.2 0. 0. 0.0 0. .0. NEGATIVE -4.5 0. 0. 0.0 0. 0. MEMBER 3 . POSITIVE 88.5 5. -2. 45.1 30. . -15. NEGATIVE 0.0 0. 0. 45.1 -25. 12. SUPPORT JT. 3 .. POSITIVE 82.5 0. 0 0.0 0. : : 0. NEGATIVE -8.0 0. . 0. 0.0 0. 0. _ - - - - - - I'M AT - - - - - —. -- - ) IAI-BDS '--7Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 29-MAR-95 09:49:59 Page 28 'APPROXIMATE QUANTITY' ***** CONCRETE SUPER 125 C.Y. ***** CONCRETE SUB 3 C.Y. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. a THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL, THAT. WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. - _,_ END OF JO-- 022086 INCREMENTED CLOCK TIME (SECONDS) 5. Project: Page \//\/ SIMON WONG ENGINEERING, INC. \\ STRUCTURAL & BRIDGE ENGINEERS PrOj. # :'5 go - 01°f Designed: 4?-j( Date: L/_/7_-ç 9968 Hibert Street, Suite 202 (619) 566-3113 Checked : San Diego, CA 92131 FAX (619) 566-6844 Revised: 17E;jc?- PDND p j : A 2-'I A -,5 -70 /(/JfvL Ai1 ff:rff¼J(D Project: Page SIMON WONG ENGINEERING, INC. /Z\\,/A\"/)\\STRUCTURAL BRIDGE ENGINEERS Proj. #: 15(00 f( Designed: Date: 17 -9 9968 Hibert Street, Suite 202 (619) 566-3113 Checked : San Diego, CA 92131 FAX (619) 566-6844 Revised: Mb A-1q MU rJ' ci (}?cT CJD J_1 (3 = 2' ' L/ 0" A---5o7 OLT. As = 3•IL i2Ic\)7 : - ECN) i€ RPv. LJ -> Project: Q LNE.JIItJ _ SIMON WONG ENGINEERING, INC. 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B SLAB DETAILS - 2 SPANS adjust 0000nht C''ly. &i.. t0..9: US 20-44 STANDARD SLAB BRIDGE . - - SLAB DETAILS-SINGLE & 2 SPAN ',o,•—Ip SECTION B - B .v ..,, Inn fl4 ?SC•$ for, Is To P1,. • ojI,r O T,n Pfl. • SECTION A - A CAST-IN-STEEL SHELL CONCRETE PILE PRECAST PRESTRESSED CONCRETE PILE a - - - - mm wig- - a - a mm - • iI - 4 $p , A S' -., 0 4 ._, I 1 6% •,0 coal so.. J (DO so- *.qplh ,4eA4., .Ila,c. FOP •t. oge,o,d JpCO IA 4o, 0' S.. MOFO • V 0 Spo. F,.pVA, ow oc,.oiy 34 • d FM 1914 OCA,4llp RE/NFORCEAEN r rOP OFSLAS 18 ..1 Øs s' ç a.' so- 1(b4 S' / 04 Sp' 1 1 "'1 (4p 100 sm. i1 00 i 11119 Y71 I ad - %,.;/D. 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'Cr9/fl rn/n.e/f ovw O44,t,O',ol 591/j 1 F U SPOnt 8 560, F 56a.r S Spa., 8 5pa., 8#',F C f' ' - . ® "'1 ?3J0 Spa: 8 5pao . F5pa ' ° LDNG/TL/D/NAL SECT/ON REINFORCEM f/1 - Top or SLAB C &0/ r" L" LCAWNG- "S 20-44 -0 ALTCRmTIVC 4/0 ca Ø;5 fi Spa., of S/ob ii ® 1 -jjT . L70 dpa'8r,rn9aaa/. - RE/NFORCEMENT-80TT01'.I OF SLAB STANDARD SLAB BRIDGE SLAB DETAILS - HINGE AT BENT ii#oti .1 /6' 1 78' 20' 1 2z' 24' 1 26' 28' ' 52' 1 34' - 36' 1 38' 40 _42, _4 .. Zzr .L. M I L H c ff I cffc H I C I H I C HI C I C H C H C H C H C N C I N I C sill 05 #7 06 05 46 1- #7 07 #7 07 #7 1 .,7 1 #7 or #7 08 or #7 T 107 01 #p 5T1," or 8'38'-9- 07 #9 13'8 08 I'4 #9 08 649' 08 09 on ITT 09 09 7-7 09 W-5- #9 rg',o 1,9 ' 5,, #6 5' '7 fl #7 #7 .7 #7 #7 #7 #7 '8 #9 T #1 1 #8 '8 #8 '8 08 #8 08 08 09 08 .o 0--9-90-8-0-96 S,. 06 6 2 Of 'L! 06 60 #7 06 #7 96 06 6 0 17 03 15 70 17 /0 sr 16 r 0* 17 /00 11 810'11'-0' Or 80 11--s- 0' . 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Slob N,.90 0s01Il/.? to, ,4f4,..lI4. I.7a7dog Ms #4101.0,4 of '7* 4.0,:m'&#Q., 51..V 4oa/7• ®Add ' to, Co,,nao, P,or.c'on' 8 odjuzl ca,c,.l. 0/eMily. - ,' - - 'zo..gno-c/d.o oflon,cs lee on. odo',t,onol op/,ra * CSpo.. I. . I I,, _____________________ ,,_ .; — 8564e H 5po, C Son., 8 5on' . . . . - ' '/0 onp Qcs, csPo 1 on, $5.0 H' REINFORCE YE/I r - Top or SL 45 L /TUDINAL SECTION C H*Qs - ON S,a. 6 - I 11 0 C son. ' 510kON L (1640.4 $10 _0 PEAN't OCSIGN 1.010 Z11 i . . - REINFORCEMENT-QOTTOAI OF SLAS I . . . • . . - P - . . .- . . 1 - • • .,. , STANDARD SLAB BRIDGE / SLAB DETAILS - HINGE AT 1/6 -1 * 3 - L 6 _________________________________ L 6 5.6 5.36 6. ____ ________________ • + 6 5.6 6. LLL:LLLLL5.L a Al All 0 TYPICAL LAYOUTS - ' .. '. - IF 00560'? 47569. S-40 D' At . Moa .4 - m . . " .1 op... ,A..l .41,1: 4 .. . 4. ' •' 3 ..a - ,.. ' • $ Spporl 0oiç C 541 .5 IA I I 9 3 ,1 - •1, , * '. . . . . . ,;-.- .;-'-• . .0 .-j. ' '' I , 1, - -- ". - U,,locfo'vd Isods T.p. , LENGTH OF SPAN L /6' 18 1 20. 22 24' 26' 28 30' 32' 54' 36'138' 40' 42' 44 SISA'o6Load ,Ø, 106 /29 /40 I /56 725 255 26.2 .5.11 345 383 414 456 500 535 .304 368 424 4 7 644 7,2 806 906 987 10961184 /304 /4 /528 (ApS 611 /00? ,,d'fh of slob .90 ( V 210 326 316 4 1 $12 653 724 806 881 9/5 /064 /67/ 12.8 /360 - .14 /04 / 2 7 /58 113 /97 2.22 242 269 260 320 351 373 335 403 463 5 6 103 778 86/ 990 /0. 1199 /299 1424 '562 /67 - Z. 256 294 34538l' 445 494 558 628 684 160 810 903 989 '05.8 4CI.,l,c.'v) : 183 2, 2 26033036' 409 4565.06558613 6.82 769 841 ' 0 60 - 4/4242 P I '3. 45 650 780 490 501 511 520 52.9 I 470 499 526 55 5 595 6/0 623 6.54 643 65/ 658 664 669 67/ - 502 509 52' 541 4 597 604 623 633 647 6.58 668 6.7 685 63' 520448./? - 40,5 416 '21 43 5 420 424 42.8 431 436 446 456 467 477 486 '82 5/4 535 56' 6 604 6/9 63/ 640 649 6-53 662 667 612 674 1,1 ,,p,c,/ 40 - 416 453 42 9 473 '825/5 .509 520 562 55/ 549 551 562 420 42.1 452 45 53 458 '80 496 5/0 522 533 543 352 560 565 L.. /004 480 - 480 508 3 Cl 585 606 626 644 660 6(5 70,2 729 753 775 42~- 330 626 687 12 9.2 851 930 984 10.39 1/0.9 111.5.1.137 1292 /331 1422 P'00lI 583 - 61.2 646 77)3 5 878 895 95.9 /01.9 /0.! 1/41 121.0 /274/33.3 1.58. 480 - 480 4801-80 0 502 52.3 544 36.4 58.2 599 61.3 629 643 6-55 h.p 00? loo..1 589 660 710 75 8.32 908 912 102. /079 /160 /22 1291 /343 /4/7 /486 (00..P0€f) - 480 485 528 5 0 665 1/0 752 192 83/ 867191 4 959 /00 104 480 480 558 561 00 62 652 672 690 7376 720 /58 792 822 847 ,u,icr 30 .30 30 .3 -30 30 30 .30 .30 .30 .30 30 30 30 30 /'5P.wS OVLr 601 674 748 6 9 975 /0 1/24 /1.99/218 1351 /426 /500 /575 1650 U-f- Load 0 2' 800 860 95 104 /121 /200 '2.19 /359 I' 15 15.99 16.8/ /760 .'°''" /6.31 30 52. ?7 .591 320/ 4 60 8 41./7 434 515 803 503/ 010 fl /623 /828 ?o:!!.*.? '. 47 28' 5032 55 6-2 67 406 4273 44.7 441 506 56/ 6/1 6.1') 729 181 840 8.99 9.55 /009 066 1/22 1179 /234 • fl .99/ d2 09 174 3004 #748 3499 3748 99 249 50 4.55 49 /4 499 IZ.PZ 13 1741, .90, .'O 222/ 61 Z5.36 6. 38 3167 25. 348., 901 1101 /20/ '30' /4 1301 799 #900 20 2/00 /99 leeTI! 8 18,4 '88 188 188 188 /88 '8 /88 1.88 1.88 18.8 1.88 /as a0bIdh.f II V .5/ 47 .45 4' .39 - - - 68 68 68 68 68 .68 68 .68 .68 68 .68 .68 .66 .68 28 3 ) 36 36 36 36 36 52 34 57 60 6/ 64 66 59 72 73 56 36 36 36 36 52 5' 37 60 61 64 66 69 72 73 r7p. 2 Th' 20 26 28 32 34' 36' 38' 40' 42' 44j U '6' H OF SP N L. - - - - - - - - - - - - - -1- - - I - . - -. 51' 4g1p I '. - . . - .. . - - - - (/ 41'9'1 •K'J , - -. -, . , • . - ' ' 20-26 .34 .561 33-38 .581 39-44 - 45-50 .42] -. REACT/ON co(,rhc/ENr .- LIVE L040,NC:/IS 20-44 8 ALTERNATIVE ' ss'(wEo &?/OG(S , .,• - a ' ' .- . . 420 7(541/! 015/02 WAO . To 4, 0014 .o.l.,ok,/ol,00 b.dg.iA..-.t 20o'o,on. - . - . - - .•• " - .' . - - , - A STANDARD SLAB BRIDGE SUPPORT DESIGN DATA NO. I 7 1 ISq140? 5)4. j4/00.4.d 741,10/plA at E®®t 60• T6/.,, IO - - - - - - - --_ - - - - - - - STAIr $poerng 4 Tp.I. Sp.r..ç ••b.,, 1SI, 0'.ZO'! 4•9U,lSJ.. p35' 4AII,(S,.. 36'-SO'I lorpa. U Q. 4b., (51, 36" S.,,,.. S.'!r'.'9 -- -. 43T9.l. Sm..g '4'!.,, /SI O'-21..•1 4'!.ls ($1- L NGTH QE 504// - - .'L - - 20 22 24' 26' .L .32.'I 32'I '!! - ' - 2.' 6 9-3 86 ?.9'17' 3 69 6-3 5-9'j36 3-0 - 01 UP UP UP #6 1 06 #6 #6 U6 1 .6 - - U8 -, U UP UP 1 UP oP #6 06 #6 - - = 01 #8 UI UP UP #8 UP UP 6 60 - - - 96 J 8-6 6-0' F6 F' 6-6 6-0 56 i - - - - 09 #1 09 #8 08 U UP UP UP UP UP - = —#9 010 010 .9 1.8 UI UP UP UP UP UP - - - —010 011 #11 010 #9 09 UI UI ff oP UP - = - - - 6 '60.1 60 0 669 60.669 6 10' or UP 99 UP 9-0 UP 8'3 UP 76' #6 73 UP 7'0 UP 6'3 6 3'! U6 0 - - - - - U4 U? UPUP UP UP UP P1506 #9 UI 08 08 UP UI UI UP UP = = "..0.'0.-0 9-3 8'6 0 7'6 1.3 6-6 6'J -0 - - - - - #10 UI 01 .8 le -, oP UP oP P UI! #10 1 -, 08 8 Up #p oP - - - 014 U/I 010 010 UI UI UI UP UP J, -98 -9a' -0I"-6 7'S' -3'S'-9 '0 UP 7 UP 06 U6 5 06 U6 UP -, 07 UP HP 0? #6 06 - 'I UI U UP 07 UP 06 = = 30 s 'ic. , 0 60 045 - - - - 0'6 I'S 8-6 -0P'6 F 6-6 6-0 09 UI UI P $ P UP HP UP UP $ - - - - 10 010 09 01 UI UP HP UP UP UP - - - - 'L- UI! 010 0 UI UI UI UP UP UP UP 6-601-460^66 .9 60 60 7'!9l06 -0 r-0- 6--j- I i 0 - - 09 09 UI UI 0$ oP UP 1.7 1.7 #6 16 6 #6 - - #0 010 'I 09 UI 01 UP HP UP 1.7 UP 07 06 - - OIl UI! ff10 010 9 09 UI I I UI UI P UP - = 30 50 30 130 30 '50 369 69 50 '50 50 6 '-O 1-3' 9-C' '0' Or-0,7'-6 P'S 0 09 09 UI 9 UI UI UI -110 UIOUI000 9 op UI UI - - - - - - - II UI! II 10 flo 010 Sb 5C60. C 69160.66950 ,Z-0Il'6.I'306,0'09'-6 5 .98•.6 0 ,jt ,7t .t, )ti .3t, 5 5t3 Ti Jt3 ? i'i a'i i ti -3 ?i 8-6 1-0' P'6P'-3' 6-I 6'-6 I.- 11-9 .. ij iä I5 it t3 /6 I22 24 - 26 28 50' 32 S .56 ii' 40-142 -144 - OF SPAN 'L' OW - (U6 - A8UTAIENT SECTION - - -P -. 40 Pat .3.' - - am to La... -. A - - BENT CAP —SPANS /6'-Z4' -. I , IZ !0,1 Al. 5.Io1.'-9 49!.. All for No 5!,., Co,U,too,, (9O..,.IJ BENT CAP—SPANS P6'44' 0 ,..d - - - STANDARD SLAB BRIDGE - - ' - SUPPORT DESIGN DATA NO.2