FILE=R1.WRN 1. AASHTO 6.10.11.2 brng. stf. thickness violation at 0.00 2. AASHTO 6.10.11.2 brng. stf. thickness violation at 256.88 3. AASHTO 6.10.2.1 D/tw violation at point 10 4. Appendix A6 will be considered unless IGNORE APPENDIX A6 is given in input. 5. Because ADTT was not given as data the default value of 4000 is being used. Except for category E' this will double actual and nearly double allowable fatigue stresses (6.6.1.2.3) from those calculated using the 2008 interims. 6. Insufficient cover for stud in span 1 . Suggest defining HAUNCH or FILLET, or increasing SLABT 7. Insufficient cover for stud in span 2 . Suggest defining HAUNCH or FILLET, or increasing SLABT 8. LRFR RATINGS condition not given. Program will rate this girder according just to LRFD. 9. Note: Support locations are assumed to have bracing, unless NSUPBRUL is given to indicate otherwise. 10. Slab over pier will be used for long and short term stiffness analysis (6.10.1.5) unless COMSPC is used to force noncomposite action at the pier. 11. Web D/t > 150 at 128.44 (Above warnings may not be comprehensive.) FILE=R1.OUT *************************************************************** MDX Steel Highway Girder Design Program, Version 6.5.4927 Load and Resistance Factor Design - Composite Girder Copyright (c) 1996-2021 MDX Software Inc. Ph:573-446-3221 Fax:573-446-3278 Email: support@mdxsoftware.com *************************************************************** Oct 6, 2022 - 12:49 pm Files: FRA-71-19.36.R1 R1.OUT Contents of data file- ************************************************** ID: FRA-71-19.36 (BEAM 2) CONDITIONS A36 STEEL A36 STIFFENER STEEL CONCRETE DECK ON STEEL BEAMS ENGLISH INPUT ENGLISH OUTPUT INTERIOR BEAM INTERMEDIATE TRANSVERSE STIFFENERS BOTH SIDES OF WEB LRFD METHOD RATE MODE SELF WEIGHT FOR DEAD LOAD 1 SINGLE BEARING STIFFENERS EACH SIDE DATA BNGSKEW 55.9025 55.9025 55.9025 BR 0.001 15.77 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 15.7804 BSPL 94.44 68. DE 48. ESLABW 96. FPC 4. GDSPC 8. LANEW 10. MRTHETA 55.9025 55.9025 55.9025 NB 7 NL 4 NSUPBR 1 1 1 ROADWIDTH 40. SLABT 10. SLABWEAR 4. SPL 94.44 68. SPLBFT 2. 2.25 2. SPLBFW 24. SPLTFT 2. 2.25 2. SPLTFW 24. SPLTST 0.4375 SPLTSW 7. SPLWT 0.375 0.4375 0.375 SPN 128.44 128.44 SS 1. STFGAP 0. SUPBST 0.625 1. 0.625 SUPBSW 10. 11. 10. TSLABW 96. TSPL 94.44 68. TSSP 23.5 23.5 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 71.14 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 23.5 VATHETA 55.9025 55.9025 55.9025 WAC 0.0164 WAS 0.0664 WCONC 150. WEAR 0. WEBSP 76.44 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 3. 5. 5. 3. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 76.44 WEBV 50. 50. 50.125 50.5 51.0625 51.875 52.9375 54.1875 55.75 57.5 59.4375 61.6875 64.125 66.0625 67.5 66.0625 64.125 61.6875 59.4375 57.5 55.75 54.1875 52.9375 51.875 51.0625 50.5 50.125 50. 50. WSDL 0.3455 GO ************************************************** Case Data Case Data - FRA-71-19.36 (BEAM 2) AASHTO Specification Load and Resistance Factor Method 6th Edition LRFD Bridge Design Specifications 2nd Edition Manual for Bridge Evaluation Dimensions (additional information available in Dimensions table) Given dimensions- Web depth as defined with WEBV and WEBSP Web Thickness 0.38 in 0.44 in 0.38 in Trans. Stiff. Width 7.00 in 7.00 in 7.00 in Trans. Stiff. Thickness 0.44 in 0.44 in 0.44 in Bearing Stiff. Width 10.00 in 11.00 in 10.00 in Bearing Stiff. Thickness 0.62 in 1.00 in 0.62 in Execution Mode Rate Mode Geometry Brace locations 0.00 ft 0.00 ft 15.77 ft 27.63 ft 39.49 ft 51.35 ft 63.21 ft 75.07 ft 86.93 ft 98.79 ft 110.65 ft 122.51 ft 128.44 ft 134.36 ft 146.22 ft 158.08 ft 169.94 ft 181.80 ft 193.66 ft 205.52 ft 217.38 ft 229.24 ft 241.10 ft 256.88 ft Unbraced length of comp. flange at support 2 is 5.93 ft. Cover plates No cover plates Curvature No curvature Flange splices Top flange splice locations 94.44 ft 162.44 ft Bottom flange splice locations 94.44 ft 162.44 ft Girder Type Plate girder Interior girder Hinges No interior hinges Span lengths Spans 128.44 ft 128.44 ft Stiffeners Bearing stiffeners Single bearing stiffeners each side Longitudinal stiffeners No longitudinal stiffener Transverse stiffeners Transverse stiffeners both sides Stiffener clips 1.00 in Stiffener transitions 3.92 ft 125.45 ft 128.44 ft 131.38 ft 252.91 ft 254.87 ft Web haunches Web haunches as defined with WEBV, WEBSP Web splices Web splice locations 94.44 ft 162.44 ft Fatigue Average Single Lane Daily Truck Traffic: 4000 Allowable weld stress 18.00 ksi AWS minimum welds Fatigue life: 75 Fatigue stress category B flange splices Composite Behavior Composite region for composite loading- 0. - 256.88 ft Loading Lane fraction for strength limit state Shear 0.9782 0.9454 0.9127 0.8799 0.8472 0.8144 0.8144 0.8144 0.8144 0.8144 0.9461 0.8144 0.8144 0.8144 0.8144 0.8144 0.8472 0.8799 0.9127 0.9454 0.9782 Moment 0.5612 0.5612 0.5612 0.5612 0.5612 0.5612 0.5612 0.5624 0.5685 0.5730 0.5769 0.5730 0.5685 0.5624 0.5612 0.5612 0.5612 0.5612 0.5612 0.5612 0.5612 Lane fraction for fatigue limit state Shear 0.6806 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.6583 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.6806 Moment 0.3208 0.3208 0.3208 0.3208 0.3208 0.3208 0.3208 0.3215 0.3248 0.3272 0.3293 0.3272 0.3248 0.3215 0.3208 0.3208 0.3208 0.3208 0.3208 0.3208 0.3208 Lane fraction for live-load deflection 0.3714 Loaded lanes 4 Tandem truck multiplier: 1.0000 Design truck multiplier: 1.0000 Influence lines not displayed Unshored construction Tenth pt values of distributed dead load carried by steel alone 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.475 k/ft 1.532 k/ft 1.541 k/ft 1.551 k/ft 1.541 k/ft 1.532 k/ft 1.475 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft 1.473 k/ft Steel wt in addition to cross section included in dist dead load 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft 0.066 k/ft Conc wt in addition to slab thickness and haunch included in dist dead load 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft 0.016 k/ft Superimposed dead load 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft Wearing surface dead load 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft 0.000 k/ft Load Factors DC1,DC2 1.250 DW 1.500 HL93 LL+I 1.750 Constructibility 1.250 Load Modifiers Ductility 1.00 Redundancy 1.00 Operational Classification 1.00 Reactions Max unfactored live load+impact reactions 119.33 k 233.12 k 119.27 k Min unfactored live load+impact reactions -16.04 k 0.00 k -16.02 k Max unfactored live reactions - No dynamic load allowance 98.27 k 197.63 k 98.22 k Min unfactored live reactions - No dynamic load allowance -13.49 k 0.00 k -13.48 k Total unfactored dead load DC1+DC2 reactions 84.36 k 305.48 k 84.36 k Total unfactored dead load DW reactions 0.00 k 0.00 k 0.00 k Support skew for shear and moment modification 90.00 90.00 90.00 Bearing skew for redistribution qualification 55.90 55.90 55.90 Material Concrete Concrete strength 4.00 ksi Unit wt of concrete 150. lb/cu ft Aggregate source correction factor K1 1.00 Slab T for strength 6.00 in 6.00 in Neg mom rebar area 5.76 in2 Rebar placement from bottom of slab 3.17 in Negative mom. slab used in dead load 2 analysis Slab haunch 0.00 in 0.00 in Effective slab width 96.00 in Self weight slab width 96.00 in Steel Web splice section 1 Steel grade A36 Web splice section 2 Steel grade A36 Web splice section 3 Steel grade A36 Rebar yield 60.00 ksi Output Standard resolution summary tables Units Input units: U.S. cust. Output units: U.S. cust. Service Shear Service Shear - k - (load modifier not included) Tenth Loc DC1 DC2 DW Design Tandem Fatigue Point Truck+ Truck+ Truck Lane Lane Range LL+I LL+I LL+I (+) (-) 0 0.00 67.27 15.75 0.00 119.33 -16.04 98.17 50.78 1 12.84 48.35 11.31 0.00 96.91 -16.01 79.48 36.46 2 25.69 29.42 6.87 0.00 76.59 -22.37 62.95 30.87 3 38.53 10.50 2.43 0.00 58.82 -34.31 48.57 28.39 4 51.38 -8.42 -2.00 0.00 43.59 -46.00 39.22 30.26 5 64.22 -27.34 -6.44 0.00 30.82 -56.96 -47.48 31.50 6 77.06 -46.27 -10.88 0.00 21.29 -69.76 -57.47 32.96 7 89.91 -65.20 -15.32 0.00 13.31 -82.41 -67.49 34.97 Top flg spl -71.97 -16.88 0.00 10.85 -86.80 -71.00 35.80 Bot flg spl -71.97 -16.88 0.00 10.85 -86.80 -71.00 35.80 8 102.75 -84.51 -19.75 0.00 6.82 -94.72 -77.41 37.48 9 115.60 -104.25 -24.19 0.00 2.07 -106.58 -87.17 39.79 10 128.44L -124.11 -28.63 0.00 0.00 -137.05 -112.41 48.89 10 128.44R 124.11 28.63 0.00 137.05 0.00 112.41 48.89 11 141.28 104.25 24.19 0.00 106.58 -2.07 87.17 39.09 12 154.13 84.51 19.75 0.00 94.71 -6.83 77.40 36.66 Top flg spl 71.97 16.88 0.00 86.80 -10.86 71.00 35.23 Bot flg spl 71.97 16.88 0.00 86.80 -10.86 71.00 35.23 13 166.97 65.20 15.32 0.00 82.42 -13.32 67.49 34.55 14 179.82 46.27 10.88 0.00 69.77 -21.29 57.48 32.97 15 192.66 27.34 6.44 0.00 56.98 -30.81 47.50 31.51 16 205.50 8.42 2.00 0.00 46.02 -43.57 39.24 30.26 17 218.35 -10.50 -2.43 0.00 34.33 -58.79 -48.55 30.02 18 231.19 -29.42 -6.87 0.00 22.38 -76.56 -62.94 32.03 19 244.04 -48.35 -11.31 0.00 15.99 -96.89 -79.46 36.44 20 256.88 -67.27 -15.75 0.00 16.02 -119.27 -98.16 50.76 Fatigue Permit Permit Sidewalk Trk LL+I Trk LL+I Range 0 44.99 0.00 0.00 0.00 1 31.64 0.00 0.00 0.00 2 26.05 0.00 0.00 0.00 3 20.78 0.00 0.00 0.00 4 15.92 0.00 0.00 0.00 5 -19.97 0.00 0.00 0.00 6 -25.30 0.00 0.00 0.00 7 -30.23 0.00 0.00 0.00 Top flg spl -31.86 0.00 0.00 0.00 Bot flg spl -31.86 0.00 0.00 0.00 8 -34.70 0.00 0.00 0.00 9 -38.65 0.00 0.00 0.00 10 -48.89 0.00 0.00 0.00 10R 48.89 0.00 0.00 0.00 11 38.65 0.00 0.00 0.00 12 34.70 0.00 0.00 0.00 Top flg spl 31.86 0.00 0.00 0.00 Bot flg spl 31.86 0.00 0.00 0.00 13 30.24 0.00 0.00 0.00 14 25.31 0.00 0.00 0.00 15 19.98 0.00 0.00 0.00 16 -15.91 0.00 0.00 0.00 17 -20.77 0.00 0.00 0.00 18 -26.04 0.00 0.00 0.00 19 -31.63 0.00 0.00 0.00 20 -44.98 0.00 0.00 0.00 Reactions Girder 1 Factored Reactions - Strength I - k Location DC1 DC2 DW LL+I LL+I Max Min Max Min Total Total Includes ductility, redundancy, and operational factors. 0.00 85.76 19.68 0.00 208.83 -28.07 314.27 47.85 Steel 26.61 Conc 59.16 128.44 310.28 71.57 0.00 407.96* 0.00 789.81 274.93 Steel 99.85 Conc 210.43 256.88 85.76 19.68 0.00 208.71 -28.04 314.16 47.89 Steel 26.61 Conc 59.16 See 3.4.1 commentary for min total calcs Note: DC1 reactions at end supports in girder output account for the additional weight of the extension of the girder past the end bearing locations, based on GDREXT girder input (which defaults to 1.0 ft if not specified). Unfactored Reactions - k Location DC1 DC2 DW LL+I LL+I Max Min Max Min Total Total 0.00 68.61 15.75 0.00 119.33 -16.04 203.69 68.32 Steel 21.29 Conc 47.32 128.44 248.22 57.26 0.00 233.12* 0.00 538.60 305.48 Steel 79.88 Conc 168.34 256.88 68.61 15.75 0.00 119.27 -16.02 203.62 68.34 Steel 21.29 Conc 47.32 * 0.9(two des trks + lane) Service Moment Service Moment - k-ft - (load modifier not included) Tenth Loc DC1 DC2 DW Design Design Tandem Tandem Fatigue Point Truck+ Truck+ Truck+ Truck+ Truck Lane Lane Lane Lane Range Max Min Max Min LL+I LL+I LL+I LL+I LL+I 0 0.0 0. 0. 0. 0. 0. 0. 0. 0. 1 12.8 742. 174. 0. 746. -118. 632. -96. 279. 2 25.7 1242. 291. 0. 1277. -236. 1082. -192. 475. 3 38.5 1498. 350. 0. 1605. -355. 1357. -288. 594. 4 51.4 1512. 353. 0. 1731. -473. 1467. -384. 654. 5 64.2 1282. 299. 0. 1682. -591. 1428. -480. 670. 6 77.1 809. 188. 0. 1475. -709. 1256. -577. 653. 7 89.9 94. 19. 0. 1119. -829. 965. -674. 586. Top flg spl -218. -54. 0. 967. -876. 842. -712. 555. Bot flg spl -218. -54. 0. 967. -876. 842. -712. 555. 8 102.8 -867. -206. 0. 652. -967. 587. -788. 485. 9 115.6 -2079. -488. 0. 206. -1429.* 246. -1035. 401. 10 128.4 -3546. -827. 0. 0. -2185.* 0. -1424. 360. 11 141.3 -2079. -488. 0. 207. -1430.* 247. -1034. 401. 12 154.1 -867. -206. 0. 653. -966. 587. -787. 485. Top flg spl -218. -54. 0. 967. -875. 842. -712. 554. Bot flg spl -218. -54. 0. 967. -875. 842. -712. 554. 13 167.0 94. 19. 0. 1119. -828. 965. -673. 586. 14 179.8 809. 188. 0. 1474. -708. 1255. -576. 652. 15 192.7 1282. 299. 0. 1681. -590. 1427. -480. 669. 16 205.5 1512. 353. 0. 1730. -472. 1466. -384. 654. 17 218.3 1498. 350. 0. 1604. -354. 1357. -288. 594. 18 231.2 1242. 291. 0. 1276. -236. 1082. -192. 475. 19 244.0 743. 174. 0. 745. -118. 632. -96. 279. 20 256.9 0. 0. 0. 0. 0. 0. 0. 0. Bracing 0.0 0. 0. 0. 0. 0. 0. 0. 15.8 878. 205. 0. 886. -145. 750. -118. 27.6 1296. 303. 0. 1340. -254. 1135. -207. 39.5 1508. 352. 0. 1621. -363. 1371. -295. 51.3 1512. 353. 0. 1731. -473. 1467. -384. 63.2 1309. 305. 0. 1691. -582. 1436. -473. 75.1 899. 209. 0. 1517. -691. 1290. -562. 86.9 281. 64. 0. 1212. -800. 1040. -650. 98.8 -544. -130. 0. 794. -890. 700. -739. 110.6 -1582. -372. 0. 350. -1216. 366. -923. 122.5 -2837. -663. 0. 66. -1805. 102. -1227. 128.4 -3546. -827. 0. 0. -2185. 0. -1424. 134.4 -2838. -664. 0. 66. -1806. 102. -1227. 146.2 -1583. -373. 0. 350. -1217. 366. -922. 158.1 -544. -130. 0. 794. -889. 700. -738. 169.9 281. 63. 0. 1211. -799. 1040. -649. 181.8 898. 209. 0. 1516. -690. 1289. -561. 193.7 1309. 305. 0. 1690. -581. 1435. -472. 205.5 1512. 353. 0. 1730. -472. 1466. -384. 217.4 1508. 353. 0. 1620. -363. 1371. -295. 229.2 1297. 303. 0. 1339. -254. 1135. -207. 241.1 878. 205. 0. 886. -145. 751. -118. Sidewalk Max Min Max Min Max Min LL+I LL+I LL+I LL+I Fat Trk Fat Trk Prmt Trk Prmt Trk 0 0. 0. 0. 0. 0. 0. 1 0. 0. 244. -35. 0. 0. 2 0. 0. 405. -70. 0. 0. 3 0. 0. 489. -105. 0. 0. 4 0. 0. 514. -140. 0. 0. 5 0. 0. 494. -175. 0. 0. 6 0. 0. 443. -210. 0. 0. 7 0. 0. 340. -246. 0. 0. Top flg spl 0. 0. 296. -259. 0. 0. Bot flg spl 0. 0. 296. -259. 0. 0. 8 0. 0. 201. -284. 0. 0. 9 0. 0. 79. -322. 0. 0. 10 0. 0. 0. -360. 0. 0. 11 0. 0. 80. -321. 0. 0. 12 0. 0. 201. -284. 0. 0. Top flg spl 0. 0. 295. -259. 0. 0. Bot flg spl 0. 0. 295. -259. 0. 0. 13 0. 0. 340. -246. 0. 0. 14 0. 0. 442. -210. 0. 0. 15 0. 0. 494. -175. 0. 0. 16 0. 0. 514. -140. 0. 0. 17 0. 0. 489. -105. 0. 0. 18 0. 0. 405. -70. 0. 0. 19 0. 0. 244. -35. 0. 0. 20 0. 0. 0. 0. 0. 0. * 0.9(two des trks + lane) Service Force Summary Tables Girder 1 Force Summary at Tenth Points (k,k-ft) Location DL-S SDL-S LLI-S DL-M SDL-M LLI+M LLI-M DL-T SDL-T LLI-T 0.0 67 16 119 0 0 0 0 0 0 0 12.8 48 11 97 742 174 746 -118 0 0 0 25.6 29 7 77 1242 291 1277 -236 0 0 0 38.5 11 2 59 1498 350 1605 -355 0 0 0 51.3 -8 -2 46 1512 353 1731 -473 0 0 0 64.2 -27 -6 -57 1282 299 1682 -591 0 0 0 77.0 -46 -11 -70 809 188 1475 -709 0 0 0 89.9 -65 -15 -82 94 19 1119 -829 0 0 0 102.7 -85 -20 -95 -867 -206 652 -967 0 0 0 115.6 -104 -24 -107 -2079 -488 246 -1429 0 0 0 128.4 -124 -29 -137 -3546 -827 0 -2185 0 0 0 141.2 104 24 107 -2079 -488 247 -1430 0 0 0 154.1 85 20 95 -867 -206 653 -966 0 0 0 166.9 65 15 82 94 19 1119 -828 0 0 0 179.8 46 11 70 809 188 1474 -708 0 0 0 192.6 27 6 57 1282 299 1681 -590 0 0 0 205.5 8 2 46 1512 353 1730 -472 0 0 0 218.3 -11 -2 -59 1498 350 1604 -354 0 0 0 231.1 -29 -7 -77 1242 291 1276 -236 0 0 0 244.0 -48 -11 -97 743 174 745 -118 0 0 0 256.8 -67 -16 -119 0 0 0 0 0 0 0 Girder 1 Force Summary at Quarter Points (k,k-ft) Location DL-S SDL-S LLI-S DL-M SDL-M LLI+M LLI-M DL-T SDL-T LLI-T 0.0 67 16 119 0 0 0 0 0 0 0 32.1 20 5 67 1401 328 1466 -296 0 0 0 64.2 -27 -6 -57 1282 299 1682 -591 0 0 0 96.3 -75 -18 -89 -355 -86 878 -858 0 0 0 128.4 -124 -29 -137 -3546 -827 0 -2185 0 0 0 160.5 75 18 89 -356 -86 900 -895 0 0 0 192.6 27 6 57 1282 299 1681 -590 0 0 0 224.7 -20 -5 -67 1401 328 1466 -295 0 0 0 256.8 -67 -16 -119 0 0 0 0 0 0 0 Girder 1 Force Summary at Brace Locations (k,k-ft) Location DL-S SDL-S LLI-S DL-M SDL-M LLI+M LLI-M DL-T SDL-T LLI-T 0.0 67 16 119 0 0 0 0 0 0 0 0.0 67 16 119 0 0 0 0 0 0 0 15.7 44 10 92 878 205 886 -145 0 0 0 27.6 27 6 74 1296 303 1340 -254 0 0 0 39.4 9 2 58 1508 352 1621 -363 0 0 0 51.3 -8 -2 46 1512 353 1731 -473 0 0 0 63.2 -26 -6 -49 1309 305 1691 -582 0 0 0 75.0 -43 -10 -68 899 209 1517 -691 0 0 0 86.9 -61 -14 -79 281 64 1212 -800 0 0 0 98.7 -79 -18 -91 -544 -130 790 -890 0 0 0 110.6 -97 -22 -102 -1582 -372 384 -1216 0 0 0 122.5 -115 -27 -123 -2837 -663 94 -1805 0 0 0 128.4 124 29 137 -3546 -827 0 -2185 0 0 0 134.3 229 53 249 -2838 -664 94 -1806 0 0 0 146.2 97 22 102 -1583 -373 384 -1217 0 0 0 158.0 79 18 91 -544 -130 790 -889 0 0 0 169.9 61 14 79 281 63 1211 -799 0 0 0 181.8 43 10 68 898 209 1516 -690 0 0 0 193.6 26 6 56 1309 305 1690 -581 0 0 0 205.5 8 2 46 1512 353 1730 -472 0 0 0 217.3 -9 -2 -51 1508 353 1620 -363 0 0 0 229.2 -27 -6 -74 1297 303 1339 -254 0 0 0 241.1 -44 -10 -92 878 205 886 -145 0 0 0 256.8 0 0 0 0 0 0 0 0 0 0 Key DL-S Noncomp dead shear SDL-S Superimposed dead shear LLI-S Live+impact shear DL-M Noncomp dead moment SDL-M Superimposed dead moment LLI+M Max live+impact moment LLI-M Min live+impact moment DL-T Noncomp dead torque SDL-M Superimposed dead torque LLI-T Max live+impact torque Shear on right side of pier is found in Service Shear table. Combined Factored Moment - Strength I Loading Combined Factored Moment - Strength I - HL93 - k-ft Tenth Pt Loc DC1+DC2+DW+Max LL+I DC1+DC2+DW+Min LL+I Load modifiers included 0 0.00 0.00 0.00 1 12.84 2450.10 938.47 2 25.69 4150.25 1501.89 3 38.53 5118.82 1690.25 4 51.38 5359.73 1503.57 5 64.22 4919.13 941.84 6 77.06 3827.98 5.02 7 89.91 2099.93 -1310.10 8 102.75 -199.78 -3033.73 9 115.60 -2778.17 -5709.59 10 128.44 -5466.11 -9290.52 11 141.28 -2777.71 -5710.82 12 154.13 -199.07 -3032.10 13 166.97 2099.25 -1308.16 14 179.82 3826.32 6.69 15 192.66 4917.15 943.23 16 205.50 5358.09 1504.69 17 218.35 5117.56 1691.09 18 231.19 4149.48 1502.45 19 244.04 2449.78 938.75 20 256.88 0.00 0.00 Contraflexure Points Girder 1 Contraflexure Points Service Noncomposite Dead 91.32 ft 165.56 ft Top flange tension region between contraflexure pts. 91.32 - 165.56 Bottom flange tension region between contraflexure pts. 0.00 - 91.32 165.56 - 256.88 Service DC1+DC2+DW+Max LL+I 99.66 ft 157.22 ft Top flange tension region between contraflexure pts. 99.66 - 157.22 Bottom flange tension region between contraflexure pts. 0.00 - 99.66 157.22 - 256.88 Service DC1+DC2+DW+Min LL+I 81.16 ft 175.70 ft Top flange tension region between contraflexure pts. 81.16 - 175.70 Bottom flange tension region between contraflexure pts. 0.00 - 81.16 175.70 - 256.88 Factored DC1+DC2+DW+Max LL+I 101.69 ft 155.18 ft Top flange tension region between contraflexure pts. 101.69 - 155.18 Bottom flange tension region between contraflexure pts. 0.00 - 101.69 155.18 - 256.88 Factored DC1+DC2+DW+Min LL+I 77.12 ft 179.74 ft Top flange tension region between contraflexure pts. 77.12 - 179.74 Bottom flange tension region between contraflexure pts. 0.00 - 77.12 179.74 - 256.88 Factored DC2 91.16 ft 165.72 ft Top flange tension region between contraflexure pts. 91.16 - 165.72 Bottom flange tension region between contraflexure pts. 0.00 - 91.16 165.72 - 256.88 DC1+DC2+DW+1.3 Min LL+I - Service II 78.13 ft 178.73 ft Top flange tension region between contraflexure pts. 78.13 - 178.73 Bottom flange tension region between contraflexure pts. 0.00 - 78.13 178.73 - 256.88 Factored DC1+DC2 91.29 ft 165.59 ft Top flange tension region between contraflexure pts. 91.29 - 165.59 Bottom flange tension region between contraflexure pts. 0.00 - 91.29 165.59 - 256.88 Dimensions Dimensions Tenth -Top Flange- ----Web---- -Bot Flange- Area Point Loc tfw tft wd wt bfw bft Weld Weld 0 0.00 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 1 12.84 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 2 25.69 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 3 38.53 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 4 51.38 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 5 64.22 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 6 77.06 24.00 2.000 5/16 50.02 0.375 5/16 24.00 2.000 114.76 7 89.91 24.00 2.000 5/16 51.36 0.375 5/16 24.00 2.000 115.26 SpL 94.44 24.00 2.000 5/16 52.38 0.375 5/16 24.00 2.000 115.65 SpR 94.44 24.00 2.250 5/16 52.43 0.438 5/16 24.00 2.250 130.93 8 102.75 24.00 2.250 5/16 55.09 0.438 5/16 24.00 2.250 132.10 9 115.60 24.00 2.250 5/16 61.21 0.438 5/16 24.00 2.250 134.78 10 128.44 24.00 2.250 5/16 67.50 0.438 5/16 24.00 2.250 137.53 11 141.28 24.00 2.250 5/16 61.21 0.438 5/16 24.00 2.250 134.78 12 154.13 24.00 2.250 5/16 55.09 0.438 5/16 24.00 2.250 132.10 SpL 162.44 24.00 2.250 5/16 52.43 0.438 5/16 24.00 2.250 130.93 SpR 162.44 24.00 2.000 5/16 52.38 0.375 5/16 24.00 2.000 115.65 13 166.97 24.00 2.000 5/16 51.36 0.375 5/16 24.00 2.000 115.26 14 179.82 24.00 2.000 5/16 50.02 0.375 5/16 24.00 2.000 114.76 15 192.66 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 16 205.50 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 17 218.35 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 18 231.19 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 19 244.04 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 20 256.88 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 Theoretical Flange Splice Locations Tenth Pt Range Location 7 - 8 a 12 - 13 a a. Splice not required in this range. Stiffener Spacing Panel Panel Uniform Start End in Panel 0.00 3.92 ft 2 @ 23.50 in 3.92 125.45 ft 41 @ 35.57 in 125.45 128.44 ft 1 @ 35.91 in 128.44 131.38 ft 1 @ 35.23 in 131.38 252.91 ft 41 @ 35.57 in 252.91 254.87 ft 1 @ 23.50 in 254.87 256.88 ft 1 @ 24.18 in Bearing Stiffeners Location Width Thickness 0.00 10.00 0.625 128.44 11.00 1.000 256.88 10.00 0.625 Transverse Stiffeners Web Section Width Thickness 1 7.00 0.438 2 7.00 0.438 3 7.00 0.438 Elastic Section Properties for Stiffness Analysis Elastic Section Properties for Stiffness Analysis ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 1 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 2 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 3 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 4 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 5 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 6 68887. 27.01 27.01 105030. 38.18 15.84 85272. 32.08 21.94 7 72603. 27.68 27.68 110551. 39.09 16.27 89791. 32.86 22.50 8 94916. 29.80 29.80 140216. 40.97 18.63 114859. 34.72 24.87 9 117151. 32.86 32.86 172336. 44.99 20.72 141353. 38.18 27.53 10 142615. 36.00 36.00 209041. 49.10 22.90 171634. 41.73 30.27 11 117151. 32.86 32.86 172336. 44.99 20.72 141353. 38.18 27.53 12 94916. 29.80 29.80 140216. 40.97 18.63 114859. 34.72 24.87 13 72603. 27.68 27.68 110551. 39.09 16.27 89791. 32.86 22.50 14 68887. 27.01 27.01 105030. 38.18 15.84 85272. 32.08 21.94 15 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 16 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 17 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 18 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 19 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 20 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 Bottom of slab is at same level as inside of top flange. Elastic Section Properties for Pos Mom Stress Elastic Section Properties for Pos Mom Stress ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 1 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 2 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 3 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 4 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 5 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 6 68887. 27.01 27.01 105030. 38.18 15.84 85272. 32.08 21.94 7 72603. 27.68 27.68 110551. 39.09 16.27 89791. 32.86 22.50 8 94916. 29.80 29.80 140216. 40.97 18.63 114859. 34.72 24.87 9 117151. 32.86 32.86 172336. 44.99 20.72 141353. 38.18 27.53 10 142615. 36.00 36.00 209041. 49.10 22.90 171634. 41.73 30.27 11 117151. 32.86 32.86 172336. 44.99 20.72 141353. 38.18 27.53 12 94916. 29.80 29.80 140216. 40.97 18.63 114859. 34.72 24.87 13 72603. 27.68 27.68 110551. 39.09 16.27 89791. 32.86 22.50 14 68887. 27.01 27.01 105030. 38.18 15.84 85272. 32.08 21.94 15 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 16 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 17 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 18 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 19 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 20 68834. 27.00 27.00 104951. 38.17 15.83 85207. 32.07 21.93 Bottom of slab is at same level as inside of top flange. Elastic Section Properties for Neg Mom Stress Elastic Section Properties for Neg Mom Stress ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 1 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 2 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 3 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 4 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 5 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 6 68887. 27.01 27.01 73242. 28.36 25.66 73242. 28.36 25.66 7 72603. 27.68 27.68 77168. 29.05 26.31 77168. 29.05 26.31 8 94916. 29.80 29.80 100122. 31.08 28.51 100122. 31.08 28.51 9 117151. 32.86 32.86 123452. 34.24 31.47 123452. 34.24 31.47 10 142615. 36.00 36.00 150149. 37.48 34.52 150149. 37.48 34.52 11 117151. 32.86 32.86 123452. 34.24 31.47 123452. 34.24 31.47 12 94916. 29.80 29.80 100122. 31.08 28.51 100122. 31.08 28.51 13 72603. 27.68 27.68 77168. 29.05 26.31 77168. 29.05 26.31 14 68887. 27.01 27.01 73242. 28.36 25.66 73242. 28.36 25.66 15 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 16 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 17 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 18 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 19 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 20 68834. 27.00 27.00 73186. 28.35 25.65 73186. 28.35 25.65 Bottom of slab is at same level as inside of top flange. Plastic Section Properties Plastic Section Properties Tenth Ps+Pr Ptf+Pw PNA Pos Case Neg Case Point +Pbf Frm tab D6.1-1 Mp Mp +Mp -Mp (k-ft) (k-ft) 0 1958. 4131. 5.26 0.00 9344. II Noncmpct 1 1958. 4131. 5.26 0.00 9344. II Noncmpct 2 1958. 4131. 5.26 0.00 9344. II Noncmpct 3 1958. 4131. 5.26 0.00 9344. II Noncmpct 4 1958. 4131. 5.26 0.00 9344. II Noncmpct 5 1958. 4131. 5.26 0.00 9344. II Noncmpct 6 1958. 4131. 5.26 0.00 9348. II Noncmpct 7 1958. 4149. 5.27 0.00 9619. II Noncmpct 8 5.37 22.57 Noncmpct II Noncmpct 9 5.42 25.63 Noncmpct II Noncmpct 10 5.48 28.78 Noncmpct II Noncmpct 11 5.42 25.63 Noncmpct II Noncmpct 12 5.37 22.57 Noncmpct II Noncmpct 13 1958. 4149. 5.27 0.00 9619. II Noncmpct 14 1958. 4131. 5.26 0.00 9348. II Noncmpct 15 1958. 4131. 5.26 0.00 9344. II Noncmpct 16 1958. 4131. 5.26 0.00 9344. II Noncmpct 17 1958. 4131. 5.26 0.00 9344. II Noncmpct 18 1958. 4131. 5.26 0.00 9344. II Noncmpct 19 1958. 4131. 5.26 0.00 9344. II Noncmpct 20 1958. 4131. 5.26 0.00 9344. II Noncmpct Note: PNA is shown as measured from top of slab Elastic Noncomposite Section Properties at Web Splices Elastic Noncomposite Section Properties at Web Splices Splice Web Top Flg Bott Flg Area I NA NA Location WD WT TFW TFT BFW BFT (in2) (in4) from from Bott Top 94.44L 52.41 0.375 24.00 2.00 24.00 2.00 115.7 75571. 28.20 28.20 94.44R 52.41 0.438 24.00 2.25 24.00 2.25 130.9 85950. 28.45 28.45 162.44L 52.41 0.438 24.00 2.25 24.00 2.25 130.9 85950. 28.45 28.45 162.44R 52.41 0.375 24.00 2.00 24.00 2.00 115.7 75571. 28.20 28.20 Service Load Effects at Web Splices Service Load Effects at Web Splices Splice Location 94.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom -72.0 -16.9 0.0 -217.5 -53.5 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom -86.8 967.2 -875.9 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom -71.0 841.6 -712.4 Concurrent moment for max shear of -86.8 = 951.3 Concurrent shear for max moment of 967.2 = -80.2 Concurrent shear for min moment of -875.9 = -35.3 Fatigue Truck Max Shr Max Mom Min Mom 31.9 295.5 -259.0 Shr Range Mom Range 35.8 554.5 162.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom 72.0 16.9 0.0 -217.5 -53.5 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom 86.8 967.0 -874.8 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom 71.0 841.6 -711.6 Concurrent moment for max shear of 86.8 = 951.0 Concurrent shear for max moment of 967.0 = 80.2 Concurrent shear for min moment of -874.8 = 35.3 Fatigue Truck Max Shr Max Mom Min Mom 31.9 295.4 -258.7 Shr Range Mom Range 35.2 554.1 Parabolic interpolation used in this table. Shear Strength at Web Splices Shear Strength at Web Splices Splice Web Web t Web t Stiff Factored Shear Perf Shear Perf Location Depth Left Right Spcng Shear Strngth Ratio Strngth Ratio of of at Spl Left of Right of Spl Spl Splice Splice ft in in in in k k k 94.44 52.41 0.375 0.438 35.57 262.96 399.34 0.658 478.93 0.549 162.44 52.41 0.438 0.375 35.57 262.96 478.93 0.549 399.34 0.658 Top Flange Factored Bending Stress - Strength I Loading Factored Bending Stresses - Strength I - ksi Tenth LOC ------------------ Top Flange ------------------- Point DC1 DC2+DW Max Min LL+I Tot Allow Ratio LL+I LL+I Rng 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 1 12.84 -4.4 -0.7 -2.4 0.9 3.2 -7.4 36.0 0.206 2 25.69 -7.3 -1.1 -4.0 1.7 5.8 -12.5 36.0 0.346 3 38.53 -8.8 -1.4 -5.1 2.6 7.7 -15.3 36.0 0.424 4 51.38 -8.9 -1.4 -5.5 3.5 9.0 -15.7 36.0 0.437 5 64.22 -7.5 -1.2 -5.3 4.4 9.7 -14.0 36.0 0.390 6 77.06 -4.8 -0.7 -4.7 5.2 9.9 -10.2 36.0 0.282 7 89.91 -0.4 -0.1 -3.5 5.9 9.4 5.5 36.0 0.152 Top Flg.Spl. 1.2 0.2 -2.9 6.1 9.1 7.6 36.0 0.210 Top Flg.Spl. 1.1 0.2 -2.8 5.5 8.3 6.8 36.0 0.188 8 102.75 4.1 0.9 -1.8 5.8 7.6 10.7 36.0 0.299 9 115.60 8.7 1.9 -0.6 7.6 8.3 18.3 36.0 0.507 10 128.44 13.4 2.9 0.0 10.5 10.5 26.8 36.0 0.745 11 141.28 8.7 1.9 -0.6 7.7 8.3 18.3 36.0 0.507 12 154.13 4.1 0.9 -1.8 5.8 7.6 10.7 36.0 0.298 Top Flg.Spl. 1.1 0.2 -2.8 5.5 8.3 6.8 36.0 0.190 Top Flg.Spl. 1.2 0.3 -2.9 6.1 9.1 7.6 36.0 0.212 13 166.97 -0.4 -0.1 -3.5 5.9 9.4 5.5 36.0 0.152 14 179.82 -4.8 -0.7 -4.7 5.2 9.9 -10.2 36.0 0.282 15 192.66 -7.5 -1.2 -5.3 4.3 9.7 -14.0 36.0 0.389 16 205.50 -8.9 -1.4 -5.5 3.5 9.0 -15.7 36.0 0.437 17 218.35 -8.8 -1.4 -5.1 2.6 7.7 -15.2 36.0 0.424 18 231.19 -7.3 -1.1 -4.0 1.7 5.8 -12.5 36.0 0.346 19 244.04 -4.4 -0.7 -2.4 0.9 3.2 -7.4 36.0 0.206 20 256.88 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 Governing expression for allowable compression stress Tenth Pt Expression 4 (6.10.8.2.3-2) Cb 1.0308 Rb 1.0000 Rh 1.0000 5 (6.10.8.2.3-2) Cb 1.0308 Rb 1.0000 Rh 1.0000 6 (6.10.8.2.3-2) Cb 1.0308 Rb 1.0000 Rh 1.0000 7 (6.10.8.2.3-2) Cb 1.0308 Rb 1.0000 Rh 1.0000 13 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 14 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 15 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 16 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 17 (6.10.8.2.3-2) Cb 1.0580 Rb 1.0000 Rh 1.0000 18 (6.10.8.2.3-2) Cb 1.0580 Rb 1.0000 Rh 1.0000 19 (6.10.8.2.3-2) Cb 1.6477 Rb 1.0000 Rh 1.0000 Cb for unbraced lengths spanning between tenth points Beginning End Cb 39.49 51.35 1.03 205.52 217.38 1.06 Perf. ratio for compact section is (factored mom/mom strength) if this is less than (total stress/allowable stress) Shear Stress Shear Stress - ksi Tenth Loc Total Allow Ratio 0 0.00 16.7 20.9 0.798 1 12.84 13.0 20.4 0.639 2 25.69 9.6 20.4 0.469 3 38.53 6.4 20.4 0.312 4 51.38 5.0 20.4 0.245 5 64.22 7.6 20.4 0.371 6 77.06 10.3 20.4 0.506 7 89.91 12.7 20.4 0.625 8 102.75 12.3 20.9 0.588 9 115.60 13.0 20.9 0.621 10 128.44 14.6 20.8 0.702 11 141.28 13.0 20.9 0.621 12 154.13 12.3 20.9 0.588 13 166.97 12.7 20.4 0.625 14 179.82 10.3 20.4 0.506 15 192.66 7.6 20.4 0.371 16 205.50 5.0 20.4 0.245 17 218.35 6.3 20.4 0.311 18 231.19 9.6 20.4 0.469 19 244.04 13.0 20.4 0.639 20 256.88 16.7 20.9 0.798 First of two splice entries is to left of splice, second is to right of splice. Note: this table assumes the given transverse stiffener dimensions are adequate, but the program checks 6.10.11.1.3 and issues a warning in the messages when the transverse stiffener dimensions are not adequate. Bottom Flange Factored Bending Stress - Strength I Loading Factored Bending Stresses - Strength I - ksi Tenth Loc ----------------- Bottom Flange ----------------- Point DC1 DC2+DW Max Min LL+I Wind Tot Allow Ratio LL+I LL+I Rng 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 1 12.84 4.4 1.0 5.7 -1.0 6.7 0.0 11.0 36.0 0.262 2 25.69 7.3 1.6 9.8 -1.9 11.7 0.0 18.7 36.0 0.444 3 38.53 8.8 2.0 12.3 -2.9 15.1 0.0 23.0 36.0 0.548 4 51.38 8.9 2.0 13.2 -3.8 17.1 0.0 24.1 36.0 0.574 5 64.22 7.5 1.7 12.8 -4.8 17.7 0.0 22.1 36.0 0.526 6 77.06 4.8 1.1 11.3 -5.8 17.0 0.0 17.1 36.0 0.409 7 89.91 0.5 0.1 8.3 -6.6 14.9 0.0 9.0 36.0 0.218 Bot.Flg.Spl. -1.2 -0.3 7.0 -6.8 13.8 0.0 -8.3 36.0 0.230 Bot.Flg.Spl. -1.1 -0.3 6.3 -6.0 12.3 0.0 -7.4 36.0 0.204 8 102.75 -4.1 -1.0 4.0 -6.3 10.3 0.0 -11.4 36.0 0.315 9 115.60 -8.8 -2.0 1.4 -8.3 9.7 0.0 -19.1 36.0 0.531 10 128.44 -13.4 -3.1 0.0 -11.5 11.5 0.0 -28.0 36.0 0.777 11 141.28 -8.8 -2.0 1.4 -8.3 9.7 0.0 -19.1 36.0 0.531 12 154.13 -4.1 -1.0 4.0 -6.3 10.3 0.0 -11.3 36.0 0.315 Bot.Flg.Spl. -1.1 -0.3 6.3 -6.0 12.3 0.0 -7.4 36.0 0.204 Bot.Flg.Spl. -1.2 -0.3 7.0 -6.8 13.8 0.0 -8.3 36.0 0.230 13 166.97 0.5 0.1 8.3 -6.5 14.9 0.0 9.0 36.0 0.218 14 179.82 4.8 1.1 11.3 -5.8 17.0 0.0 17.1 36.0 0.409 15 192.66 7.5 1.7 12.8 -4.8 17.6 0.0 22.1 36.0 0.526 16 205.50 8.9 2.0 13.2 -3.8 17.1 0.0 24.1 36.0 0.573 17 218.35 8.8 2.0 12.2 -2.9 15.1 0.0 23.0 36.0 0.548 18 231.19 7.3 1.6 9.7 -1.9 11.7 0.0 18.7 36.0 0.444 19 244.04 4.4 1.0 5.7 -1.0 6.7 0.0 11.0 36.0 0.262 20 256.88 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 Governing expression for allowable compression stress Tenth Pt Expression 7 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 8 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 9 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 10 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 11 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 12 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 13 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 Perf. ratio for compact section is (factored mom/mom strength) if this is less than (total stress/allowable stress) First of two splice entries is to left of splice, second is to right of splice. Factored Slab and Rebar Stresses Factored Bending Stresses - ksi Tenth Loc ----- Slab ----- ---- Rebars ---- Point Comp Max Tot Comp Min Tot Dead LL+I Dead LL+I 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 12.84 -0.07 -0.39 -0.46 0.00 0.91 0.91 2 25.69 -0.11 -0.67 -0.78 0.00 1.82 1.82 3 38.53 -0.13 -0.84 -0.97 0.00 2.73 2.73 4 51.38 -0.13 -0.91 -1.04 0.00 3.64 3.64 5 64.22 -0.11 -0.88 -0.99 0.00 4.55 4.55 6 77.06 -0.07 -0.77 -0.84 0.00 5.46 5.46 7 89.91 -0.02 -0.57 -0.58 0.00 6.20 6.20 8 102.75 0.00 -0.29 -0.29 0.91 5.97 6.88 9 115.60 0.00 -0.10 -0.10 1.92 7.87 9.79 10 128.44 0.00 0.00 0.00 2.93 10.83 13.76 11 141.28 0.00 -0.10 -0.10 1.92 7.88 9.80 12 154.13 0.00 -0.29 -0.29 0.91 5.96 6.87 13 166.97 -0.02 -0.57 -0.58 0.00 6.19 6.19 14 179.82 -0.07 -0.77 -0.84 0.00 5.45 5.45 15 192.66 -0.11 -0.88 -0.99 0.00 4.54 4.54 16 205.50 -0.13 -0.91 -1.04 0.00 3.63 3.63 17 218.35 -0.13 -0.84 -0.97 0.00 2.73 2.73 18 231.19 -0.11 -0.67 -0.78 0.00 1.82 1.82 19 244.04 -0.07 -0.39 -0.46 0.00 0.91 0.91 20 256.88 0.00 0.00 0.00 0.00 0.00 0.00 Only slab compression stresses tabulated. Constructibility of Web in Bending Compression Bending Stress for Constructibility - ksi Tenth Noncomp. Dead Noncomp. Dead Rb Rh Web Allow Ratio Point Factored Mom Web Bending 6.10.1.9 Stress 0 0.00 0.00 1.0000 1.0000 36.00 0.000 1 928.12 4.05 1.0000 1.0000 36.00 0.112 2 1552.43 6.77 1.0000 1.0000 36.00 0.188 3 1872.95 8.16 1.0000 1.0000 36.00 0.227 4 1889.65 8.24 1.0000 1.0000 36.00 0.229 5 1602.56 6.98 1.0000 1.0000 36.00 0.194 6 1011.66 4.41 1.0000 1.0000 36.00 0.122 7 116.89 0.50 1.0000 1.0000 36.00 0.014 8 -1083.94 3.77 1.0000 1.0000 36.00 0.105 9 -2599.10 8.15 1.0000 1.0000 36.00 0.226 10 -4432.13 12.59 1.0000 1.0000 36.00 0.350 11 -2599.10 8.15 1.0000 1.0000 36.00 0.226 12 -1083.94 3.77 1.0000 1.0000 36.00 0.105 13 116.89 0.50 1.0000 1.0000 36.00 0.014 14 1011.66 4.41 1.0000 1.0000 36.00 0.122 15 1602.56 6.98 1.0000 1.0000 36.00 0.194 16 1889.66 8.24 1.0000 1.0000 36.00 0.229 17 1872.95 8.16 1.0000 1.0000 36.00 0.227 18 1552.44 6.77 1.0000 1.0000 36.00 0.188 19 928.13 4.05 1.0000 1.0000 36.00 0.112 20 0.00 0.00 1.0000 1.0000 36.00 0.000 Top Flange Permanent Deflection Control Stress Top Flange 6.10.4.2 Permanent Deflection Control - ksi Tenth Location DC1 DC2+ 1.3LL+I 1.3LL+I Total Allowable Ratio DW Max Min 0 0.00 0.00 0.00 0.00 0.00 0.00 34.20 0.000 1 12.84 -3.49 -0.54 -1.75 0.28 -5.79 34.20 0.169 2 25.69 -5.85 -0.90 -3.00 0.56 -9.75 34.20 0.285 3 38.53 -7.05 -1.08 -3.78 0.83 -11.91 34.20 0.348 4 51.38 -7.12 -1.09 -4.07 1.11 -12.28 34.20 0.359 5 64.22 -6.03 -0.92 -3.96 1.39 -10.91 34.20 0.319 6 77.06 -3.81 -0.58 -3.47 1.67 -7.86 34.20 0.230 7 89.91 -0.43 -0.06 -2.57 1.90 -3.06 34.20 0.089 Top.flg.spl. 0.97 0.16 -2.18 1.97 3.11 34.20 0.091 Top.flg.spl. 0.86 0.15 -2.10 1.90 2.91 34.20 0.085 8 102.75 3.27 0.53 -1.35 2.00 5.81 34.20 0.170 9 115.60 7.00 1.14 -0.46 2.68 10.82 34.20 0.316 10 128.44 10.74 1.75 0.00 3.74 16.23 34.20 0.474 11 141.28 7.00 1.14 -0.46 2.68 10.82 34.20 0.316 12 154.13 3.27 0.53 -1.35 2.00 5.80 34.20 0.170 Top.flg.spl. 0.86 0.15 -2.10 1.90 2.91 34.20 0.085 Top.flg.spl. 0.97 0.16 -2.18 1.97 3.10 34.20 0.091 13 166.97 -0.43 -0.06 -2.57 1.90 -3.06 34.20 0.089 14 179.82 -3.81 -0.58 -3.47 1.67 -7.86 34.20 0.230 15 192.66 -6.03 -0.92 -3.95 1.39 -10.91 34.20 0.319 16 205.50 -7.12 -1.09 -4.07 1.11 -12.28 34.20 0.359 17 218.35 -7.05 -1.08 -3.77 0.83 -11.91 34.20 0.348 18 231.19 -5.85 -0.90 -3.00 0.56 -9.75 34.20 0.285 19 244.04 -3.49 -0.54 -1.75 0.28 -5.79 34.20 0.169 20 256.88 0.00 0.00 0.00 0.00 0.00 34.20 0.000 Bottom Flange Permanent Deflection Control Stress Bottom Flange 6.10.4.2 Permanent Deflection Control - ksi Tenth Location DC1 DC2+ 1.3LL+I 1.3LL+I Total Allowable Ratio DW Max Min 0 0.00 0.00 0.00 0.00 0.00 0.00 34.20 0.000 1 12.84 3.49 0.78 4.23 -0.67 8.51 34.20 0.249 2 25.69 5.85 1.31 7.24 -1.34 14.40 34.20 0.421 3 38.53 7.05 1.58 9.10 -2.01 17.74 34.20 0.519 4 51.38 7.12 1.59 9.82 -2.68 18.53 34.20 0.542 5 64.22 6.03 1.35 9.54 -3.35 16.93 34.20 0.495 6 77.06 3.81 0.85 8.37 -4.02 13.02 34.20 0.381 7 89.91 0.43 0.09 6.17 -4.57 6.69 34.20 0.196 Bot.flg.spl. -0.97 -0.23 5.22 -4.73 -5.93 26.95* 0.220 Bot.flg.spl. -0.86 -0.20 4.65 -4.21 -5.28 34.20 0.154 8 102.75 -3.27 -0.75 2.97 -4.41 -8.42 34.20 0.246 9 115.60 -7.00 -1.58 1.00 -5.82 -14.40 34.20 0.421 10 128.44 -10.74 -2.41 0.00 -8.01 -21.16 30.33* 0.698 11 141.28 -7.00 -1.58 1.00 -5.82 -14.40 34.20 0.421 12 154.13 -3.27 -0.75 2.97 -4.40 -8.42 34.20 0.246 Bot.flg.spl. -0.86 -0.20 4.65 -4.20 -5.27 34.20 0.154 Bot.flg.spl. -0.97 -0.23 5.22 -4.72 -5.93 26.95* 0.220 13 166.97 0.43 0.09 6.17 -4.57 6.69 34.20 0.195 14 179.82 3.81 0.85 8.36 -4.02 13.02 34.20 0.381 15 192.66 6.03 1.35 9.53 -3.35 16.92 34.20 0.495 16 205.50 7.12 1.59 9.81 -2.68 18.52 34.20 0.542 17 218.35 7.05 1.58 9.10 -2.01 17.73 34.20 0.519 18 231.19 5.85 1.31 7.24 -1.34 14.40 34.20 0.421 19 244.04 3.49 0.78 4.23 -0.67 8.51 34.20 0.249 20 256.88 0.00 0.00 0.00 0.00 0.00 34.20 0.000 * Web bend buckling governs Slab used for negative moment properties. Factored Noncomp Dead Wet Concrete Stress Factored Noncomp Dead Wet Concrete Stresses - ksi [While the constructibility load factor is used for this table, slab pouring is not. Actual stresses are dependent on the pouring sequence and may be significantly different from those printed here.] Tenth Loc Top Allow- Bottom Allow- Point Flange able Flange able 0 0.0 0.0 36.0 0.0 36.0 1 12.8 -4.4 36.0 4.4 36.0 2 25.7 -7.3 36.0 7.3 36.0 3 38.5 -8.8 36.0 8.8 36.0 4 51.4 -8.9 36.0 8.9 36.0 5 64.2 -7.5 36.0 7.5 36.0 6 77.1 -4.8 36.0 4.8 36.0 7 89.9 -0.5 36.0 0.5 36.0 Top flg.spl 94.4 1.2 36.0 -1.2 36.0 Top flg.spl 94.4 1.1 36.0 -1.1 36.0 Bot.flg.spl 94.4 1.2 36.0 -1.2 36.0 Bot.flg.spl 94.4 1.1 36.0 -1.1 36.0 8 102.8 4.1 36.0 -4.1 36.0 9 115.6 8.7 36.0 -8.7 36.0 10 128.4 13.4 36.0 -13.4 36.0 11 141.3 8.7 36.0 -8.7 36.0 12 154.1 4.1 36.0 -4.1 36.0 Top flg.spl 162.4 1.0 36.0 -1.0 36.0 Top flg.spl 162.4 1.2 36.0 -1.2 36.0 Bot.flg.spl 162.4 1.0 36.0 -1.0 36.0 Bot.flg.spl 162.4 1.2 36.0 -1.2 36.0 13 167.0 -0.5 36.0 0.5 36.0 14 179.8 -4.8 36.0 4.8 36.0 15 192.7 -7.5 36.0 7.5 36.0 16 205.5 -8.9 36.0 8.9 36.0 17 218.3 -8.8 36.0 8.8 36.0 18 231.2 -7.3 36.0 7.3 36.0 19 244.0 -4.4 36.0 4.4 36.0 20 256.9 0.0 36.0 0.0 36.0 Construction load factor 1.25 being used for this table. Factored Strengths Factored Strengths Forces include ductility, redundancy, and operational factors Tenth Loc Factored Shear Factored Bending Point Shear Strength Moment Strength (k ) (k ) Ratio (k-ft) (k-ft) Ratio HL93 HL93 0 0.00 312.6 391.5 (5) 0.798 0.0 9344.1 (20) 0.000 1 12.84 244.2 382.3 (3) 0.639 2450.1 I 9344.1 (20) 0.262 2 25.69 179.4 382.3 (3) 0.469 4150.3 I 9344.1 (20) 0.444 3 38.53 119.1 382.3 (3) 0.312 5118.8 I 9344.1 (20) 0.548 4 51.38 93.5 382.3 (3) 0.245 5359.7 I 9344.1 (20) 0.574 5 64.22 141.9 382.3 (3) 0.371 4919.1 I 9344.1 (20) 0.526 6 77.06 193.5 382.5 (3) 0.506 3828.0 I 9348.1 (20) 0.409 7 89.91 244.9 392.0 (3) 0.625 2099.9 I 9618.8 (20) 0.218 8 102.75 296.1 503.3 (3) 0.588 3033.7 I 9625.9 (6) 0.315 9 115.60 347.1 559.2 (3) 0.621 5709.6 I 10761.5 (6) 0.531 10L 128.44 430.8 613.9 (3) 0.702 9290.5 I 11953.5 (6) 0.777 10R 128.44 430.8 616.0 (3) 0.699 9290.5 I 11953.5 (6) 0.777 11 141.28 347.1 559.2 (3) 0.621 5710.8 I 10761.5 (6) 0.531 12 154.13 296.1 503.3 (3) 0.588 3032.1 I 9625.9 (6) 0.315 13 166.97 244.9 392.0 (3) 0.625 2099.3 I 9618.8 (20) 0.218 14 179.82 193.5 382.5 (3) 0.506 3826.3 I 9348.1 (20) 0.409 15 192.66 141.9 382.3 (3) 0.371 4917.2 I 9344.1 (20) 0.526 16 205.50 93.6 382.3 (3) 0.245 5358.1 I 9344.1 (20) 0.573 17 218.35 119.1 382.3 (3) 0.311 5117.6 I 9344.1 (20) 0.548 18 231.19 179.3 382.3 (3) 0.469 4149.5 I 9344.1 (20) 0.444 19 244.04 244.1 382.3 (3) 0.639 2449.8 I 9344.1 (20) 0.262 20 256.88 312.5 391.5 (5) 0.798 0.0 9344.1 (20) 0.000 Absolute values of factored moment are shown with determining strength Shear Strength at Intermediate Transverse Stiffeners not Located at a Tenth Point 1.96 302.2 391.5 (3) 0.772 3.92 291.7 382.3 (3) 0.763 6.88 275.9 382.3 (3) 0.722 9.85 260.1 382.3 (3) 0.680 15.77 229.4 382.3 (3) 0.600 18.74 214.4 382.3 (3) 0.561 21.70 199.5 382.3 (3) 0.522 24.67 184.6 382.3 (3) 0.483 27.63 170.3 382.3 (3) 0.445 30.59 156.4 382.3 (3) 0.409 33.56 142.5 382.3 (3) 0.373 36.52 128.5 382.3 (3) 0.336 39.49 117.2 382.3 (3) 0.307 42.45 111.3 382.3 (3) 0.291 45.41 105.4 382.3 (3) 0.276 48.38 99.5 382.3 (3) 0.260 54.31 104.6 382.3 (3) 0.273 57.27 115.7 382.3 (3) 0.303 60.24 126.9 382.3 (3) 0.332 63.20 138.1 382.3 (3) 0.361 66.16 149.7 382.3 (3) 0.392 69.13 161.6 382.3 (3) 0.423 72.09 173.5 382.3 (3) 0.454 75.06 185.4 382.3 (3) 0.485 78.02 197.3 382.7 (3) 0.516 80.99 209.2 383.6 (3) 0.545 83.95 221.0 385.6 (3) 0.573 86.91 232.9 388.4 (3) 0.600 92.84 256.6 396.5 (3) 0.647 95.81 268.4 482.0 (3) 0.557 98.77 280.2 490.2 (3) 0.572 101.73 292.0 499.6 (3) 0.585 104.70 303.8 510.3 (3) 0.595 107.66 315.6 522.2 (3) 0.604 110.63 327.3 534.9 (3) 0.612 113.59 339.1 548.9 (3) 0.618 116.56 353.3 564.2 (3) 0.626 119.52 372.6 580.7 (3) 0.642 122.48 391.9 597.1 (3) 0.656 125.45 411.3 606.4 (3) 0.678 131.38 411.6 607.6 (3) 0.677 134.34 392.3 597.5 (3) 0.657 137.30 373.0 581.0 (3) 0.642 140.27 353.7 564.5 (3) 0.627 143.23 339.3 549.2 (3) 0.618 146.20 327.6 535.2 (3) 0.612 149.16 315.8 522.4 (3) 0.605 152.13 304.0 510.5 (3) 0.596 155.09 292.3 499.8 (3) 0.585 158.05 280.4 490.4 (3) 0.572 161.02 268.6 482.2 (3) 0.557 163.98 256.8 396.6 (3) 0.648 169.91 233.1 388.4 (3) 0.600 172.87 221.3 385.6 (3) 0.574 175.84 209.4 383.6 (3) 0.546 178.80 197.6 382.7 (3) 0.516 181.77 185.7 382.3 (3) 0.486 184.73 173.8 382.3 (3) 0.455 187.70 161.9 382.3 (3) 0.423 190.66 150.0 382.3 (3) 0.392 193.62 138.3 382.3 (3) 0.362 196.59 127.1 382.3 (3) 0.333 199.55 116.0 382.3 (3) 0.303 202.52 104.8 382.3 (3) 0.274 208.44 99.4 382.3 (3) 0.260 211.41 105.3 382.3 (3) 0.275 214.37 111.2 382.3 (3) 0.291 217.34 117.1 382.3 (3) 0.306 220.30 128.2 382.3 (3) 0.335 223.27 142.1 382.3 (3) 0.372 226.23 156.1 382.3 (3) 0.408 229.19 170.0 382.3 (3) 0.445 232.16 184.2 382.3 (3) 0.482 235.12 199.2 382.3 (3) 0.521 238.09 214.1 382.3 (3) 0.560 241.05 229.1 382.3 (3) 0.599 246.98 259.8 382.3 (3) 0.679 249.94 275.6 382.3 (3) 0.721 252.91 291.3 382.3 (3) 0.762 254.87 301.8 391.5 (3) 0.771 (3) Vp(C+.87(1-C)/sqrt(1+(Do/D)**2)) (5) C 0.58 Fyw D t (20) Compact section (6) Rb Rh FY S(equiv) Maximum moment in factored strength expression Lrfd Ratings [This table uses the rating equation (6B.4.1-1) of the 2011 edition of the Manual for Bridge Evaluation where A1D is the sum of factored composite dead, noncomposite dead, and factored wearing surface loads. The denominator A2L(1+I) is the factored live load. If equation (6a.4.2.1-1) is to be used for LRFR ratings the condition LRFR RATINGS must be used in the girder input file.] HL93 Strength I Span 1 Rating Factors Location Compct Mom Shear Bending Shear Cap/Noncmpt Capacity Allow Stress Inv. Oper. Inv. Oper. 0.00 9344. C 391.50 >999.00 B>999.00 1.38 2.41 12.84 9344. C 382.34 6.28 B 11.00 1.81 3.18 25.69 9344. C 382.34 3.32 B 5.82 2.51 4.40 38.53 9344. C 382.34 2.50 B 4.38 3.56 6.23 51.38 9344. C 382.34 2.32 B 4.05 4.59 8.03 64.22 9344. C 382.34 2.50 B 4.38 3.41 5.97 77.06 9348. C 382.48 3.14 B 5.49 2.55 4.46 89.91 9619. C 392.02 4.84 B 8.47 2.02 3.54 94.44L 8112. C 399.34 5.07 B 8.87 1.90 3.32 94.44R 9144. C 478.93 5.74 B 10.05 2.42 4.24 102.75 36000. B 503.25 4.91 B 8.59 2.25 3.94 115.60 36000. B 559.18 3.03 B 5.30 2.14 3.74 128.44 36000. B 613.88 1.70 B 2.98 1.76 3.09 Span 2 Rating Factors Location Compct Mom Shear Bending Shear Cap/Noncmpt Capacity Allow Stress Inv. Oper. Inv. Oper. 0.00 36000. B 616.01 1.70 B 2.98 1.77 3.10 12.84 36000. B 559.18 3.03 B 5.30 2.14 3.74 25.69 36000. B 503.25 4.92 B 8.60 2.25 3.94 34.00L 36000. B 478.93 5.77 B 10.09 2.42 4.24 34.00R 36000. B 399.34 5.09 B 8.91 1.90 3.32 38.53 9619. C 392.02 4.84 B 8.47 2.02 3.54 51.38 9348. C 382.48 3.14 B 5.50 2.55 4.46 64.22 9344. C 382.34 2.51 B 4.38 3.41 5.97 77.06 9344. C 382.34 2.32 B 4.05 4.59 8.03 89.91 9344. C 382.34 2.51 B 4.39 3.56 6.23 102.75 9344. C 382.34 3.33 B 5.82 2.52 4.40 115.60 9344. C 382.34 6.29 B 11.00 1.82 3.18 128.44 9344. C 391.50 >999.00 B>999.00 1.38 2.41 Service II Span 1 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S > 999.00 B>999.00 12.84 34200. S 7.07 B 9.20 25.69 34200. S 3.73 B 4.85 38.53 34200. S 2.81 B 3.65 51.38 34200. S 2.60 B 3.37 64.22 34200. S 2.81 B 3.65 77.06 34200. S 3.53 B 4.59 89.91 34200. S 5.46 B 7.09 94.44L 34200. S 6.31 B 8.21 94.44R 34200. S 6.76 B 8.78 102.75 34200. S 6.44 B 8.37 115.60 34200. S 4.14 B 5.38 128.44 34200. S 2.47 B 3.20 Span 2 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S 2.47 B 3.20 12.84 34200. S 4.14 B 5.38 25.69 34200. S 6.45 B 8.38 34.00L 34200. S 7.13 B 9.27 34.00R 34200. S 6.32 B 8.21 38.53 34200. S 5.46 B 7.10 51.38 34200. S 3.53 B 4.59 64.22 34200. S 2.81 B 3.66 77.06 34200. S 2.60 B 3.38 89.91 34200. S 2.81 B 3.65 102.75 34200. S 3.73 B 4.85 115.60 34200. S 7.07 B 9.20 128.44 34200. S > 999.00 B>999.00 ***************************************************** Minimum rating is 1.38 at location 0.00 in span 1. ***************************************************** Rating Codes: T - Top steel governs B - Bottom steel governs C - Concrete governs R - Rebar governs V - Shear governs S - Serviceability governs Mom Strength Codes: C - Compact B - Braced non-compact U - Unbraced non-compact T - Transition between compact and braced non-compact S - Serviceability Noncompact shapes ratings based on stress, as Fb - factored dead load stress IR = -------------------------------- factored LL+I stress Bearing Stiffeners Bearing Stiffeners Location Factored Allowable Ratio Allowable Ratio from Left End Reaction Column Bearing of Web Sect. Force Force (ft) (k ) (k ) (k ) 0.00 314.27 515.13 0.610 567.00 0.554 128.44 789.81 792.02 0.997 1008.00 0.784 256.88 314.16 485.79 0.647 567.00 0.554 Fatigue Fatigue Summary Condition Location Category Force Actual Allowable Ratio from Left (Table Range Stress Stress End of 6.6.1.2.3-1) (k-ft) Range Range Girder Base metal 12.84 B 418.41 1.80 16.00 0.112 Base metal 25.69 B 712.45 3.06 16.00 0.192 Base metal 38.53 B 891.62 3.84 16.00 0.240 Base metal 51.38 B 981.09 4.22 16.00 0.264 Base metal 64.22 B 1004.48 4.32 16.00 0.270 Base metal 77.06 B 979.31 4.21 16.00 0.263 Base metal 89.91 B 879.37 3.68 16.00 0.230 Near flg-web weld 12.84 B 418.41 1.70 16.00 0.107 Near flg-web weld 25.69 B 712.45 2.90 16.00 0.181 Near flg-web weld 38.53 B 891.62 3.63 16.00 0.227 Near flg-web weld 51.38 B 981.09 4.00 16.00 0.250 Near flg-web weld 64.22 B 1004.48 4.09 16.00 0.256 Near flg-web weld 77.06 B 979.31 3.99 16.00 0.249 Near flg-web weld 89.91 B 879.37 3.49 16.00 0.218 Top Flg. splice 94.44 B 831.75 1.44 16.00 0.090 Bot.Flg. splice 94.44 B 831.75 3.46 16.00 0.216 Trans. stiff. toe 63.20 C' 1002.62 3.97 12.00 0.331 Full depth conn PL 15.77 C' 485.42 2.01 12.00 0.167 Full depth conn PL 27.63 C' 739.55 3.06 12.00 0.255 Full depth conn PL 39.49 C' 898.29 3.71 12.00 0.310 Full depth conn PL 51.35 C' 980.90 4.06 12.00 0.338 Full depth conn PL 63.21 C' 1002.64 4.15 12.00 0.346 Full depth conn PL 75.07 C' 983.22 4.07 12.00 0.339 Full depth conn PL 86.93 C' 902.56 3.67 12.00 0.306 Shear (6.10.5.3) 12.84 114.34 6.10 19.20 0.318 Base metal 102.75 C 727.68 1.16 10.00 0.116 Base metal 115.60 C 601.77 0.87 10.00 0.087 Base metal 128.44 C 539.71 0.71 10.00 0.071 Base metal 141.28 C 601.35 0.87 10.00 0.087 Base metal 154.13 C 727.14 1.16 10.00 0.116 Near flg-web weld 102.75 B 727.68 1.02 16.00 0.064 Near flg-web weld 115.60 B 601.77 0.77 16.00 0.048 Near flg-web weld 128.44 B 539.71 0.64 16.00 0.040 Near flg-web weld 141.28 B 601.35 0.77 16.00 0.048 Near flg-web weld 154.13 B 727.14 1.02 16.00 0.064 Top Flg. splice 162.44 B 831.18 1.44 16.00 0.090 Bot.Flg. splice 162.44 B 831.18 3.45 16.00 0.216 Trans. stiff. toe 161.02 C' 808.46 1.05 12.00 0.088 Full depth conn PL 98.79 C' 774.51 1.11 12.00 0.093 Full depth conn PL 110.65 C' 650.29 0.87 12.00 0.073 Full depth conn PL 122.51 C' 568.39 0.69 12.00 0.058 Full depth conn PL 128.44 C' 539.71 0.64 12.00 0.053 Full depth conn PL 134.36 C' 568.15 0.69 12.00 0.058 Full depth conn PL 146.22 C' 649.74 0.87 12.00 0.073 Full depth conn PL 158.08 C' 773.83 1.11 12.00 0.093 Shear (6.10.5.3) 128.44 226.08 7.66 20.79 0.368 Rebars 128.44 359.81 0.74 23.84 0.031 Base metal 166.97 B 878.75 3.73 16.00 0.233 Base metal 179.82 B 978.45 4.27 16.00 0.267 Base metal 192.66 B 1003.60 4.38 16.00 0.274 Base metal 205.50 B 980.50 4.28 16.00 0.267 Base metal 218.35 B 891.08 3.89 16.00 0.243 Base metal 231.19 B 712.08 3.11 16.00 0.194 Base metal 244.04 B 418.25 1.83 16.00 0.114 Near flg-web weld 166.97 B 878.75 3.54 16.00 0.221 Near flg-web weld 179.82 B 978.45 4.04 16.00 0.253 Near flg-web weld 192.66 B 1003.60 4.15 16.00 0.259 Near flg-web weld 205.50 B 980.50 4.05 16.00 0.253 Near flg-web weld 218.35 B 891.08 3.69 16.00 0.230 Near flg-web weld 231.19 B 712.08 2.94 16.00 0.184 Near flg-web weld 244.04 B 418.25 1.73 16.00 0.108 Trans. stiff. toe 190.66 C' 999.68 3.96 12.00 0.330 Full depth conn PL 169.94 C' 901.82 3.67 12.00 0.306 Full depth conn PL 181.80 C' 982.34 4.06 12.00 0.339 Full depth conn PL 193.66 C' 1001.80 4.14 12.00 0.345 Full depth conn PL 205.52 C' 980.37 4.05 12.00 0.338 Full depth conn PL 217.38 C' 897.82 3.71 12.00 0.309 Full depth conn PL 229.24 C' 739.28 3.06 12.00 0.255 Full depth conn PL 241.10 C' 485.42 2.01 12.00 0.167 Shear (6.10.5.3) 244.04 114.32 6.10 19.20 0.318 Transverse stf checked only at location of max moment range on web section. Max Performance Ratios Maximum Performance Ratios Criterion Location Max ft Performance Ratio Design and tandem trucks Shear 0.00 0.798 Bending 128.44 0.777 Fatigue truck Fatigue 63.21 0.346 Shear fatigue 128.44 0.368 Bearing Stf. 128.44 0.997 Shear Connectors Girder 1 Shear Connectors Maximum Pitch for 0.875 X 4.50 Stud Connectors for Fatigue Tenth Location Shear Q I Studs in Max Pitch Point Range a Line (k ) (in) 0 0.00 76.16 1281.7 104951. 2 9.05 1 12.84 54.68 1281.7 104951. 2 12.61 2 25.69 46.30 1281.7 104951. 2 14.89 3 38.53 42.59 1281.7 104951. 2 16.19 4 51.38 45.38 1281.7 104951. 2 15.20 5 64.22 47.26 1281.7 104951. 2 14.59 6 77.06 49.44 1282.2 105030. 2 13.95 7 89.91 52.45 1315.2 110551. 2 13.50 8 102.75 56.22 169.5 100122. 2 88.47 * 9 115.60 59.68 186.6 123452. 2 93.38 * 10 128.44 73.34 204.1 150149. 2 84.48 * 11 141.28 58.64 186.6 123452. 2 95.04 * 12 154.13 54.99 169.5 100122. 2 90.47 * 13 166.97 51.83 1315.2 110551. 2 13.66 14 179.82 49.45 1282.2 105030. 2 13.95 15 192.66 47.27 1281.7 104951. 2 14.59 16 205.50 45.39 1281.7 104951. 2 15.19 17 218.35 45.03 1281.7 104951. 2 15.31 18 231.19 48.04 1281.7 104951. 2 14.35 19 244.04 54.66 1281.7 104951. 2 12.62 20 256.88 76.14 1281.7 104951. 2 9.06 Slab not used for Q and I in negative moment regions. HL93 fatigue truck shear range used for the above. * Use 24 inches as per 6.10.10.1.2 Total Number Required for Strength Span 1 64 between tenth points 0 and 4 98 between tenth points 4 and 10 Span 2 98 between tenth points 10 and 16 64 between tenth points 16 and 20 Weight Girder 1 Weight Volume Weight cu ft k Top Flange 88.46 43.35 Web 36.95 18.10 Bottom Flange 88.46 43.35 Flange-Web Weld 0.17 Bearing Stiffeners 1.58 0.78 Intermediate Stiff. 16.40 8.04 Steel in extensions 0.78 Additional Steel 17.06 Total Steel 131.62 Slab 1712.53 256.88 Concrete in extensions 1.90 Additional Concrete 4.21 Total Concrete 262.99 Total Steel and Concrete 394.61 Noncomposite weight data used in girder input is used for analysis loading. Deflections Service Deflections - in Noncomp Noncomp Noncomp Comp Comp Live+I Live+I Dead Dead Dead Dead Dead Max Max Total Steel Slab Excldg Wearng Up Down Only Only Wearng Surfce Only SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 0.598 0.186 0.412 0.114 0.000 0.052 0.192 2 1.094 0.340 0.753 0.208 0.000 0.100 0.363 3 1.417 0.441 0.975 0.270 0.000 0.142 0.493 4 1.531 0.477 1.054 0.292 0.000 0.173 0.567 5 1.435 0.448 0.988 0.274 0.000 0.192 0.574 6 1.164 0.363 0.801 0.223 0.000 0.194 0.518 7 0.787 0.246 0.541 0.151 0.000 0.176 0.412 8 0.402 0.126 0.276 0.077 0.000 0.137 0.275 9 0.112 0.035 0.077 0.022 0.000 0.077 0.132 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.113 0.036 0.077 0.022 0.000 0.077 0.132 12 0.403 0.127 0.276 0.077 0.000 0.136 0.275 13 0.787 0.247 0.541 0.151 0.000 0.176 0.411 14 1.165 0.364 0.801 0.223 0.000 0.194 0.519 15 1.436 0.448 0.988 0.274 0.000 0.192 0.574 16 1.531 0.477 1.054 0.292 0.000 0.174 0.568 17 1.417 0.441 0.976 0.270 0.000 0.142 0.493 18 1.094 0.341 0.753 0.209 0.000 0.100 0.363 19 0.598 0.186 0.412 0.114 0.000 0.052 0.193 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Includes sidewalk deflections. Wearing surface deflections are for future wearing surface. Loading for defl uses larger of des trk alone or 0.25 des truck + full lane Deflections use a multipresence factor of 0.65 on 4 lanes. Loc Brace 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace 15.77 0.720 0.224 0.496 0.137 0.000 0.063 0.233 Brace 27.63 1.154 0.359 0.795 0.220 0.000 0.107 0.385 Brace 39.49 1.432 0.446 0.986 0.273 0.000 0.144 0.500 Brace 51.35 1.531 0.477 1.054 0.292 0.000 0.173 0.567 Brace 63.21 1.449 0.452 0.997 0.277 0.000 0.191 0.575 Brace 75.07 1.214 0.379 0.835 0.232 0.000 0.195 0.530 Brace 86.93 0.875 0.273 0.601 0.168 0.000 0.182 0.439 Web Spl 94.44 0.652 0.204 0.448 0.125 0.000 0.165 0.367 Brace 98.79 0.511 0.160 0.351 0.098 0.000 0.151 0.318 Brace 110.65 0.203 0.064 0.139 0.039 0.000 0.102 0.186 Brace 122.51 0.030 0.009 0.020 0.006 0.000 0.038 0.060 Brace 128.44 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace 134.36 0.030 0.009 0.020 0.006 0.000 0.038 0.060 Brace 146.22 0.203 0.064 0.139 0.039 0.000 0.102 0.186 Brace 158.08 0.511 0.160 0.351 0.098 0.000 0.151 0.318 Web Spl 162.44 0.652 0.205 0.448 0.125 0.000 0.164 0.366 Brace 169.94 0.875 0.274 0.601 0.168 0.000 0.182 0.439 Brace 181.80 1.214 0.379 0.835 0.232 0.000 0.195 0.531 Brace 193.66 1.450 0.452 0.997 0.277 0.000 0.191 0.576 Brace 205.52 1.531 0.477 1.054 0.292 0.000 0.174 0.568 Brace 217.38 1.433 0.446 0.986 0.273 0.000 0.145 0.501 Brace 229.24 1.154 0.359 0.795 0.220 0.000 0.107 0.385 Brace 241.10 0.721 0.224 0.496 0.137 0.000 0.063 0.233 Positive dead load deflection is downward. Live load deflection as indicated in column heading. Support Rotations Service Support Rotations Clockwise Positive Location Total Dead Load Live Load Range Deg Rad Deg Rad Low High Low High 0.00 0.224 0.00391 -0.049 0.136 -0.00086 0.00237 128.44 0.000 0.00000 -0.081 0.081 -0.00142 0.00142 256.88 -0.224 -0.00391 -0.127 0.049 -0.00222 0.00086 Factored Support Rotations - degrees Clockwise Counterclockwise 0.00 0.518 -0.086 128.44 0.142 -0.142 256.88 0.086 -0.503 Concurrent Max Live Reactions and Slopes Concurrent Max Live Service Reactions and Slopes Location Max Concurrent Max Concurrent Reaction Slope Slope Reaction ft k Deg Deg k 0.00 119.33 0.004 0.136 75.86 128.44 233.12 -0.002 0.081 122.13 256.88 119.27 -0.004 -0.127 57.44 Status run completed