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. Overstress in bearing - 1.069 perf. ratio at 128.44 ft (Bearing Stiffeners table) 11. 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. 12. User responsible for exterior girder strength being not less than interior girder strength. (2.5.2.7.1) 13. 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 *************************************************************** Jun 5, 2023 - 6:56 pm Files: FRA-71-19.36.R1 R1.OUT Contents of data file- ************************************************** ID: FRA-71-19.36 (BEAM 1) CONDITIONS A36 STEEL A36 STIFFENER STEEL CONCRETE DECK ON STEEL BEAMS ENGLISH INPUT ENGLISH OUTPUT EXTERIOR 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 11.8594 3.921 BSPL 94.44 68. DE 48. ESLABW 84. FPC 4. GDSPC 8. LANEW 10. MRTHETA 55.9025 55.9025 55.9025 NB 7 NL 4 NSUPBR 1 1 1 ROADWIDTH 40. SLABT 7.25 SLABWEAR 0. 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 84. 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 0.0363 WAS 0.0559 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 1) 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 252.96 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 Exterior girder Eccentricity for lever rule (in ) 48.0000 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 1.2984 1.2487 1.1990 1.1494 1.0997 1.0500 1.0500 1.0500 1.0500 1.0500 1.2501 1.0500 1.0500 1.0500 1.0500 1.0500 1.0997 1.1494 1.1990 1.2487 1.2984 Moment 0.9085 0.9085 0.9085 0.9085 0.9085 0.9085 0.9084 0.9066 0.8969 0.8886 0.8805 0.8886 0.8969 0.9066 0.9084 0.9085 0.9085 0.9085 0.9085 0.9085 0.9085 Lane fraction for fatigue limit state Shear 1.0820 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0418 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0820 Moment 0.7571 0.7571 0.7571 0.7571 0.7571 0.7571 0.7570 0.7555 0.7474 0.7405 0.7338 0.7405 0.7474 0.7555 0.7570 0.7571 0.7571 0.7571 0.7571 0.7571 0.7571 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 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.119 k/ft 1.176 k/ft 1.185 k/ft 1.195 k/ft 1.185 k/ft 1.176 k/ft 1.119 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft 1.117 k/ft Steel wt in addition to cross section included in dist dead load 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft 0.056 k/ft Conc wt in addition to slab thickness and haunch included in dist dead load 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 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 158.41 k 307.96 k 158.32 k Min unfactored live load+impact reactions -21.27 k 0.00 k -21.24 k Max unfactored live reactions - No dynamic load allowance 130.45 k 261.08 k 130.38 k Min unfactored live reactions - No dynamic load allowance -17.89 k 0.00 k -17.87 k Total unfactored dead load DC1+DC2 reactions 67.74 k 246.47 k 67.74 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 7.25 in 7.25 in Neg mom rebar area 6.09 in2 Rebar placement from bottom of slab 4.00 in Negative mom. slab used in dead load 2 analysis Slab haunch 0.00 in 0.00 in Effective slab width 84.00 in Self weight slab width 84.00 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 51.02 15.75 0.00 158.41 -21.27 130.32 80.72 1 12.84 36.67 11.32 0.00 128.02 -21.12 104.99 56.29 2 25.69 22.32 6.88 0.00 100.63 -29.38 82.72 47.66 3 38.53 7.97 2.44 0.00 76.85 -44.80 63.45 43.85 4 51.38 -6.37 -2.00 0.00 56.60 -59.69 50.90 46.72 5 64.22 -20.72 -6.43 0.00 39.76 -73.41 -61.20 48.64 6 77.06 -35.07 -10.87 0.00 27.46 -89.91 -74.07 50.89 7 89.91 -49.43 -15.31 0.00 17.17 -106.23 -87.00 53.99 Top flg spl -54.58 -16.88 0.00 14.00 -111.88 -91.52 55.27 Bot flg spl -54.58 -16.88 0.00 14.00 -111.88 -91.52 55.27 8 102.75 -64.16 -19.75 0.00 8.80 -122.10 -99.79 57.87 9 115.60 -79.33 -24.19 0.00 2.67 -137.39 -112.38 61.43 10 128.44L -94.61 -28.62 0.00 0.00 -181.08 -148.52 77.37 10 128.44R 94.61 28.62 0.00 181.07 0.00 148.52 77.37 11 141.28 79.33 24.19 0.00 137.39 -2.67 112.37 60.36 12 154.13 64.16 19.75 0.00 122.09 -8.80 99.78 56.60 Top flg spl 54.58 16.88 0.00 111.88 -14.01 91.52 54.40 Bot flg spl 54.58 16.88 0.00 111.88 -14.01 91.52 54.40 13 166.97 49.43 15.31 0.00 106.23 -17.18 86.99 53.35 14 179.82 35.07 10.87 0.00 89.93 -27.46 74.08 50.90 15 192.66 20.72 6.43 0.00 73.43 -39.74 61.22 48.66 16 205.50 6.37 2.00 0.00 59.71 -56.57 50.91 46.73 17 218.35 -7.97 -2.44 0.00 44.82 -76.82 -63.43 46.36 18 231.19 -22.32 -6.88 0.00 29.39 -100.60 -82.70 49.46 19 244.04 -36.67 -11.32 0.00 21.10 -127.99 -104.97 56.27 20 256.88 -51.02 -15.75 0.00 21.24 -158.32 -130.31 80.69 Fatigue Permit Permit Sidewalk Trk LL+I Trk LL+I Range 0 71.52 0.00 0.00 0.00 1 48.86 0.00 0.00 0.00 2 40.23 0.00 0.00 0.00 3 32.09 0.00 0.00 0.00 4 24.59 0.00 0.00 0.00 5 -30.83 0.00 0.00 0.00 6 -39.05 0.00 0.00 0.00 7 -46.67 0.00 0.00 0.00 Top flg spl -49.19 0.00 0.00 0.00 Bot flg spl -49.19 0.00 0.00 0.00 8 -53.57 0.00 0.00 0.00 9 -59.68 0.00 0.00 0.00 10 -77.37 0.00 0.00 0.00 10R 77.37 0.00 0.00 0.00 11 59.68 0.00 0.00 0.00 12 53.57 0.00 0.00 0.00 Top flg spl 49.19 0.00 0.00 0.00 Bot flg spl 49.19 0.00 0.00 0.00 13 46.68 0.00 0.00 0.00 14 39.07 0.00 0.00 0.00 15 30.85 0.00 0.00 0.00 16 -24.58 0.00 0.00 0.00 17 -32.08 0.00 0.00 0.00 18 -40.21 0.00 0.00 0.00 19 -48.84 0.00 0.00 0.00 20 -71.51 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 64.99 19.69 0.00 277.22 -37.22 361.90 23.75 Steel 26.01 Conc 38.98 128.44 236.53 71.56 0.00 538.94* 0.00 847.02 221.82 Steel 97.67 Conc 138.85 256.88 64.99 19.69 0.00 277.07 -37.17 361.75 23.80 Steel 26.01 Conc 38.98 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 51.99 15.75 0.00 158.41 -21.27 226.15 46.47 Steel 20.81 Conc 31.18 128.44 189.22 57.25 0.00 307.96* 0.00 554.43 246.47 Steel 78.14 Conc 111.08 256.88 51.99 15.75 0.00 158.32 -21.24 226.07 46.50 Steel 20.81 Conc 31.18 * 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 12.8 563. 174. 0. 1207. -191. 1023. -155. 658. 2 25.7 942. 291. 0. 2068. -382. 1752. -311. 1121. 3 38.5 1137. 351. 0. 2598. -573. 2198. -466. 1403. 4 51.4 1147. 353. 0. 2803. -765. 2375. -622. 1544. 5 64.2 973. 299. 0. 2724. -956. 2313. -777. 1580. 6 77.1 615. 188. 0. 2389. -1147. 2034. -932. 1541. 7 89.9 72. 20. 0. 1805. -1335. 1557. -1086. 1378. Top flg spl -164. -53. 0. 1554. -1402. 1352. -1140. 1297. Bot flg spl -164. -53. 0. 1554. -1402. 1352. -1140. 1297. 8 102.8 -657. -205. 0. 1030. -1524. 926. -1241. 1116. 9 115.6 -1578. -487. 0. 320. -2190.* 382. -1603. 907. 10 128.4 -2695. -827. 0. 0. -3332.* 0. -2172. 801. 11 141.3 -1578. -487. 0. 321. -2191.* 382. -1602. 907. 12 154.1 -657. -205. 0. 1030. -1522. 927. -1240. 1115. Top flg spl -164. -53. 0. 1553. -1400. 1352. -1139. 1296. Bot flg spl -164. -53. 0. 1553. -1400. 1352. -1139. 1296. 13 167.0 72. 20. 0. 1805. -1334. 1556. -1084. 1377. 14 179.8 615. 188. 0. 2388. -1145. 2033. -931. 1539. 15 192.7 973. 299. 0. 2722. -955. 2311. -776. 1579. 16 205.5 1147. 353. 0. 2801. -764. 2374. -621. 1543. 17 218.3 1137. 351. 0. 2597. -573. 2197. -466. 1402. 18 231.2 942. 291. 0. 2067. -382. 1752. -310. 1120. 19 244.0 563. 174. 0. 1207. -191. 1023. -155. 658. 20 256.9 0. 0. 0. 0. 0. 0. 0. 0. Bracing 0.0 0. 0. 0. 0. 0. 0. 0. 15.8 666. 205. 0. 1434. -235. 1215. -191. 27.6 983. 303. 0. 2169. -411. 1838. -334. 39.5 1144. 353. 0. 2625. -588. 2220. -478. 51.3 1147. 353. 0. 2803. -764. 2375. -621. 63.2 993. 306. 0. 2739. -941. 2325. -765. 75.1 682. 209. 0. 2458. -1117. 2090. -908. 86.9 214. 64. 0. 1958. -1292. 1681. -1050. 98.8 -411. -130. 0. 1262. -1415. 1112. -1171. 110.6 -1200. -372. 0. 548. -1877. 573. -1439. 122.5 -2155. -663. 0. 100. -2757. 156. -1883. 128.4 -2695. -827. 0. 0. -3332. 0. -2172. 134.4 -2155. -663. 0. 100. -2759. 156. -1883. 146.2 -1201. -372. 0. 548. -1878. 573. -1438. 158.1 -412. -130. 0. 1262. -1413. 1112. -1170. 169.9 214. 64. 0. 1957. -1290. 1680. -1048. 181.8 682. 209. 0. 2456. -1116. 2089. -907. 193.7 993. 305. 0. 2737. -940. 2324. -764. 205.5 1147. 353. 0. 2801. -763. 2374. -621. 217.4 1144. 353. 0. 2624. -587. 2220. -477. 229.2 983. 303. 0. 2169. -411. 1838. -334. 241.1 666. 206. 0. 1434. -235. 1215. -191. 253.0 191. 59. 0. 405. -58. 343. -47. 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. 576. -83. 0. 0. 2 0. 0. 956. -165. 0. 0. 3 0. 0. 1155. -248. 0. 0. 4 0. 0. 1213. -330. 0. 0. 5 0. 0. 1167. -413. 0. 0. 6 0. 0. 1045. -496. 0. 0. 7 0. 0. 801. -577. 0. 0. Top flg spl 0. 0. 692. -604. 0. 0. Bot flg spl 0. 0. 692. -604. 0. 0. 8 0. 0. 464. -652. 0. 0. 9 0. 0. 180. -727. 0. 0. 10 0. 0. 0. -801. 0. 0. 11 0. 0. 180. -727. 0. 0. 12 0. 0. 463. -652. 0. 0. Top flg spl 0. 0. 692. -604. 0. 0. Bot flg spl 0. 0. 692. -604. 0. 0. 13 0. 0. 800. -577. 0. 0. 14 0. 0. 1044. -495. 0. 0. 15 0. 0. 1166. -413. 0. 0. 16 0. 0. 1213. -330. 0. 0. 17 0. 0. 1154. -248. 0. 0. 18 0. 0. 955. -165. 0. 0. 19 0. 0. 576. -83. 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 51 16 158 0 0 0 0 0 0 0 12.8 37 11 128 563 174 1207 -191 0 0 0 25.6 22 7 101 942 291 2068 -382 0 0 0 38.5 8 2 77 1137 351 2598 -573 0 0 0 51.3 -6 -2 60 1147 353 2803 -765 0 0 0 64.2 -21 -6 -73 973 299 2724 -956 0 0 0 77.0 -35 -11 -90 615 188 2389 -1147 0 0 0 89.9 -49 -15 -106 72 20 1805 -1335 0 0 0 102.7 -64 -20 -122 -657 -205 1030 -1524 0 0 0 115.6 -79 -24 -137 -1578 -487 382 -2190 0 0 0 128.4 -95 -29 -181 -2695 -827 0 -3332 0 0 0 141.2 79 24 137 -1578 -487 382 -2191 0 0 0 154.1 64 20 122 -657 -205 1030 -1522 0 0 0 166.9 49 15 106 72 20 1805 -1334 0 0 0 179.8 35 11 90 615 188 2388 -1145 0 0 0 192.6 21 6 73 973 299 2722 -955 0 0 0 205.5 6 2 60 1147 353 2801 -764 0 0 0 218.3 -8 -2 -77 1137 351 2597 -573 0 0 0 231.1 -22 -7 -101 942 291 2067 -382 0 0 0 244.0 -37 -11 -128 563 174 1207 -191 0 0 0 256.8 -51 -16 -158 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 51 16 158 0 0 0 0 0 0 0 32.1 15 5 88 1062 328 2374 -478 0 0 0 64.2 -21 -6 -73 973 299 2724 -956 0 0 0 96.3 -57 -18 -114 -268 -86 1402 -1370 0 0 0 128.4 -95 -29 -181 -2695 -827 0 -3332 0 0 0 160.5 57 18 114 -269 -86 1442 -1428 0 0 0 192.6 21 6 73 973 299 2722 -955 0 0 0 224.7 -15 -5 -88 1062 328 2373 -477 0 0 0 256.8 -51 -16 -158 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 51 16 158 0 0 0 0 0 0 0 0.0 51 16 158 0 0 0 0 0 0 0 15.7 33 10 122 666 205 1434 -235 0 0 0 27.6 20 6 97 983 303 2169 -411 0 0 0 39.4 7 2 76 1144 353 2625 -588 0 0 0 51.3 -6 -2 60 1147 353 2803 -764 0 0 0 63.2 -20 -6 -63 993 306 2739 -941 0 0 0 75.0 -33 -10 -87 682 209 2458 -1117 0 0 0 86.9 -46 -14 -102 214 64 1958 -1292 0 0 0 98.7 -60 -18 -117 -411 -130 1256 -1415 0 0 0 110.6 -73 -22 -131 -1200 -372 600 -1877 0 0 0 122.5 -88 -27 -161 -2155 -663 143 -2757 0 0 0 128.4 95 29 181 -2695 -827 0 -3332 0 0 0 134.3 175 53 328 -2155 -663 143 -2759 0 0 0 146.2 73 22 132 -1201 -372 600 -1878 0 0 0 158.0 60 18 117 -412 -130 1255 -1413 0 0 0 169.9 46 14 102 214 64 1957 -1290 0 0 0 181.8 33 10 87 682 209 2456 -1116 0 0 0 193.6 20 6 72 993 305 2737 -940 0 0 0 205.5 6 2 60 1147 353 2801 -763 0 0 0 217.3 -7 -2 -67 1144 353 2624 -587 0 0 0 229.2 -20 -6 -97 983 303 2169 -411 0 0 0 241.1 -33 -10 -122 666 206 1434 -235 0 0 0 252.9 -47 -14 -149 191 59 405 -58 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 3033.76 586.68 2 25.69 5159.11 871.76 3 38.53 6405.71 855.25 4 51.38 6779.93 537.15 5 64.22 6356.33 -82.54 6 77.06 5184.84 -1003.77 7 89.91 3274.50 -2221.97 8 102.75 724.78 -3744.23 9 115.60 -1913.22 -6413.65 10 128.44 -4401.83 -10232.74 11 141.28 -1912.50 -6415.51 12 154.13 725.89 -3741.69 13 166.97 3273.44 -2218.88 14 179.82 5182.19 -1001.11 15 192.66 6353.19 -80.33 16 205.50 6777.30 538.92 17 218.35 6403.69 856.58 18 231.19 5157.87 872.65 19 244.04 3033.27 587.14 20 256.88 0.00 0.00 Contraflexure Points Girder 1 Contraflexure Points Service Noncomposite Dead 91.34 ft 165.54 ft Top flange tension region between contraflexure pts. 91.34 - 165.54 Bottom flange tension region between contraflexure pts. 0.00 - 91.34 165.54 - 256.88 Service DC1+DC2+DW+Max LL+I 103.95 ft 152.92 ft Top flange tension region between contraflexure pts. 103.95 - 152.92 Bottom flange tension region between contraflexure pts. 0.00 - 103.95 152.92 - 256.88 Service DC1+DC2+DW+Min LL+I 70.95 ft 185.90 ft Top flange tension region between contraflexure pts. 70.95 - 185.90 Bottom flange tension region between contraflexure pts. 0.00 - 70.95 185.90 - 256.88 Factored DC1+DC2+DW+Max LL+I 106.32 ft 150.55 ft Top flange tension region between contraflexure pts. 106.32 - 150.55 Bottom flange tension region between contraflexure pts. 0.00 - 106.32 150.55 - 256.88 Factored DC1+DC2+DW+Min LL+I 62.81 ft 194.03 ft Top flange tension region between contraflexure pts. 62.81 - 194.03 Bottom flange tension region between contraflexure pts. 0.00 - 62.81 194.03 - 256.88 Factored DC2 91.19 ft 165.69 ft Top flange tension region between contraflexure pts. 91.19 - 165.69 Bottom flange tension region between contraflexure pts. 0.00 - 91.19 165.69 - 256.88 DC1+DC2+DW+1.3 Min LL+I - Service II 64.85 ft 192.00 ft Top flange tension region between contraflexure pts. 64.85 - 192.00 Bottom flange tension region between contraflexure pts. 0.00 - 64.85 192.00 - 256.88 Factored DC1+DC2 91.30 ft 165.58 ft Top flange tension region between contraflexure pts. 91.30 - 165.58 Bottom flange tension region between contraflexure pts. 0.00 - 91.30 165.58 - 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 107958. 38.80 15.20 86775. 32.43 21.57 1 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 2 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 3 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 4 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 5 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 6 68887. 27.01 27.01 108039. 38.82 15.20 86841. 32.44 21.58 7 72603. 27.68 27.68 113666. 39.73 15.63 91417. 33.22 22.15 8 94916. 29.80 29.80 143874. 41.60 17.99 116707. 35.06 24.53 9 117151. 32.86 32.86 176569. 45.66 20.05 143496. 38.54 27.17 10 142615. 36.00 36.00 213910. 49.80 22.20 174103. 42.10 29.90 11 117151. 32.86 32.86 176569. 45.66 20.05 143496. 38.54 27.17 12 94916. 29.80 29.80 143874. 41.60 17.99 116707. 35.06 24.53 13 72603. 27.68 27.68 113666. 39.73 15.63 91417. 33.22 22.15 14 68887. 27.01 27.01 108039. 38.82 15.20 86841. 32.44 21.58 15 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 16 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 17 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 18 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 19 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 20 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 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 107958. 38.80 15.20 86775. 32.43 21.57 1 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 2 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 3 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 4 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 5 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 6 68887. 27.01 27.01 108039. 38.82 15.20 86841. 32.44 21.58 7 72603. 27.68 27.68 113666. 39.73 15.63 91417. 33.22 22.15 8 94916. 29.80 29.80 143874. 41.60 17.99 116707. 35.06 24.53 9 117151. 32.86 32.86 176569. 45.66 20.05 143496. 38.54 27.17 10 142615. 36.00 36.00 213910. 49.80 22.20 174103. 42.10 29.90 11 117151. 32.86 32.86 176569. 45.66 20.05 143496. 38.54 27.17 12 94916. 29.80 29.80 143874. 41.60 17.99 116707. 35.06 24.53 13 72603. 27.68 27.68 113666. 39.73 15.63 91417. 33.22 22.15 14 68887. 27.01 27.01 108039. 38.82 15.20 86841. 32.44 21.58 15 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 16 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 17 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 18 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 19 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 20 68834. 27.00 27.00 107958. 38.80 15.20 86775. 32.43 21.57 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 73698. 28.46 25.54 73698. 28.46 25.54 1 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 2 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 3 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 4 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 5 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 6 68887. 27.01 27.01 73754. 28.47 25.55 73754. 28.47 25.55 7 72603. 27.68 27.68 77698. 29.17 26.19 77698. 29.17 26.19 8 94916. 29.80 29.80 100709. 31.19 28.41 100709. 31.19 28.41 9 117151. 32.86 32.86 124129. 34.35 31.36 124129. 34.35 31.36 10 142615. 36.00 36.00 150926. 37.60 34.40 150926. 37.60 34.40 11 117151. 32.86 32.86 124129. 34.35 31.36 124129. 34.35 31.36 12 94916. 29.80 29.80 100709. 31.19 28.41 100709. 31.19 28.41 13 72603. 27.68 27.68 77698. 29.17 26.19 77698. 29.17 26.19 14 68887. 27.01 27.01 73754. 28.47 25.55 73754. 28.47 25.55 15 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 16 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 17 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 18 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 19 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 20 68834. 27.00 27.00 73698. 28.46 25.54 73698. 28.46 25.54 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 2071. 4131. 6.44 0.00 9473. II Noncmpct 1 2071. 4131. 6.44 0.00 9473. II Noncmpct 2 2071. 4131. 6.44 0.00 9473. II Noncmpct 3 2071. 4131. 6.44 0.00 9473. II Noncmpct 4 2071. 4131. 6.44 0.00 9473. II Noncmpct 5 2071. 4131. 6.44 0.00 9473. II Noncmpct 6 2071. 4131. 6.44 0.00 9477. II Noncmpct 7 2071. 4149. 6.45 0.00 9748. II Noncmpct 8 6.55 23.20 Noncmpct II Noncmpct 9 6.61 26.26 Noncmpct II Noncmpct 10 6.67 29.40 Noncmpct II Noncmpct 11 6.61 26.26 Noncmpct II Noncmpct 12 6.55 23.20 Noncmpct II Noncmpct 13 2071. 4149. 6.45 0.00 9748. II Noncmpct 14 2071. 4131. 6.44 0.00 9477. II Noncmpct 15 2071. 4131. 6.44 0.00 9473. II Noncmpct 16 2071. 4131. 6.44 0.00 9473. II Noncmpct 17 2071. 4131. 6.44 0.00 9473. II Noncmpct 18 2071. 4131. 6.44 0.00 9473. II Noncmpct 19 2071. 4131. 6.44 0.00 9473. II Noncmpct 20 2071. 4131. 6.44 0.00 9473. 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 -54.6 -16.9 0.0 -163.9 -53.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom -111.9 1553.7 -1401.9 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom -91.5 1351.7 -1140.2 Concurrent moment for max shear of -111.9 = 1528.3 Concurrent shear for max moment of 1553.7 = -103.4 Concurrent shear for min moment of -1401.9 = -45.5 Fatigue Truck Max Shr Max Mom Min Mom 49.2 692.2 -604.4 Shr Range Mom Range 55.3 1296.6 162.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom 54.6 16.9 0.0 -163.9 -53.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom 111.9 1553.5 -1400.1 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom 91.5 1351.7 -1138.9 Concurrent moment for max shear of 111.9 = 1527.9 Concurrent shear for max moment of 1553.5 = 103.4 Concurrent shear for min moment of -1400.1 = 45.5 Fatigue Truck Max Shr Max Mom Min Mom 49.2 692.0 -603.8 Shr Range Mom Range 54.4 1295.8 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 35.57 285.11 399.34 0.714 478.93 0.595 162.44 52.41 0.438 0.375 35.57 285.11 478.93 0.595 399.34 0.714 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 -3.3 -0.6 -3.6 1.4 5.0 -7.5 36.0 0.209 2 25.69 -5.5 -1.1 -6.1 2.8 8.9 -12.7 36.0 0.354 3 38.53 -6.7 -1.3 -7.7 4.2 11.9 -15.7 36.0 0.435 4 51.38 -6.7 -1.3 -8.3 5.6 13.8 -16.4 36.0 0.454 5 64.22 -5.7 -1.1 -8.1 7.0 15.0 -14.9 36.0 0.414 6 77.06 -3.6 -1.0 -7.1 8.3 15.4 -11.7 36.0 0.324 7 89.91 -0.3 -0.1 -5.2 9.5 14.7 9.1 36.0 0.252 Top Flg.Spl. 0.9 0.2 -4.4 9.7 14.1 10.8 36.0 0.301 Top Flg.Spl. 0.8 0.2 -4.3 8.7 13.0 9.7 36.0 0.270 8 102.75 3.1 0.9 -2.7 9.0 11.7 13.0 36.0 0.361 9 115.60 6.6 1.8 -0.9 11.6 12.5 20.1 36.0 0.558 10 128.44 10.2 2.8 0.0 15.9 15.9 29.0 36.0 0.805 11 141.28 6.6 1.8 -0.9 11.6 12.5 20.1 36.0 0.559 12 154.13 3.1 0.9 -2.7 9.0 11.7 13.0 36.0 0.361 Top Flg.Spl. 0.8 0.2 -4.3 8.7 13.0 9.8 36.0 0.272 Top Flg.Spl. 0.9 0.3 -4.4 9.7 14.1 10.9 36.0 0.303 13 166.97 -0.3 -0.1 -5.2 9.4 14.7 9.1 36.0 0.252 14 179.82 -3.6 -1.0 -7.1 8.3 15.4 -11.6 36.0 0.324 15 192.66 -5.7 -1.1 -8.0 6.9 15.0 -14.9 36.0 0.413 16 205.50 -6.7 -1.3 -8.3 5.6 13.8 -16.3 36.0 0.454 17 218.35 -6.7 -1.3 -7.7 4.2 11.8 -15.7 36.0 0.435 18 231.19 -5.5 -1.1 -6.1 2.8 8.9 -12.7 36.0 0.354 19 244.04 -3.3 -0.6 -3.6 1.4 5.0 -7.5 36.0 0.209 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 1.0231 Rb 1.0000 Rh 1.0000 5 (6.10.8.2.3-2) Cb 1.0231 Rb 1.0000 Rh 1.0000 6 (6.10.8.2.3-2) Cb 1.0231 Rb 1.0000 Rh 1.0000 7 (6.10.8.2.3-2) Cb 1.0231 Rb 1.0000 Rh 1.0000 8 (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 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 1.0615 Rb 1.0000 Rh 1.0000 18 (6.10.8.2.3-2) Cb 1.0615 Rb 1.0000 Rh 1.0000 19 (6.10.8.2.3-2) Cb 1.4272 Rb 1.0000 Rh 1.0000 Cb for unbraced lengths spanning between tenth points Beginning End Cb 39.49 51.35 1.02 205.52 217.38 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 19.2 20.9 0.921 1 12.84 15.1 20.4 0.743 2 25.69 11.3 20.4 0.556 3 38.53 7.9 20.4 0.386 4 51.38 6.1 20.4 0.301 5 64.22 8.7 20.4 0.425 6 77.06 11.5 20.4 0.562 7 89.91 13.9 20.4 0.681 8 102.75 13.2 20.9 0.633 9 115.60 13.8 20.9 0.661 10 128.44 15.9 20.8 0.767 11 141.28 13.8 20.9 0.661 12 154.13 13.2 20.9 0.633 13 166.97 13.9 20.4 0.681 14 179.82 11.5 20.4 0.562 15 192.66 8.7 20.4 0.425 16 205.50 6.1 20.4 0.301 17 218.35 7.9 20.4 0.386 18 231.19 11.3 20.4 0.556 19 244.04 15.1 20.4 0.743 20 256.88 19.2 20.9 0.921 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 3.3 1.0 9.1 -1.6 10.7 0.0 13.4 36.0 0.322 2 25.69 5.5 1.6 15.6 -3.1 18.7 0.0 22.8 36.0 0.548 3 38.53 6.7 2.0 19.6 -4.7 24.3 0.0 28.3 36.0 0.680 4 51.38 6.7 2.0 21.2 -6.2 27.4 0.0 29.9 36.0 0.720 5 64.22 5.7 1.7 20.6 -7.8 28.3 0.0 28.0 36.0 0.675 6 77.06 3.6 1.1 18.0 -9.3 27.3 0.0 22.7 36.0 0.550 7 89.91 0.4 0.1 13.3 -10.5 23.8 0.0 13.8 36.0 0.337 Bot.Flg.Spl. -0.9 -0.3 11.2 -10.8 22.0 0.0 -12.0 36.0 0.334 Bot.Flg.Spl. -0.8 -0.3 9.9 -9.6 19.5 0.0 -10.7 36.0 0.297 8 102.75 -3.1 -1.0 6.3 -9.9 16.2 0.0 -14.0 36.0 0.388 9 115.60 -6.6 -2.0 2.1 -12.7 14.8 0.0 -21.4 36.0 0.595 10 128.44 -10.2 -3.1 0.0 -17.4 17.4 0.0 -30.7 36.0 0.854 11 141.28 -6.6 -2.0 2.1 -12.7 14.8 0.0 -21.4 36.0 0.595 12 154.13 -3.1 -1.0 6.3 -9.9 16.2 0.0 -14.0 36.0 0.388 Bot.Flg.Spl. -0.8 -0.3 9.9 -9.6 19.5 0.0 -10.7 36.0 0.297 Bot.Flg.Spl. -0.9 -0.3 11.2 -10.8 22.0 0.0 -12.0 36.0 0.334 13 166.97 0.4 0.1 13.3 -10.5 23.8 0.0 13.8 36.0 0.337 14 179.82 3.6 1.1 18.0 -9.3 27.3 0.0 22.7 36.0 0.550 15 192.66 5.7 1.7 20.5 -7.7 28.3 0.0 27.9 36.0 0.675 16 205.50 6.7 2.0 21.1 -6.2 27.3 0.0 29.9 36.0 0.720 17 218.35 6.7 2.0 19.6 -4.6 24.2 0.0 28.3 36.0 0.680 18 231.19 5.5 1.6 15.6 -3.1 18.7 0.0 22.8 36.0 0.548 19 244.04 3.3 1.0 9.1 -1.5 10.7 0.0 13.4 36.0 0.322 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 6 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 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 14 (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 -0.63 -0.70 0.00 1.50 1.50 2 25.69 -0.11 -1.09 -1.20 0.00 3.00 3.00 3 38.53 -0.13 -1.37 -1.50 0.00 4.50 4.50 4 51.38 -0.13 -1.47 -1.61 0.00 6.00 6.00 5 64.22 -0.11 -1.43 -1.54 0.00 7.50 7.50 6 77.06 -0.16 -1.26 -1.41 0.00 9.00 9.00 7 89.91 -0.02 -0.92 -0.94 0.00 10.17 10.17 8 102.75 0.00 -0.46 -0.46 0.92 9.58 10.50 9 115.60 0.00 -0.15 -0.15 1.95 12.27 14.22 10 128.44 0.00 0.00 0.00 2.97 16.76 19.73 11 141.28 0.00 -0.15 -0.15 1.95 12.27 14.22 12 154.13 0.00 -0.46 -0.46 0.92 9.57 10.49 13 166.97 -0.02 -0.92 -0.94 0.00 10.16 10.16 14 179.82 -0.16 -1.26 -1.41 0.00 8.98 8.98 15 192.66 -0.11 -1.43 -1.54 0.00 7.49 7.49 16 205.50 -0.13 -1.47 -1.61 0.00 5.99 5.99 17 218.35 -0.13 -1.37 -1.50 0.00 4.49 4.49 18 231.19 -0.11 -1.09 -1.20 0.00 3.00 3.00 19 244.04 -0.07 -0.63 -0.70 0.00 1.50 1.50 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 1 703.90 3.07 1.0000 1.0000 36.00 0.085 2 1177.46 5.13 1.0000 1.0000 36.00 0.143 3 1420.67 6.19 1.0000 1.0000 36.00 0.172 4 1433.54 6.25 1.0000 1.0000 36.00 0.174 5 1216.06 5.30 1.0000 1.0000 36.00 0.147 6 768.23 3.35 1.0000 1.0000 36.00 0.093 7 89.99 0.38 1.0000 1.0000 36.00 0.011 8 -820.86 2.86 1.0000 1.0000 36.00 0.079 9 -1972.58 6.18 1.0000 1.0000 36.00 0.172 10 -3368.71 9.57 1.0000 1.0000 36.00 0.266 11 -1972.58 6.18 1.0000 1.0000 36.00 0.172 12 -820.86 2.86 1.0000 1.0000 36.00 0.079 13 89.99 0.38 1.0000 1.0000 36.00 0.011 14 768.23 3.35 1.0000 1.0000 36.00 0.093 15 1216.06 5.30 1.0000 1.0000 36.00 0.147 16 1433.54 6.25 1.0000 1.0000 36.00 0.174 17 1420.67 6.19 1.0000 1.0000 36.00 0.172 18 1177.47 5.13 1.0000 1.0000 36.00 0.143 19 703.92 3.07 1.0000 1.0000 36.00 0.085 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 -2.65 -0.52 -2.65 0.42 -5.82 34.20 0.170 2 25.69 -4.43 -0.87 -4.54 0.84 -9.84 34.20 0.288 3 38.53 -5.35 -1.05 -5.71 1.26 -12.10 34.20 0.354 4 51.38 -5.40 -1.05 -6.15 1.68 -12.61 34.20 0.369 5 64.22 -4.58 -0.89 -5.98 2.10 -11.45 34.20 0.335 6 77.06 -2.89 -0.56 -5.25 2.52 -8.70 34.20 0.254 7 89.91 -0.33 -0.06 -3.87 2.86 -4.26 34.20 0.125 Top.flg.spl. 0.73 0.15 -3.27 2.95 3.84 34.20 0.112 Top.flg.spl. 0.65 0.14 -3.17 2.86 3.65 34.20 0.107 8 102.75 2.47 0.52 -2.01 2.97 5.96 34.20 0.174 9 115.60 5.31 1.11 -0.68 3.88 10.30 34.20 0.301 10 128.44 8.16 2.26 0.00 11.85 22.27 34.20 0.651 11 141.28 5.31 1.11 -0.68 3.88 10.30 34.20 0.301 12 154.13 2.47 0.52 -2.01 2.97 5.96 34.20 0.174 Top.flg.spl. 0.65 0.14 -3.17 2.86 3.65 34.20 0.107 Top.flg.spl. 0.73 0.15 -3.27 2.95 3.84 34.20 0.112 13 166.97 -0.33 -0.06 -3.87 2.86 -4.26 34.20 0.125 14 179.82 -2.89 -0.56 -5.24 2.51 -8.69 34.20 0.254 15 192.66 -4.58 -0.89 -5.98 2.10 -11.45 34.20 0.335 16 205.50 -5.40 -1.05 -6.15 1.68 -12.60 34.20 0.369 17 218.35 -5.35 -1.05 -5.70 1.26 -12.10 34.20 0.354 18 231.19 -4.43 -0.87 -4.54 0.84 -9.84 34.20 0.288 19 244.04 -2.65 -0.52 -2.65 0.42 -5.82 34.20 0.170 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 2.65 0.78 6.77 -1.07 10.20 34.20 0.298 2 25.69 4.43 1.30 11.59 -2.14 17.33 34.20 0.507 3 38.53 5.35 1.57 14.57 -3.22 21.49 34.20 0.628 4 51.38 5.40 1.58 15.71 -4.29 22.70 34.20 0.664 5 64.22 4.58 1.34 15.27 -5.36 21.19 34.20 0.620 6 77.06 2.89 0.84 13.39 -6.43 17.13 34.20 0.501 7 89.91 0.33 0.09 9.85 -7.28 10.26 34.20 0.300 Bot.flg.spl. -0.73 -0.23 8.30 -7.49 -8.45 24.44* 0.346 Bot.flg.spl. -0.65 -0.20 7.39 -6.66 -7.52 34.20 0.220 8 102.75 -2.47 -0.74 4.65 -6.87 -10.09 34.20 0.295 9 115.60 -5.31 -1.57 1.54 -8.83 -15.71 32.06* 0.490 10 128.44 -8.16 -2.47 0.00 -12.95 -23.58 34.20 0.690 11 141.28 -5.31 -1.57 1.54 -8.84 -15.72 32.06* 0.490 12 154.13 -2.47 -0.74 4.65 -6.87 -10.08 34.20 0.295 Bot.flg.spl. -0.65 -0.20 7.38 -6.66 -7.51 34.20 0.220 Bot.flg.spl. -0.73 -0.23 8.30 -7.48 -8.44 24.44* 0.345 13 166.97 0.33 0.09 9.84 -7.27 10.26 34.20 0.300 14 179.82 2.89 0.84 13.38 -6.42 17.12 34.20 0.501 15 192.66 4.58 1.34 15.26 -5.35 21.18 34.20 0.619 16 205.50 5.40 1.58 15.71 -4.28 22.69 34.20 0.663 17 218.35 5.35 1.57 14.56 -3.21 21.48 34.20 0.628 18 231.19 4.43 1.30 11.59 -2.14 17.33 34.20 0.507 19 244.04 2.65 0.78 6.77 -1.07 10.20 34.20 0.298 20 256.88 0.00 0.00 0.00 0.00 0.00 34.20 0.000 * Web bend buckling governs 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 -3.3 36.0 3.3 36.0 2 25.7 -5.5 36.0 5.5 36.0 3 38.5 -6.7 36.0 6.7 36.0 4 51.4 -6.7 36.0 6.7 36.0 5 64.2 -5.7 36.0 5.7 36.0 6 77.1 -3.6 36.0 3.6 36.0 7 89.9 -0.4 36.0 0.4 36.0 Top flg.spl 94.4 0.9 36.0 -0.9 36.0 Top flg.spl 94.4 0.8 36.0 -0.8 36.0 Bot.flg.spl 94.4 0.9 36.0 -0.9 36.0 Bot.flg.spl 94.4 0.8 36.0 -0.8 36.0 8 102.8 3.1 36.0 -3.1 36.0 9 115.6 6.6 36.0 -6.6 36.0 10 128.4 10.2 36.0 -10.2 36.0 11 141.3 6.6 36.0 -6.6 36.0 12 154.1 3.1 36.0 -3.1 36.0 Top flg.spl 162.4 0.8 36.0 -0.8 36.0 Top flg.spl 162.4 0.9 36.0 -0.9 36.0 Bot.flg.spl 162.4 0.8 36.0 -0.8 36.0 Bot.flg.spl 162.4 0.9 36.0 -0.9 36.0 13 167.0 -0.4 36.0 0.4 36.0 14 179.8 -3.6 36.0 3.6 36.0 15 192.7 -5.7 36.0 5.7 36.0 16 205.5 -6.7 36.0 6.7 36.0 17 218.3 -6.7 36.0 6.7 36.0 18 231.2 -5.5 36.0 5.5 36.0 19 244.0 -3.3 36.0 3.3 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 0.00 360.7 391.5 (5) 0.921 0.0 9414.9 (20) 0.000 1 12.84 284.0 382.3 (3) 0.743 3033.8 I 9414.9 (20) 0.322 2 25.69 212.6 382.3 (3) 0.556 5159.1 I 9414.9 (20) 0.548 3 38.53 147.5 382.3 (3) 0.386 6405.7 I 9414.9 (20) 0.680 4 51.38 114.9 382.3 (3) 0.301 6779.9 I 9414.9 (20) 0.720 5 64.22 162.4 382.3 (3) 0.425 6356.3 I 9414.9 (20) 0.675 6 77.06 214.8 382.5 (3) 0.562 5184.8 I 9419.0 (20) 0.550 7 89.91 266.8 392.0 (3) 0.681 3274.5 I 9703.4 (20) 0.337 8 102.75 318.6 503.3 (3) 0.633 3744.2 I 9659.0 (6) 0.388 9 115.60 369.8 559.2 (3) 0.661 6413.7 I 10795.6 (6) 0.594 10L 128.44 470.9 613.9 (3) 0.767 10232.7 I 11989.5 (6) 0.853 10R 128.44 470.9 616.0 (3) 0.764 10232.7 I 11989.5 (6) 0.853 11 141.28 369.8 559.2 (3) 0.661 6415.5 I 10795.6 (6) 0.594 12 154.13 318.5 503.3 (3) 0.633 3741.7 I 9659.0 (6) 0.387 13 166.97 266.8 392.0 (3) 0.681 3273.4 I 9703.4 (20) 0.337 14 179.82 214.8 382.5 (3) 0.562 5182.2 I 9419.0 (20) 0.550 15 192.66 162.5 382.3 (3) 0.425 6353.2 I 9414.9 (20) 0.675 16 205.50 115.0 382.3 (3) 0.301 6777.3 I 9414.9 (20) 0.720 17 218.35 147.4 382.3 (3) 0.386 6403.7 I 9414.9 (20) 0.680 18 231.19 212.5 382.3 (3) 0.556 5157.9 I 9414.9 (20) 0.548 19 244.04 284.0 382.3 (3) 0.743 3033.3 I 9414.9 (20) 0.322 20 256.88 360.5 391.5 (5) 0.921 0.0 9414.9 (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 1.96 349.0 391.5 (3) 0.891 3.92 337.3 382.3 (3) 0.882 6.88 319.6 382.3 (3) 0.836 9.85 301.9 382.3 (3) 0.790 15.77 267.7 382.3 (3) 0.700 18.74 251.3 382.3 (3) 0.657 21.70 234.8 382.3 (3) 0.614 24.67 218.3 382.3 (3) 0.571 27.63 202.8 382.3 (3) 0.530 30.59 187.7 382.3 (3) 0.491 33.56 172.7 382.3 (3) 0.452 36.52 157.7 382.3 (3) 0.412 39.49 145.1 382.3 (3) 0.379 42.45 137.6 382.3 (3) 0.360 45.41 130.0 382.3 (3) 0.340 48.38 122.5 382.3 (3) 0.320 54.31 125.8 382.3 (3) 0.329 57.27 136.7 382.3 (3) 0.358 60.24 147.7 382.3 (3) 0.386 63.20 158.6 382.3 (3) 0.415 66.16 170.3 382.3 (3) 0.445 69.13 182.4 382.3 (3) 0.477 72.09 194.5 382.3 (3) 0.509 75.06 206.6 382.3 (3) 0.540 78.02 218.7 382.7 (3) 0.571 80.99 230.7 383.6 (3) 0.601 83.95 242.7 385.6 (3) 0.629 86.91 254.7 388.4 (3) 0.656 92.84 278.6 396.5 (3) 0.703 95.81 290.6 482.0 (3) 0.603 98.77 302.5 490.2 (3) 0.617 101.73 314.5 499.6 (3) 0.629 104.70 326.3 510.3 (3) 0.639 107.66 338.2 522.2 (3) 0.648 110.63 350.0 534.9 (3) 0.654 113.59 361.8 548.9 (3) 0.659 116.56 377.4 564.2 (3) 0.669 119.52 400.7 580.7 (3) 0.690 122.48 424.0 597.1 (3) 0.710 125.45 447.4 606.4 (3) 0.738 131.38 447.8 607.6 (3) 0.737 134.34 424.5 597.5 (3) 0.710 137.30 401.1 581.0 (3) 0.690 140.27 377.8 564.5 (3) 0.669 143.23 362.0 549.2 (3) 0.659 146.20 350.2 535.2 (3) 0.654 149.16 338.4 522.4 (3) 0.648 152.13 326.5 510.5 (3) 0.640 155.09 314.7 499.8 (3) 0.630 158.05 302.7 490.4 (3) 0.617 161.02 290.8 482.2 (3) 0.603 163.98 278.9 396.6 (3) 0.703 169.91 254.9 388.4 (3) 0.656 172.87 242.9 385.6 (3) 0.630 175.84 230.9 383.6 (3) 0.602 178.80 218.9 382.7 (3) 0.572 181.77 206.9 382.3 (3) 0.541 184.73 194.8 382.3 (3) 0.509 187.70 182.7 382.3 (3) 0.478 190.66 170.6 382.3 (3) 0.446 193.62 158.9 382.3 (3) 0.416 196.59 147.9 382.3 (3) 0.387 199.55 137.0 382.3 (3) 0.358 202.52 126.0 382.3 (3) 0.330 208.44 122.4 382.3 (3) 0.320 211.41 129.9 382.3 (3) 0.340 214.37 137.4 382.3 (3) 0.359 217.34 144.9 382.3 (3) 0.379 220.30 157.3 382.3 (3) 0.412 223.27 172.4 382.3 (3) 0.451 226.23 187.4 382.3 (3) 0.490 229.19 202.4 382.3 (3) 0.529 232.16 217.9 382.3 (3) 0.570 235.12 234.4 382.3 (3) 0.613 238.09 250.9 382.3 (3) 0.656 241.05 267.4 382.3 (3) 0.699 246.98 301.5 382.3 (3) 0.789 249.94 319.2 382.3 (3) 0.835 252.91 336.8 382.3 (3) 0.881 254.87 348.5 391.5 (3) 0.890 (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 9415. C 391.50 >999.00 B>999.00 1.11 1.94 12.84 9415. C 382.34 4.02 B 7.04 1.44 2.52 25.69 9415. C 382.34 2.18 B 3.81 1.96 3.44 38.53 9415. C 382.34 1.66 B 2.91 2.75 4.81 51.38 9415. C 382.34 1.54 B 2.69 3.56 6.23 64.22 9415. C 382.34 1.64 B 2.87 2.71 4.75 77.06 9419. C 382.48 2.01 B 3.52 2.07 3.62 89.91 9703. C 392.02 3.03 B 5.31 1.67 2.93 94.44L 8143. C 399.34 3.21 B 5.62 1.58 2.77 94.44R 9176. C 478.93 3.63 B 6.35 1.99 3.48 102.75 36000. B 503.25 3.22 B 5.64 1.86 3.26 115.60 36000. B 559.18 2.15 B 3.76 1.79 3.13 128.44 36000. B 613.88 1.30 B 2.28 1.45 2.54 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 1.30 B 2.28 1.46 2.55 12.84 36000. B 559.18 2.15 B 3.76 1.79 3.13 25.69 36000. B 503.25 3.23 B 5.65 1.86 3.26 34.00L 36000. B 478.93 3.64 B 6.37 1.99 3.48 34.00R 36000. B 399.34 3.22 B 5.63 1.58 2.77 38.53 9703. C 392.02 3.04 B 5.31 1.67 2.93 51.38 9419. C 382.48 2.01 B 3.52 2.07 3.61 64.22 9415. C 382.34 1.64 B 2.87 2.71 4.74 77.06 9415. C 382.34 1.54 B 2.69 3.56 6.23 89.91 9415. C 382.34 1.66 B 2.91 2.75 4.81 102.75 9415. C 382.34 2.18 B 3.81 1.96 3.44 115.60 9415. C 382.34 4.02 B 7.04 1.44 2.52 128.44 9415. C 391.50 >999.00 B>999.00 1.11 1.95 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 4.55 B 5.91 25.69 34200. S 2.46 B 3.19 38.53 34200. S 1.87 B 2.43 51.38 34200. S 1.73 B 2.25 64.22 34200. S 1.85 B 2.41 77.06 34200. S 2.27 B 2.96 89.91 34200. S 3.43 B 4.46 94.44L 34200. S 4.00 B 5.21 94.44R 34200. S 4.23 B 5.50 102.75 34200. S 4.21 B 5.47 115.60 34200. S 2.88 B 3.75 128.44 34200. S 1.82 B 2.37 Span 2 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S 1.82 B 2.37 12.84 34200. S 2.88 B 3.75 25.69 34200. S 4.21 B 5.47 34.00L 34200. S 4.52 B 5.87 34.00R 34200. S 4.01 B 5.21 38.53 34200. S 3.43 B 4.46 51.38 34200. S 2.28 B 2.96 64.22 34200. S 1.85 B 2.41 77.06 34200. S 1.73 B 2.25 89.91 34200. S 1.87 B 2.44 102.75 34200. S 2.46 B 3.19 115.60 34200. S 4.55 B 5.91 128.44 34200. S > 999.00 B>999.00 ***************************************************** Minimum rating is 1.11 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 ) 0.00 361.90 515.13 0.703 567.00 0.638 128.44 847.02 792.02 1.069 1008.00 0.840 256.88 361.75 485.79 0.745 567.00 0.638 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 987.42 4.20 16.00 0.262 Base metal 25.69 B 1681.39 7.15 16.00 0.447 Base metal 38.53 B 2104.29 8.94 16.00 0.559 Base metal 51.38 B 2315.43 9.84 16.00 0.615 Base metal 64.22 B 2370.62 10.08 16.00 0.630 Base metal 77.06 B 2311.09 9.82 16.00 0.614 Base metal 89.91 B 2066.55 8.54 16.00 0.534 Near flg-web weld 12.84 B 987.42 3.98 16.00 0.249 Near flg-web weld 25.69 B 1681.39 6.78 16.00 0.423 Near flg-web weld 38.53 B 2104.29 8.48 16.00 0.530 Near flg-web weld 51.38 B 2315.43 9.33 16.00 0.583 Near flg-web weld 64.22 B 2370.62 9.55 16.00 0.597 Near flg-web weld 77.06 B 2311.09 9.31 16.00 0.582 Near flg-web weld 89.91 B 2066.55 8.11 16.00 0.507 Top Flg. splice 94.44 B 1944.96 3.15 16.00 0.197 Bot.Flg. splice 94.44 B 1944.96 7.99 16.00 0.499 Trans. stiff. toe 63.20 C' 2366.23 9.29 12.00 0.774 Full depth conn PL 15.77 C' 1145.57 4.69 12.00 0.391 Full depth conn PL 27.63 C' 1745.35 7.14 12.00 0.595 Full depth conn PL 39.49 C' 2120.03 8.67 12.00 0.723 Full depth conn PL 51.35 C' 2314.99 9.47 12.00 0.789 Full depth conn PL 63.21 C' 2366.27 9.68 12.00 0.807 Full depth conn PL 75.07 C' 2320.34 9.49 12.00 0.791 Full depth conn PL 86.93 C' 2123.30 3.08 12.00 0.257 Shear (6.10.5.3) 12.84 132.42 7.06 19.20 0.368 Base metal 102.75 C 1674.11 2.51 10.00 0.251 Base metal 115.60 C 1360.76 1.85 10.00 0.185 Base metal 128.44 C 1201.17 1.49 10.00 0.149 Base metal 141.28 C 1359.83 1.85 10.00 0.185 Base metal 154.13 C 1672.89 2.51 10.00 0.251 Near flg-web weld 102.75 B 1674.11 2.19 16.00 0.137 Near flg-web weld 115.60 B 1360.76 1.64 16.00 0.103 Near flg-web weld 128.44 B 1201.17 1.34 16.00 0.084 Near flg-web weld 141.28 B 1359.83 1.64 16.00 0.103 Near flg-web weld 154.13 B 1672.89 2.19 16.00 0.137 Top Flg. splice 162.44 B 1943.66 3.15 16.00 0.197 Bot.Flg. splice 162.44 B 1943.66 7.98 16.00 0.499 Trans. stiff. toe 161.02 C' 1883.28 2.28 12.00 0.190 Full depth conn PL 98.79 C' 1795.27 2.41 12.00 0.201 Full depth conn PL 110.65 C' 1481.52 1.87 12.00 0.156 Full depth conn PL 122.51 C' 1274.91 1.47 12.00 0.122 Full depth conn PL 128.44 C' 1201.17 1.34 12.00 0.112 Full depth conn PL 134.36 C' 1274.36 1.47 12.00 0.122 Full depth conn PL 146.22 C' 1480.24 1.86 12.00 0.155 Full depth conn PL 158.08 C' 1793.69 2.41 12.00 0.201 Shear (6.10.5.3) 128.44 239.29 8.10 20.79 0.390 Rebars 128.44 800.78 1.61 23.64 0.068 Base metal 166.97 B 2065.13 8.66 16.00 0.541 Base metal 179.82 B 2309.09 9.96 16.00 0.622 Base metal 192.66 B 2368.57 10.22 16.00 0.639 Base metal 205.50 B 2314.05 9.98 16.00 0.624 Base metal 218.35 B 2103.03 9.07 16.00 0.567 Base metal 231.19 B 1680.54 7.25 16.00 0.453 Base metal 244.04 B 987.05 4.26 16.00 0.266 Near flg-web weld 166.97 B 2065.13 8.23 16.00 0.514 Near flg-web weld 179.82 B 2309.09 9.44 16.00 0.590 Near flg-web weld 192.66 B 2368.57 9.69 16.00 0.606 Near flg-web weld 205.50 B 2314.05 9.47 16.00 0.592 Near flg-web weld 218.35 B 2103.03 8.60 16.00 0.538 Near flg-web weld 231.19 B 1680.54 6.87 16.00 0.430 Near flg-web weld 244.04 B 987.05 4.04 16.00 0.252 Trans. stiff. toe 190.66 C' 2359.30 9.26 12.00 0.772 Full depth conn PL 169.94 C' 2121.57 3.08 12.00 0.257 Full depth conn PL 181.80 C' 2318.29 9.48 12.00 0.790 Full depth conn PL 193.66 C' 2364.32 9.67 12.00 0.806 Full depth conn PL 205.52 C' 2313.76 9.47 12.00 0.789 Full depth conn PL 217.38 C' 2118.92 8.67 12.00 0.722 Full depth conn PL 229.24 C' 1744.74 7.14 12.00 0.595 Full depth conn PL 241.10 C' 1145.59 4.69 12.00 0.391 Full depth conn PL 252.96 C' 301.32 1.23 12.00 0.103 Shear (6.10.5.3) 244.04 132.39 7.06 19.20 0.368 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 0.921 Bending 128.44 0.854 Fatigue truck Fatigue 63.21 0.807 Shear fatigue 128.44 0.390 Bearing Stf. 128.44 1.069 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 0.00 121.08 1354.5 107958. 2 5.54 1 12.84 84.44 1354.5 107958. 2 7.95 2 25.69 71.49 1354.5 107958. 2 9.39 3 38.53 65.78 1354.5 107958. 2 10.21 4 51.38 70.08 1354.5 107958. 2 9.58 5 64.22 72.97 1354.5 107958. 2 9.20 6 77.06 76.33 1355.0 108039. 2 8.80 7 89.91 80.99 1389.2 113666. 2 8.51 8 102.75 86.81 1559.4 143874. 2 8.95 9 115.60 92.15 201.6 124129. 2 56.26 * 10 128.44 116.06 220.1 150926. 2 49.75 * 11 141.28 90.54 201.6 124129. 2 57.26 * 12 154.13 84.90 1559.4 143874. 2 9.15 13 166.97 80.02 1389.2 113666. 2 8.61 14 179.82 76.35 1355.0 108039. 2 8.80 15 192.66 72.99 1354.5 107958. 2 9.20 16 205.50 70.09 1354.5 107958. 2 9.58 17 218.35 69.54 1354.5 107958. 2 9.65 18 231.19 74.19 1354.5 107958. 2 9.05 19 244.04 84.40 1354.5 107958. 2 7.95 20 256.88 121.04 1354.5 107958. 2 5.55 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 68 between tenth points 0 and 4 104 between tenth points 4 and 10 Span 2 104 between tenth points 10 and 16 68 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 14.36 Total Steel 128.92 Slab 1086.39 162.96 Concrete in extensions 1.17 Additional Concrete 9.32 Total Concrete 173.45 Total Steel and Concrete 302.37 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 0.454 0.182 0.272 0.112 0.000 0.050 0.187 2 0.830 0.333 0.497 0.205 0.000 0.097 0.353 3 1.075 0.431 0.644 0.266 0.000 0.138 0.479 4 1.161 0.466 0.695 0.287 0.000 0.168 0.552 5 1.089 0.437 0.652 0.270 0.000 0.186 0.558 6 0.884 0.355 0.529 0.219 0.000 0.188 0.504 7 0.597 0.240 0.357 0.148 0.000 0.171 0.400 8 0.305 0.123 0.182 0.076 0.000 0.133 0.268 9 0.085 0.034 0.051 0.021 0.000 0.075 0.129 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.086 0.035 0.051 0.021 0.000 0.075 0.129 12 0.306 0.124 0.182 0.076 0.000 0.133 0.268 13 0.598 0.241 0.357 0.148 0.000 0.171 0.400 14 0.884 0.356 0.529 0.219 0.000 0.188 0.505 15 1.090 0.438 0.652 0.270 0.000 0.187 0.559 16 1.162 0.466 0.695 0.287 0.000 0.169 0.552 17 1.075 0.431 0.644 0.266 0.000 0.138 0.480 18 0.830 0.333 0.497 0.205 0.000 0.097 0.353 19 0.454 0.182 0.272 0.112 0.000 0.050 0.187 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 0.546 0.219 0.327 0.135 0.000 0.061 0.227 Brace 27.63 0.875 0.351 0.524 0.216 0.000 0.104 0.374 Brace 39.49 1.087 0.436 0.651 0.269 0.000 0.140 0.486 Brace 51.35 1.161 0.466 0.695 0.287 0.000 0.168 0.551 Brace 63.21 1.100 0.442 0.658 0.272 0.000 0.186 0.560 Brace 75.07 0.921 0.370 0.551 0.228 0.000 0.189 0.516 Brace 86.93 0.664 0.267 0.397 0.165 0.000 0.177 0.427 Web Spl 94.44 0.495 0.199 0.296 0.123 0.000 0.160 0.357 Brace 98.79 0.388 0.156 0.232 0.096 0.000 0.147 0.309 Brace 110.65 0.154 0.062 0.092 0.038 0.000 0.100 0.181 Brace 122.51 0.023 0.009 0.013 0.006 0.000 0.037 0.058 Brace 128.44 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace 134.36 0.023 0.009 0.013 0.006 0.000 0.037 0.058 Brace 146.22 0.154 0.063 0.092 0.038 0.000 0.099 0.181 Brace 158.08 0.388 0.157 0.231 0.096 0.000 0.146 0.309 Web Spl 162.44 0.495 0.200 0.296 0.123 0.000 0.160 0.357 Brace 169.94 0.665 0.268 0.397 0.165 0.000 0.177 0.427 Brace 181.80 0.921 0.371 0.551 0.228 0.000 0.189 0.516 Brace 193.66 1.100 0.442 0.658 0.272 0.000 0.186 0.560 Brace 205.52 1.162 0.466 0.695 0.287 0.000 0.169 0.552 Brace 217.38 1.087 0.436 0.651 0.269 0.000 0.141 0.487 Brace 229.24 0.876 0.351 0.524 0.216 0.000 0.104 0.375 Brace 241.10 0.547 0.219 0.328 0.135 0.000 0.061 0.227 Brace 252.96 0.147 0.059 0.088 0.036 0.000 0.016 0.059 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 0.170 0.00297 -0.059 0.165 -0.00103 0.00288 128.44 0.000 0.00000 -0.098 0.098 -0.00171 0.00171 256.88 -0.170 -0.00297 -0.153 0.059 -0.00268 0.00103 Factored Support Rotations - degrees Clockwise Counterclockwise 0.00 0.501 -0.103 128.44 0.171 -0.171 256.88 0.103 -0.481 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 0.00 158.41 0.004 0.165 100.71 128.44 307.96 -0.002 0.098 161.33 256.88 158.32 -0.004 -0.153 117.36 Status run completed