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. Elastic shear stress at pt 0 exceeds allowable stress - not a code violation 7. Insufficient cover for stud in span 1 . Suggest defining HAUNCH or FILLET, or increasing SLABT 8. Insufficient cover for stud in span 2 . Suggest defining HAUNCH or FILLET, or increasing SLABT 9. LRFR RATINGS condition not given. Program will rate this girder according just to LRFD. 10. Note: Support locations are assumed to have bracing, unless NSUPBRUL is given to indicate otherwise. 11. Overstress in bearing - 1.205 perf. ratio at 128.44 ft (Bearing Stiffeners table) 12. Overstress in shear - 1.000 perf. ratio at 0.00 ft (Factored Strengths table) 13. 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. 14. User responsible for exterior girder strength being not less than interior girder strength. (2.5.2.7.1) 15. 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 5, 2022 - 1:49 pm Files: BEAM 7.R1 R1.OUT Contents of data file- ************************************************** ID: FRA-71-19.36 (BEAM 7 PROP.) 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 96. FPC 4.5 GDSPC 8. LANEW 10. MRTHETA 55.9025 55.9025 55.9025 NB 7 NL 4 NSUPBR 1 1 1 ROADWIDTH 40. SLABT 8.5 SLABWEAR 1. 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 0.2 WAS 0.1368 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 0.3825 GO ************************************************** Case Data Case Data - FRA-71-19.36 (BEAM 7 PROP.) 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 1.3103 1.2582 1.2062 1.1541 1.1021 1.0500 1.0500 1.0500 1.0500 1.0500 1.2598 1.0500 1.0500 1.0500 1.0500 1.0500 1.1021 1.1541 1.2062 1.2582 1.3103 Moment 0.9139 0.9139 0.9139 0.9139 0.9139 0.9139 0.9138 0.9121 0.9027 0.8948 0.8870 0.8948 0.9027 0.9121 0.9138 0.9139 0.9139 0.9139 0.9139 0.9139 0.9139 Lane fraction for fatigue limit state Shear 1.0919 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0498 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0919 Moment 0.7616 0.7616 0.7616 0.7616 0.7616 0.7616 0.7615 0.7601 0.7523 0.7457 0.7392 0.7457 0.7523 0.7601 0.7615 0.7616 0.7616 0.7616 0.7616 0.7616 0.7616 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 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.579 k/ft 1.636 k/ft 1.645 k/ft 1.655 k/ft 1.645 k/ft 1.636 k/ft 1.579 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft 1.577 k/ft Steel wt in addition to cross section included in dist dead load 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft 0.137 k/ft Conc wt in addition to slab thickness and haunch included in dist dead load 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft 0.200 k/ft Superimposed dead load 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 k/ft 0.382 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 159.86 k 310.32 k 159.77 k Min unfactored live load+impact reactions -21.46 k 0.00 k -21.43 k Max unfactored live reactions - No dynamic load allowance 131.64 k 263.07 k 131.58 k Min unfactored live reactions - No dynamic load allowance -18.05 k 0.00 k -18.03 k Total unfactored dead load DC1+DC2 reactions 90.65 k 328.81 k 90.65 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 4.50 ksi Unit wt of concrete 150. lb/cu ft Aggregate source correction factor K1 1.00 Slab T for strength 7.50 in 7.50 in Neg mom rebar area 7.20 in2 Rebar placement from bottom of slab 4.17 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 72.02 17.45 0.00 159.86 -21.46 131.52 81.45 1 12.84 51.76 12.53 0.00 129.00 -21.28 105.79 56.29 2 25.69 31.50 7.62 0.00 101.24 -29.55 83.22 47.66 3 38.53 11.24 2.71 0.00 77.17 -44.98 63.72 43.85 4 51.38 -9.02 -2.20 0.00 56.72 -59.81 51.00 46.72 5 64.22 -29.28 -7.12 0.00 39.76 -73.40 -61.20 48.64 6 77.06 -49.54 -12.03 0.00 27.46 -89.91 -74.07 50.89 7 89.91 -69.81 -16.94 0.00 17.17 -106.22 -86.99 53.99 Top flg spl -77.05 -18.68 0.00 14.00 -111.87 -91.52 55.27 Bot flg spl -77.05 -18.68 0.00 14.00 -111.87 -91.52 55.27 8 102.75 -90.45 -21.86 0.00 8.80 -122.09 -99.78 57.87 9 115.60 -111.53 -26.77 0.00 2.67 -137.39 -112.37 61.43 10 128.44L -132.72 -31.68 0.00 0.00 -182.47 -149.66 77.97 10 128.44R 132.72 31.68 0.00 182.46 0.00 149.66 77.96 11 141.28 111.53 26.77 0.00 137.38 -2.67 112.37 60.36 12 154.13 90.45 21.86 0.00 122.09 -8.81 99.77 56.60 Top flg spl 77.05 18.68 0.00 111.87 -14.01 91.51 54.40 Bot flg spl 77.05 18.68 0.00 111.87 -14.01 91.51 54.40 13 166.97 69.81 16.94 0.00 106.23 -17.19 86.99 53.34 14 179.82 49.54 12.03 0.00 89.93 -27.46 74.08 50.90 15 192.66 29.28 7.12 0.00 73.43 -39.75 61.21 48.66 16 205.50 9.02 2.20 0.00 59.84 -56.70 51.02 46.73 17 218.35 -11.24 -2.71 0.00 45.00 -77.14 -63.69 46.36 18 231.19 -31.50 -7.62 0.00 29.56 -101.20 -83.19 49.46 19 244.04 -51.76 -12.53 0.00 21.25 -128.97 -105.77 56.27 20 256.88 -72.02 -17.45 0.00 21.43 -159.77 -131.50 81.43 Fatigue Permit Permit Sidewalk Trk LL+I Trk LL+I Range 0 72.18 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 32.10 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 -77.97 0.00 0.00 0.00 10R 77.96 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 30.84 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 -72.17 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 91.51 21.81 0.00 279.76 -37.55 393.07 44.03 Steel 30.62 Conc 60.88 128.44 331.81 79.20 0.00 543.06* 0.00 954.07 295.93 Steel 114.42 Conc 217.39 256.88 91.51 21.81 0.00 279.61 -37.50 392.92 44.08 Steel 30.62 Conc 60.88 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 73.21 17.45 0.00 159.86 -21.46 250.51 69.19 Steel 24.50 Conc 48.71 128.44 265.45 63.36 0.00 310.32* 0.00 639.13 328.81 Steel 91.54 Conc 173.91 256.88 73.21 17.45 0.00 159.77 -21.43 250.43 69.22 Steel 24.50 Conc 48.71 * 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 12.8 795. 193. 0. 1214. -192. 1029. -156. 662. 2 25.7 1330. 322. 0. 2080. -384. 1763. -313. 1128. 3 38.5 1604. 388. 0. 2614. -577. 2211. -469. 1411. 4 51.4 1618. 392. 0. 2820. -769. 2389. -625. 1553. 5 64.2 1372. 332. 0. 2740. -961. 2327. -781. 1590. 6 77.1 866. 209. 0. 2404. -1153. 2046. -938. 1550. 7 89.9 100. 23. 0. 1817. -1343. 1566. -1092. 1386. Top flg spl -233. -58. 0. 1564. -1410. 1360. -1147. 1305. Bot flg spl -233. -58. 0. 1564. -1410. 1360. -1147. 1305. 8 102.8 -929. -226. 0. 1037. -1533. 933. -1249. 1123. 9 115.6 -2226. -539. 0. 323. -2205.* 385. -1613. 913. 10 128.4 -3794. -914. 0. 0. -3356.* 0. -2187. 806. 11 141.3 -2226. -539. 0. 323. -2206.* 385. -1612. 913. 12 154.1 -929. -226. 0. 1037. -1532. 933. -1248. 1122. Top flg spl -233. -58. 0. 1563. -1408. 1360. -1146. 1304. Bot flg spl -233. -58. 0. 1563. -1408. 1360. -1146. 1304. 13 167.0 100. 23. 0. 1816. -1341. 1566. -1090. 1385. 14 179.8 866. 209. 0. 2402. -1152. 2045. -936. 1549. 15 192.7 1372. 332. 0. 2738. -960. 2325. -780. 1588. 16 205.5 1618. 392. 0. 2818. -768. 2388. -624. 1552. 17 218.3 1604. 388. 0. 2613. -576. 2210. -468. 1410. 18 231.2 1330. 322. 0. 2079. -384. 1762. -312. 1127. 19 244.0 795. 193. 0. 1214. -192. 1029. -156. 662. 20 256.9 0. 0. 0. 0. 0. 0. 0. 0. Bracing 0.0 0. 0. 0. 0. 0. 0. 0. 15.8 940. 228. 0. 1442. -236. 1222. -192. 27.6 1388. 336. 0. 2182. -414. 1849. -336. 39.5 1614. 391. 0. 2640. -591. 2234. -480. 51.3 1618. 392. 0. 2819. -769. 2389. -625. 63.2 1401. 339. 0. 2756. -946. 2339. -769. 75.1 962. 232. 0. 2473. -1124. 2103. -913. 86.9 301. 71. 0. 1970. -1299. 1691. -1056. 98.8 -582. -143. 0. 1271. -1423. 1119. -1179. 110.6 -1694. -411. 0. 552. -1889. 577. -1448. 122.5 -3036. -733. 0. 100. -2777. 157. -1896. 128.4 -3794. -914. 0. 0. -3356. 0. -2187. 134.4 -3037. -733. 0. 101. -2778. 157. -1896. 146.2 -1695. -411. 0. 552. -1890. 577. -1447. 158.1 -583. -143. 0. 1270. -1422. 1119. -1178. 169.9 300. 71. 0. 1969. -1297. 1690. -1054. 181.8 961. 232. 0. 2471. -1122. 2101. -912. 193.7 1401. 339. 0. 2754. -945. 2338. -768. 205.5 1618. 392. 0. 2818. -768. 2388. -624. 217.4 1614. 391. 0. 2640. -590. 2233. -480. 229.2 1388. 336. 0. 2182. -413. 1849. -336. 241.1 940. 228. 0. 1443. -236. 1222. -192. 253.0 270. 65. 0. 408. -59. 345. -48. 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. 579. -83. 0. 0. 2 0. 0. 961. -166. 0. 0. 3 0. 0. 1162. -249. 0. 0. 4 0. 0. 1220. -332. 0. 0. 5 0. 0. 1174. -415. 0. 0. 6 0. 0. 1051. -498. 0. 0. 7 0. 0. 806. -580. 0. 0. Top flg spl 0. 0. 697. -608. 0. 0. Bot flg spl 0. 0. 697. -608. 0. 0. 8 0. 0. 467. -657. 0. 0. 9 0. 0. 181. -732. 0. 0. 10 0. 0. 0. -806. 0. 0. 11 0. 0. 181. -731. 0. 0. 12 0. 0. 467. -656. 0. 0. Top flg spl 0. 0. 696. -607. 0. 0. Bot flg spl 0. 0. 696. -607. 0. 0. 13 0. 0. 805. -580. 0. 0. 14 0. 0. 1051. -498. 0. 0. 15 0. 0. 1173. -415. 0. 0. 16 0. 0. 1220. -332. 0. 0. 17 0. 0. 1161. -249. 0. 0. 18 0. 0. 961. -166. 0. 0. 19 0. 0. 579. -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 72 17 160 0 0 0 0 0 0 0 12.8 52 13 129 795 193 1214 -192 0 0 0 25.6 31 8 101 1330 322 2080 -384 0 0 0 38.5 11 3 77 1604 388 2614 -577 0 0 0 51.3 -9 -2 60 1618 392 2820 -769 0 0 0 64.2 -29 -7 -73 1372 332 2740 -961 0 0 0 77.0 -50 -12 -90 866 209 2404 -1153 0 0 0 89.9 -70 -17 -106 100 23 1817 -1343 0 0 0 102.7 -90 -22 -122 -929 -226 1037 -1533 0 0 0 115.6 -112 -27 -137 -2226 -539 385 -2205 0 0 0 128.4 -133 -32 -182 -3794 -914 0 -3356 0 0 0 141.2 112 27 137 -2226 -539 385 -2206 0 0 0 154.1 90 22 122 -929 -226 1037 -1532 0 0 0 166.9 70 17 106 100 23 1816 -1341 0 0 0 179.8 50 12 90 866 209 2402 -1152 0 0 0 192.6 29 7 73 1372 332 2738 -960 0 0 0 205.5 9 2 60 1618 392 2818 -768 0 0 0 218.3 -11 -3 -77 1604 388 2613 -576 0 0 0 231.1 -31 -8 -101 1330 322 2079 -384 0 0 0 244.0 -52 -13 -129 795 193 1214 -192 0 0 0 256.8 -72 -17 -160 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 72 17 160 0 0 0 0 0 0 0 32.1 21 5 88 1499 363 2388 -481 0 0 0 64.2 -29 -7 -73 1372 332 2740 -961 0 0 0 96.3 -80 -19 -114 -381 -94 1411 -1378 0 0 0 128.4 -133 -32 -182 -3794 -914 0 -3356 0 0 0 160.5 80 19 114 -382 -94 1451 -1436 0 0 0 192.6 29 7 73 1372 332 2738 -960 0 0 0 224.7 -21 -5 -89 1499 363 2387 -480 0 0 0 256.8 -72 -17 -160 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 72 17 160 0 0 0 0 0 0 0 0.0 72 17 160 0 0 0 0 0 0 0 15.7 47 11 123 940 228 1442 -236 0 0 0 27.6 28 7 98 1388 336 2182 -414 0 0 0 39.4 10 2 76 1614 391 2640 -591 0 0 0 51.3 -9 -2 60 1618 392 2819 -769 0 0 0 63.2 -28 -7 -63 1401 339 2756 -946 0 0 0 75.0 -46 -11 -87 962 232 2473 -1124 0 0 0 86.9 -65 -16 -102 301 71 1970 -1299 0 0 0 98.7 -84 -20 -117 -582 -143 1264 -1423 0 0 0 110.6 -103 -25 -131 -1694 -411 604 -1889 0 0 0 122.5 -123 -29 -162 -3036 -733 145 -2777 0 0 0 128.4 133 32 182 -3794 -914 0 -3356 0 0 0 134.3 245 59 330 -3037 -733 144 -2778 0 0 0 146.2 103 25 131 -1695 -411 604 -1890 0 0 0 158.0 84 20 117 -583 -143 1264 -1422 0 0 0 169.9 65 16 102 300 71 1969 -1297 0 0 0 181.8 46 11 87 961 232 2471 -1122 0 0 0 193.6 28 7 72 1401 339 2754 -945 0 0 0 205.5 9 2 60 1618 392 2818 -768 0 0 0 217.3 -10 -2 -67 1614 391 2640 -590 0 0 0 229.2 -28 -7 -98 1388 336 2182 -413 0 0 0 241.1 -47 -11 -123 940 228 1443 -236 0 0 0 252.9 -66 -16 -150 270 65 408 -59 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 3359.44 897.84 2 25.69 5704.35 1391.56 3 38.53 7064.57 1481.16 4 51.38 7446.49 1166.63 5 64.22 6925.10 447.97 6 77.06 5550.62 -674.75 7 89.91 3332.38 -2197.18 8 102.75 370.53 -4127.23 9 115.60 -2782.16 -7313.56 10 128.44 -5885.25 -11757.56 11 141.28 -2781.44 -7315.42 12 154.13 371.63 -4124.69 13 166.97 3331.31 -2194.10 14 179.82 5547.96 -672.11 15 192.66 6921.94 450.17 16 205.50 7443.85 1168.39 17 218.35 7062.54 1482.48 18 231.19 5703.12 1392.45 19 244.04 3358.93 898.28 20 256.88 0.00 0.00 Contraflexure Points Girder 1 Contraflexure Points Service Noncomposite Dead 91.31 ft 165.57 ft Top flange tension region between contraflexure pts. 91.31 - 165.57 Bottom flange tension region between contraflexure pts. 0.00 - 91.31 165.57 - 256.88 Service DC1+DC2+DW+Max LL+I 102.05 ft 154.83 ft Top flange tension region between contraflexure pts. 102.05 - 154.83 Bottom flange tension region between contraflexure pts. 0.00 - 102.05 154.83 - 256.88 Service DC1+DC2+DW+Min LL+I 76.02 ft 180.84 ft Top flange tension region between contraflexure pts. 76.02 - 180.84 Bottom flange tension region between contraflexure pts. 0.00 - 76.02 180.84 - 256.88 Factored DC1+DC2+DW+Max LL+I 104.30 ft 152.57 ft Top flange tension region between contraflexure pts. 104.30 - 152.57 Bottom flange tension region between contraflexure pts. 0.00 - 104.30 152.57 - 256.88 Factored DC1+DC2+DW+Min LL+I 69.91 ft 186.94 ft Top flange tension region between contraflexure pts. 69.91 - 186.94 Bottom flange tension region between contraflexure pts. 0.00 - 69.91 186.94 - 256.88 Factored DC2 91.23 ft 165.65 ft Top flange tension region between contraflexure pts. 91.23 - 165.65 Bottom flange tension region between contraflexure pts. 0.00 - 91.23 165.65 - 256.88 DC1+DC2+DW+1.3 Min LL+I - Service II 71.44 ft 185.42 ft Top flange tension region between contraflexure pts. 71.44 - 185.42 Bottom flange tension region between contraflexure pts. 0.00 - 71.44 185.42 - 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 = 7.13) (3n =21.39) 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 113702. 40.46 13.54 90502. 33.52 20.48 1 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 2 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 3 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 4 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 5 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 6 68887. 27.01 27.01 113787. 40.47 13.55 90570. 33.53 20.49 7 72603. 27.68 27.68 119693. 41.42 13.94 95323. 34.33 21.03 8 94916. 29.80 29.80 151438. 43.35 16.24 121344. 36.15 23.44 9 117151. 32.86 32.86 185761. 47.57 18.14 149097. 39.72 25.99 10 142615. 36.00 36.00 224966. 51.88 20.12 180797. 43.37 28.63 11 117151. 32.86 32.86 185761. 47.57 18.14 149097. 39.72 25.99 12 94916. 29.80 29.80 151439. 43.35 16.24 121344. 36.15 23.44 13 72603. 27.68 27.68 119693. 41.42 13.94 95323. 34.33 21.03 14 68887. 27.01 27.01 113787. 40.47 13.55 90570. 33.53 20.49 15 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 16 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 17 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 18 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 19 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 20 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 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 = 7.13) (3n =21.39) 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 113702. 40.46 13.54 90502. 33.52 20.48 1 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 2 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 3 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 4 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 5 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 6 68887. 27.01 27.01 113787. 40.47 13.55 90570. 33.53 20.49 7 72603. 27.68 27.68 119693. 41.42 13.94 95323. 34.33 21.03 8 94916. 29.80 29.80 151438. 43.35 16.24 121344. 36.15 23.44 9 117151. 32.86 32.86 185761. 47.57 18.14 149097. 39.72 25.99 10 142615. 36.00 36.00 224966. 51.88 20.12 180797. 43.37 28.63 11 117151. 32.86 32.86 185761. 47.57 18.14 149097. 39.72 25.99 12 94916. 29.80 29.80 151439. 43.35 16.24 121344. 36.15 23.44 13 72603. 27.68 27.68 119693. 41.42 13.94 95323. 34.33 21.03 14 68887. 27.01 27.01 113787. 40.47 13.55 90570. 33.53 20.49 15 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 16 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 17 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 18 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 19 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 20 68834. 27.00 27.00 113702. 40.46 13.54 90502. 33.52 20.48 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 = 7.13) (3n =21.39) 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 74598. 28.72 25.28 74598. 28.72 25.28 1 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 2 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 3 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 4 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 5 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 6 68887. 27.01 27.01 74655. 28.73 25.29 74655. 28.73 25.29 7 72603. 27.68 27.68 78640. 29.44 25.93 78640. 29.44 25.93 8 94916. 29.80 29.80 101782. 31.43 28.16 101782. 31.43 28.16 9 117151. 32.86 32.86 125415. 34.62 31.09 125415. 34.62 31.09 10 142615. 36.00 36.00 152451. 37.89 34.11 152451. 37.89 34.11 11 117151. 32.86 32.86 125415. 34.62 31.09 125415. 34.62 31.09 12 94916. 29.80 29.80 101782. 31.43 28.16 101782. 31.43 28.16 13 72603. 27.68 27.68 78640. 29.44 25.93 78640. 29.44 25.93 14 68887. 27.01 27.01 74655. 28.73 25.29 74655. 28.73 25.29 15 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 16 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 17 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 18 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 19 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 20 68834. 27.00 27.00 74598. 28.72 25.28 74598. 28.72 25.28 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 2754. 4131. 6.30 0.00 9651. II Noncmpct 1 2754. 4131. 6.30 0.00 9651. II Noncmpct 2 2754. 4131. 6.30 0.00 9651. II Noncmpct 3 2754. 4131. 6.30 0.00 9651. II Noncmpct 4 2754. 4131. 6.30 0.00 9651. II Noncmpct 5 2754. 4131. 6.30 0.00 9651. II Noncmpct 6 2754. 4131. 6.30 0.00 9655. II Noncmpct 7 2754. 4149. 6.31 0.00 9926. II Noncmpct 8 6.41 21.33 Noncmpct II Noncmpct 9 6.46 24.39 Noncmpct II Noncmpct 10 6.52 27.54 Noncmpct II Noncmpct 11 6.46 24.39 Noncmpct II Noncmpct 12 6.41 21.33 Noncmpct II Noncmpct 13 2754. 4149. 6.31 0.00 9926. II Noncmpct 14 2754. 4131. 6.30 0.00 9655. II Noncmpct 15 2754. 4131. 6.30 0.00 9651. II Noncmpct 16 2754. 4131. 6.30 0.00 9651. II Noncmpct 17 2754. 4131. 6.30 0.00 9651. II Noncmpct 18 2754. 4131. 6.30 0.00 9651. II Noncmpct 19 2754. 4131. 6.30 0.00 9651. II Noncmpct 20 2754. 4131. 6.30 0.00 9651. 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 -77.0 -18.7 0.0 -233.2 -58.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom -111.9 1563.5 -1410.1 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom -91.5 1360.3 -1146.9 Concurrent moment for max shear of -111.9 = 1538.0 Concurrent shear for max moment of 1563.5 = -103.4 Concurrent shear for min moment of -1410.1 = -45.5 Fatigue Truck Max Shr Max Mom Min Mom 49.2 696.6 -608.0 Shr Range Mom Range 55.3 1304.6 162.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom 77.0 18.7 0.0 -233.2 -58.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom 111.9 1563.3 -1408.4 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom 91.5 1360.3 -1145.6 Concurrent moment for max shear of 111.9 = 1537.6 Concurrent shear for max moment of 1563.3 = 103.4 Concurrent shear for min moment of -1408.4 = 45.5 Fatigue Truck Max Shr Max Mom Min Mom 49.2 696.4 -607.3 Shr Range Mom Range 54.4 1303.7 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 35.57 315.43 399.34 0.790 478.93 0.659 162.44 52.41 0.438 0.375 35.57 315.43 478.93 0.659 399.34 0.790 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 -4.7 -0.7 -3.0 1.4 4.4 -8.4 36.0 0.232 2 25.69 -7.8 -1.1 -5.2 2.7 7.9 -14.1 36.0 0.392 3 38.53 -9.4 -1.3 -6.5 4.1 10.6 -17.3 36.0 0.480 4 51.38 -9.5 -1.3 -7.1 5.5 12.5 -17.9 36.0 0.497 5 64.22 -8.1 -1.1 -6.9 6.8 13.7 -16.1 36.0 0.446 6 77.06 -5.1 -1.1 -6.0 8.2 14.2 -12.2 36.0 0.338 7 89.91 -0.4 -0.1 -4.4 9.3 13.7 8.8 36.0 0.245 Top Flg.Spl. 1.3 0.2 -3.8 9.6 13.3 11.1 36.0 0.307 Top Flg.Spl. 1.2 0.2 -3.7 8.6 12.3 10.0 36.0 0.277 8 102.75 4.4 0.9 -2.3 8.9 11.2 14.2 36.0 0.395 9 115.60 9.4 2.0 -0.8 11.5 12.3 22.8 36.0 0.635 10 128.44 14.4 3.1 0.0 15.8 15.8 33.2 36.0 0.922 11 141.28 9.4 2.0 -0.8 11.5 12.3 22.9 36.0 0.635 12 154.13 4.4 0.9 -2.3 8.9 11.2 14.2 36.0 0.395 Top Flg.Spl. 1.2 0.3 -3.7 8.6 12.3 10.0 36.0 0.278 Top Flg.Spl. 1.3 0.3 -3.8 9.6 13.3 11.1 36.0 0.310 13 166.97 -0.4 -0.1 -4.4 9.3 13.7 8.8 36.0 0.244 14 179.82 -5.1 -1.1 -6.0 8.2 14.2 -12.2 36.0 0.338 15 192.66 -8.1 -1.1 -6.8 6.8 13.7 -16.0 36.0 0.446 16 205.50 -9.5 -1.3 -7.0 5.5 12.5 -17.9 36.0 0.497 17 218.35 -9.4 -1.3 -6.5 4.1 10.6 -17.3 36.0 0.480 18 231.19 -7.8 -1.1 -5.2 2.7 7.9 -14.1 36.0 0.392 19 244.04 -4.7 -0.7 -3.0 1.4 4.4 -8.4 36.0 0.232 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 1.0285 Rb 1.0000 Rh 1.0000 5 (6.10.8.2.3-2) Cb 1.0285 Rb 1.0000 Rh 1.0000 6 (6.10.8.2.3-2) Cb 1.0285 Rb 1.0000 Rh 1.0000 7 (6.10.8.2.3-2) Cb 1.0285 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 1.0590 Rb 1.0000 Rh 1.0000 18 (6.10.8.2.3-2) Cb 1.0590 Rb 1.0000 Rh 1.0000 19 (6.10.8.2.3-2) Cb 1.4260 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 20.9 20.9 1.000 1 12.84 16.3 20.4 0.801 2 25.69 12.1 20.4 0.591 3 38.53 8.1 20.4 0.399 4 51.38 6.3 20.4 0.310 5 64.22 9.3 20.4 0.455 6 77.06 12.5 20.4 0.613 7 89.91 15.3 20.4 0.751 8 102.75 14.7 20.9 0.704 9 115.60 15.4 20.9 0.739 10 128.44 17.8 20.8 0.855 11 141.28 15.4 20.9 0.739 12 154.13 14.7 20.9 0.704 13 166.97 15.3 20.4 0.751 14 179.82 12.5 20.4 0.613 15 192.66 9.3 20.4 0.455 16 205.50 6.3 20.4 0.311 17 218.35 8.1 20.4 0.399 18 231.19 12.1 20.4 0.591 19 244.04 16.3 20.4 0.800 20 256.88 20.9 20.9 1.000 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 4.7 1.1 9.1 -1.6 10.6 0.0 14.8 36.0 0.350 2 25.69 7.8 1.8 15.5 -3.1 18.7 0.0 25.2 36.0 0.594 3 38.53 9.4 2.2 19.5 -4.7 24.2 0.0 31.1 36.0 0.735 4 51.38 9.5 2.2 21.1 -6.2 27.3 0.0 32.8 36.0 0.775 5 64.22 8.1 1.8 20.5 -7.8 28.2 0.0 30.4 36.0 0.721 6 77.06 5.1 1.2 18.0 -9.3 27.3 0.0 24.3 36.0 0.577 7 89.91 0.6 0.1 13.2 -10.6 23.8 0.0 13.9 36.0 0.337 Bot.Flg.Spl. -1.3 -0.3 11.1 -10.9 22.0 0.0 -12.5 36.0 0.346 Bot.Flg.Spl. -1.2 -0.3 9.9 -9.6 19.5 0.0 -11.1 36.0 0.307 8 102.75 -4.4 -1.0 6.2 -10.0 16.2 0.0 -15.4 36.0 0.427 9 115.60 -9.4 -2.2 2.1 -12.8 14.9 0.0 -24.4 36.0 0.678 10 128.44 -14.4 -3.4 0.0 -17.5 17.5 0.0 -35.3 36.0 0.981 11 141.28 -9.4 -2.2 2.1 -12.8 14.9 0.0 -24.4 36.0 0.678 12 154.13 -4.4 -1.0 6.2 -9.9 16.2 0.0 -15.4 36.0 0.427 Bot.Flg.Spl. -1.2 -0.3 9.9 -9.6 19.5 0.0 -11.1 36.0 0.308 Bot.Flg.Spl. -1.3 -0.3 11.1 -10.8 22.0 0.0 -12.5 36.0 0.347 13 166.97 0.6 0.1 13.2 -10.5 23.7 0.0 13.9 36.0 0.336 14 179.82 5.1 1.2 17.9 -9.3 27.3 0.0 24.2 36.0 0.577 15 192.66 8.1 1.8 20.5 -7.8 28.2 0.0 30.4 36.0 0.720 16 205.50 9.5 2.2 21.1 -6.2 27.3 0.0 32.8 36.0 0.774 17 218.35 9.4 2.2 19.5 -4.7 24.2 0.0 31.1 36.0 0.735 18 231.19 7.8 1.8 15.5 -3.1 18.6 0.0 25.1 36.0 0.593 19 244.04 4.7 1.1 9.1 -1.6 10.6 0.0 14.8 36.0 0.349 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 0.9995 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 -0.60 -0.67 0.00 1.49 1.49 2 25.69 -0.11 -1.03 -1.14 0.00 2.97 2.97 3 38.53 -0.14 -1.29 -1.43 0.00 4.46 4.46 4 51.38 -0.14 -1.39 -1.53 0.00 5.94 5.94 5 64.22 -0.12 -1.35 -1.47 0.00 7.43 7.43 6 77.06 -0.18 -1.19 -1.37 0.00 8.91 8.91 7 89.91 -0.02 -0.87 -0.89 0.00 10.07 10.07 8 102.75 0.00 -0.43 -0.43 1.00 9.51 10.52 9 115.60 0.00 -0.14 -0.14 2.13 12.19 14.31 10 128.44 0.00 0.00 0.00 3.24 16.65 19.90 11 141.28 0.00 -0.14 -0.14 2.13 12.19 14.32 12 154.13 0.00 -0.43 -0.43 1.00 9.51 10.51 13 166.97 -0.02 -0.87 -0.89 0.00 10.06 10.06 14 179.82 -0.18 -1.18 -1.37 0.00 8.90 8.90 15 192.66 -0.12 -1.35 -1.47 0.00 7.42 7.42 16 205.50 -0.14 -1.39 -1.53 0.00 5.93 5.93 17 218.35 -0.14 -1.29 -1.43 0.00 4.45 4.45 18 231.19 -0.11 -1.03 -1.14 0.00 2.97 2.97 19 244.04 -0.07 -0.60 -0.67 0.00 1.48 1.48 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 1 993.58 4.33 1.0000 1.0000 36.00 0.120 2 1661.91 7.24 1.0000 1.0000 36.00 0.201 3 2004.99 8.74 1.0000 1.0000 36.00 0.243 4 2022.82 8.82 1.0000 1.0000 36.00 0.245 5 1715.40 7.48 1.0000 1.0000 36.00 0.208 6 1082.73 4.72 1.0000 1.0000 36.00 0.131 7 124.75 0.53 1.0000 1.0000 36.00 0.015 8 -1160.75 4.04 1.0000 1.0000 36.00 0.112 9 -2782.02 8.72 1.0000 1.0000 36.00 0.242 10 -4742.60 13.47 0.9995 1.0000 36.00 0.374 11 -2782.02 8.72 1.0000 1.0000 36.00 0.242 12 -1160.75 4.04 1.0000 1.0000 36.00 0.112 13 124.74 0.53 1.0000 1.0000 36.00 0.015 14 1082.72 4.72 1.0000 1.0000 36.00 0.131 15 1715.39 7.48 1.0000 1.0000 36.00 0.208 16 2022.81 8.82 1.0000 1.0000 36.00 0.245 17 2004.98 8.74 1.0000 1.0000 36.00 0.243 18 1661.91 7.24 1.0000 1.0000 36.00 0.201 19 993.58 4.33 1.0000 1.0000 36.00 0.120 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 -3.74 -0.52 -2.26 0.36 -6.52 34.20 0.191 2 25.69 -6.26 -0.87 -3.86 0.71 -11.00 34.20 0.322 3 38.53 -7.55 -1.05 -4.86 1.07 -13.46 34.20 0.394 4 51.38 -7.62 -1.06 -5.24 1.43 -13.92 34.20 0.407 5 64.22 -6.46 -0.90 -5.09 1.79 -12.45 34.20 0.364 6 77.06 -4.08 -0.57 -4.47 2.14 -9.11 34.20 0.266 7 89.91 -0.46 -0.06 -3.30 2.44 -3.82 34.20 0.112 Top.flg.spl. 1.04 0.15 -2.79 2.52 3.71 34.20 0.109 Top.flg.spl. 0.93 0.14 -2.73 2.46 3.53 34.20 0.103 8 102.75 3.50 0.53 -1.73 2.56 6.59 34.20 0.193 9 115.60 7.49 1.13 -0.59 3.36 11.98 34.20 0.350 10 128.44 11.49 1.74 0.00 4.68 17.91 34.20 0.524 11 141.28 7.49 1.13 -0.59 3.36 11.98 34.20 0.350 12 154.13 3.50 0.53 -1.74 2.56 6.59 34.20 0.193 Top.flg.spl. 0.93 0.14 -2.73 2.46 3.53 34.20 0.103 Top.flg.spl. 1.04 0.15 -2.79 2.52 3.71 34.20 0.108 13 166.97 -0.46 -0.06 -3.30 2.44 -3.82 34.20 0.112 14 179.82 -4.08 -0.57 -4.46 2.14 -9.10 34.20 0.266 15 192.66 -6.46 -0.90 -5.09 1.78 -12.45 34.20 0.364 16 205.50 -7.62 -1.06 -5.24 1.43 -13.92 34.20 0.407 17 218.35 -7.55 -1.05 -4.85 1.07 -13.46 34.20 0.394 18 231.19 -6.26 -0.87 -3.86 0.71 -11.00 34.20 0.322 19 244.04 -3.74 -0.52 -2.26 0.36 -6.52 34.20 0.191 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 3.74 0.86 6.74 -1.07 11.34 34.20 0.332 2 25.69 6.26 1.43 11.55 -2.13 19.23 34.20 0.562 3 38.53 7.55 1.73 14.51 -3.20 23.78 34.20 0.695 4 51.38 7.62 1.74 15.65 -4.27 25.01 34.20 0.731 5 64.22 6.46 1.47 15.21 -5.34 23.14 34.20 0.677 6 77.06 4.08 0.93 13.34 -6.40 18.34 34.20 0.536 7 89.91 0.46 0.10 9.81 -7.25 10.36 34.20 0.303 Bot.flg.spl. -1.04 -0.25 8.27 -7.46 -8.75 23.39* 0.374 Bot.flg.spl. -0.93 -0.22 7.36 -6.64 -7.78 33.01* 0.236 8 102.75 -3.50 -0.81 4.63 -6.85 -11.16 34.20 0.326 9 115.60 -7.49 -1.72 1.54 -8.81 -18.02 32.44* 0.555 10 128.44 -11.49 -2.63 0.00 -12.07 -26.20 27.40* 0.956 11 141.28 -7.49 -1.72 1.54 -8.81 -18.02 32.44* 0.556 12 154.13 -3.50 -0.81 4.63 -6.84 -11.15 34.20 0.326 Bot.flg.spl. -0.93 -0.22 7.36 -6.63 -7.77 33.02* 0.235 Bot.flg.spl. -1.04 -0.25 8.27 -7.45 -8.74 23.39* 0.373 13 166.97 0.46 0.10 9.80 -7.24 10.36 34.20 0.303 14 179.82 4.08 0.93 13.33 -6.39 18.33 34.20 0.536 15 192.66 6.46 1.47 15.20 -5.33 23.13 34.20 0.676 16 205.50 7.62 1.74 15.64 -4.26 25.00 34.20 0.731 17 218.35 7.55 1.73 14.50 -3.20 23.78 34.20 0.695 18 231.19 6.26 1.43 11.54 -2.13 19.23 34.20 0.562 19 244.04 3.74 0.86 6.74 -1.07 11.34 34.20 0.331 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 -4.7 36.0 4.7 36.0 2 25.7 -7.8 36.0 7.8 36.0 3 38.5 -9.4 36.0 9.4 36.0 4 51.4 -9.5 36.0 9.5 36.0 5 64.2 -8.1 36.0 8.1 36.0 6 77.1 -5.1 36.0 5.1 36.0 7 89.9 -0.6 36.0 0.6 36.0 Top flg.spl 94.4 1.3 36.0 -1.3 36.0 Top flg.spl 94.4 1.2 36.0 -1.2 36.0 Bot.flg.spl 94.4 1.3 36.0 -1.3 36.0 Bot.flg.spl 94.4 1.2 36.0 -1.2 36.0 8 102.8 4.4 36.0 -4.4 36.0 9 115.6 9.4 36.0 -9.4 36.0 10 128.4 14.4 36.0 -14.4 36.0 11 141.3 9.4 36.0 -9.4 36.0 12 154.1 4.4 36.0 -4.4 36.0 Top flg.spl 162.4 1.1 36.0 -1.1 36.0 Top flg.spl 162.4 1.2 36.0 -1.2 36.0 Bot.flg.spl 162.4 1.1 36.0 -1.1 36.0 Bot.flg.spl 162.4 1.2 36.0 -1.2 36.0 13 167.0 -0.6 36.0 0.6 36.0 14 179.8 -5.1 36.0 5.1 36.0 15 192.7 -8.1 36.0 8.1 36.0 16 205.5 -9.5 36.0 9.5 36.0 17 218.3 -9.4 36.0 9.4 36.0 18 231.2 -7.8 36.0 7.8 36.0 19 244.0 -4.7 36.0 4.7 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 0.00 391.6 391.5 (5) 1.000 0.0 9611.3 (20) 0.000 1 12.84 306.1 382.3 (3) 0.801 3359.4 I 9611.3 (20) 0.350 2 25.69 226.1 382.3 (3) 0.591 5704.4 I 9611.3 (20) 0.594 3 38.53 152.5 382.3 (3) 0.399 7064.6 I 9611.3 (20) 0.735 4 51.38 118.7 382.3 (3) 0.310 7446.5 I 9611.3 (20) 0.775 5 64.22 173.9 382.3 (3) 0.455 6925.1 I 9611.3 (20) 0.721 6 77.06 234.3 382.5 (3) 0.613 5550.6 I 9615.4 (20) 0.577 7 89.91 294.3 392.0 (3) 0.751 3332.4 I 9900.7 (20) 0.337 8 102.75 354.1 503.3 (3) 0.704 4127.2 I 9669.1 (6) 0.427 9 115.60 413.3 559.2 (3) 0.739 7313.6 I 10802.1 (6) 0.677 10L 128.44 524.8 613.9 (3) 0.855 11757.6 I 11989.8 (6) 0.981 10R 128.44 524.8 616.0 (3) 0.852 11757.6 I 11989.8 (6) 0.981 11 141.28 413.3 559.2 (3) 0.739 7315.4 I 10802.2 (6) 0.677 12 154.13 354.0 503.3 (3) 0.704 4124.7 I 9669.1 (6) 0.427 13 166.97 294.3 392.0 (3) 0.751 3331.3 I 9900.7 (20) 0.336 14 179.82 234.3 382.5 (3) 0.613 5548.0 I 9615.4 (20) 0.577 15 192.66 174.0 382.3 (3) 0.455 6921.9 I 9611.3 (20) 0.720 16 205.50 118.7 382.3 (3) 0.311 7443.9 I 9611.3 (20) 0.774 17 218.35 152.4 382.3 (3) 0.399 7062.5 I 9611.3 (20) 0.735 18 231.19 226.0 382.3 (3) 0.591 5703.1 I 9611.3 (20) 0.593 19 244.04 306.1 382.3 (3) 0.800 3358.9 I 9611.3 (20) 0.349 20 256.88 391.4 391.5 (5) 1.000 0.0 9611.3 (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 1.96 378.6 391.5 (3) 0.967 3.92 365.5 382.3 (3) 0.956 6.88 345.8 382.3 (3) 0.904 9.85 326.1 382.3 (3) 0.853 15.77 287.9 382.3 (3) 0.753 18.74 269.4 382.3 (3) 0.705 21.70 250.9 382.3 (3) 0.656 24.67 232.4 382.3 (3) 0.608 27.63 214.9 382.3 (3) 0.562 30.59 198.0 382.3 (3) 0.518 33.56 181.0 382.3 (3) 0.473 36.52 164.0 382.3 (3) 0.429 39.49 150.0 382.3 (3) 0.392 42.45 142.2 382.3 (3) 0.372 45.41 134.4 382.3 (3) 0.351 48.38 126.6 382.3 (3) 0.331 54.31 131.3 382.3 (3) 0.343 57.27 144.1 382.3 (3) 0.377 60.24 156.8 382.3 (3) 0.410 63.20 169.6 382.3 (3) 0.443 66.16 183.1 382.3 (3) 0.479 69.13 197.0 382.3 (3) 0.515 72.09 210.9 382.3 (3) 0.552 75.06 224.9 382.3 (3) 0.588 78.02 238.8 382.7 (3) 0.624 80.99 252.6 383.6 (3) 0.659 83.95 266.5 385.6 (3) 0.691 86.91 280.3 388.4 (3) 0.722 92.84 308.0 396.5 (3) 0.777 95.81 321.8 482.0 (3) 0.667 98.77 335.5 490.2 (3) 0.684 101.73 349.3 499.6 (3) 0.699 104.70 363.0 510.3 (3) 0.711 107.66 376.7 522.2 (3) 0.721 110.63 390.4 534.9 (3) 0.730 113.59 404.1 548.9 (3) 0.736 116.56 421.6 564.2 (3) 0.747 119.52 447.4 580.7 (3) 0.770 122.48 473.1 597.1 (3) 0.792 125.45 498.8 606.4 (3) 0.823 131.38 499.3 607.6 (3) 0.822 134.34 473.6 597.5 (3) 0.793 137.30 447.8 581.0 (3) 0.771 140.27 422.1 564.5 (3) 0.748 143.23 404.3 549.2 (3) 0.736 146.20 390.6 535.2 (3) 0.730 149.16 377.0 522.4 (3) 0.722 152.13 363.3 510.5 (3) 0.712 155.09 349.6 499.8 (3) 0.699 158.05 335.8 490.4 (3) 0.685 161.02 322.0 482.2 (3) 0.668 163.98 308.2 396.6 (3) 0.777 169.91 280.6 388.4 (3) 0.722 172.87 266.8 385.6 (3) 0.692 175.84 252.9 383.6 (3) 0.659 178.80 239.1 382.7 (3) 0.625 181.77 225.2 382.3 (3) 0.589 184.73 211.2 382.3 (3) 0.552 187.70 197.3 382.3 (3) 0.516 190.66 183.4 382.3 (3) 0.480 193.62 169.8 382.3 (3) 0.444 196.59 157.1 382.3 (3) 0.411 199.55 144.3 382.3 (3) 0.378 202.52 131.6 382.3 (3) 0.344 208.44 126.5 382.3 (3) 0.331 211.41 134.2 382.3 (3) 0.351 214.37 142.0 382.3 (3) 0.371 217.34 149.8 382.3 (3) 0.392 220.30 163.6 382.3 (3) 0.428 223.27 180.6 382.3 (3) 0.472 226.23 197.6 382.3 (3) 0.517 229.19 214.6 382.3 (3) 0.561 232.16 232.0 382.3 (3) 0.607 235.12 250.5 382.3 (3) 0.655 238.09 269.0 382.3 (3) 0.703 241.05 287.4 382.3 (3) 0.752 246.98 325.6 382.3 (3) 0.852 249.94 345.3 382.3 (3) 0.903 252.91 365.0 382.3 (3) 0.955 254.87 378.0 391.5 (3) 0.966 (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 9611. C 391.50 >999.00 B>999.00 1.00 1.75 12.84 9611. C 382.34 3.94 B 6.90 1.34 2.34 25.69 9611. C 382.34 2.07 B 3.63 1.88 3.29 38.53 9611. C 382.34 1.56 B 2.72 2.70 4.73 51.38 9611. C 382.34 1.44 B 2.52 3.52 6.16 64.22 9611. C 382.34 1.56 B 2.73 2.62 4.59 77.06 9615. C 382.48 1.97 B 3.44 1.94 3.40 89.91 9901. C 392.02 3.07 B 5.37 1.53 2.67 94.44L 8157. C 399.34 3.16 B 5.53 1.43 2.50 94.44R 9190. C 478.93 3.58 B 6.26 1.84 3.21 102.75 36000. B 503.25 3.07 B 5.38 1.70 2.97 115.60 36000. B 559.18 1.91 B 3.34 1.61 2.81 128.44 35983. B 613.88 1.04 B 1.82 1.28 2.24 Span 2 Rating Factors Location Compct Mom Shear Bending Shear Cap/Noncmpt Capacity Allow Stress Inv. Oper. Inv. Oper. 0.00 35983. B 616.01 1.04 B 1.82 1.29 2.25 12.84 36000. B 559.18 1.91 B 3.34 1.61 2.81 25.69 36000. B 503.25 3.08 B 5.39 1.70 2.97 34.00L 36000. B 478.93 3.59 B 6.28 1.84 3.21 34.00R 36000. B 399.34 3.17 B 5.55 1.43 2.50 38.53 9901. C 392.02 3.07 B 5.37 1.53 2.67 51.38 9615. C 382.48 1.97 B 3.44 1.94 3.40 64.22 9611. C 382.34 1.56 B 2.73 2.62 4.59 77.06 9611. C 382.34 1.44 B 2.52 3.52 6.16 89.91 9611. C 382.34 1.56 B 2.73 2.70 4.73 102.75 9611. C 382.34 2.07 B 3.63 1.88 3.29 115.60 9611. C 382.34 3.94 B 6.90 1.34 2.34 128.44 9611. C 391.50 >999.00 B>999.00 1.00 1.75 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 4.39 B 5.71 25.69 34200. S 2.30 B 2.99 38.53 34200. S 1.72 B 2.23 51.38 34200. S 1.59 B 2.06 64.22 34200. S 1.73 B 2.25 77.06 34200. S 2.19 B 2.85 89.91 34200. S 3.43 B 4.46 94.44L 34200. S 3.98 B 5.17 94.44R 34200. S 4.28 B 5.56 102.75 34200. S 4.04 B 5.25 115.60 34200. S 2.63 B 3.41 128.44 34200. S 1.54 B 2.00 Span 2 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S 1.54 B 2.00 12.84 34200. S 2.62 B 3.41 25.69 34200. S 4.05 B 5.26 34.00L 34200. S 4.50 B 5.84 34.00R 34200. S 3.98 B 5.17 38.53 34200. S 3.43 B 4.46 51.38 34200. S 2.19 B 2.85 64.22 34200. S 1.73 B 2.25 77.06 34200. S 1.59 B 2.06 89.91 34200. S 1.72 B 2.23 102.75 34200. S 2.30 B 2.99 115.60 34200. S 4.39 B 5.71 128.44 34200. S > 999.00 B>999.00 ***************************************************** Minimum rating is 1.00 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 ) 0.00 393.07 515.13 0.763 567.00 0.693 128.44 954.07 792.02 1.205 1008.00 0.946 256.88 392.92 485.79 0.809 567.00 0.693 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 993.28 4.18 16.00 0.261 Base metal 25.69 B 1691.38 7.11 16.00 0.444 Base metal 38.53 B 2116.79 8.90 16.00 0.556 Base metal 51.38 B 2329.19 9.79 16.00 0.612 Base metal 64.22 B 2384.70 10.03 16.00 0.627 Base metal 77.06 B 2324.83 9.77 16.00 0.611 Base metal 89.91 B 2079.00 8.50 16.00 0.531 Near flg-web weld 12.84 B 993.28 3.97 16.00 0.248 Near flg-web weld 25.69 B 1691.38 6.76 16.00 0.422 Near flg-web weld 38.53 B 2116.79 8.46 16.00 0.529 Near flg-web weld 51.38 B 2329.19 9.31 16.00 0.582 Near flg-web weld 64.22 B 2384.70 9.53 16.00 0.596 Near flg-web weld 77.06 B 2324.83 9.29 16.00 0.580 Near flg-web weld 89.91 B 2079.00 8.09 16.00 0.505 Top Flg. splice 94.44 B 1956.88 2.69 16.00 0.168 Bot.Flg. splice 94.44 B 1956.88 7.96 16.00 0.497 Trans. stiff. toe 63.20 C' 2380.29 9.28 12.00 0.774 Full depth conn PL 15.77 C' 1152.37 4.68 12.00 0.390 Full depth conn PL 27.63 C' 1755.71 7.13 12.00 0.594 Full depth conn PL 39.49 C' 2132.63 8.66 12.00 0.721 Full depth conn PL 51.35 C' 2328.75 9.45 12.00 0.788 Full depth conn PL 63.21 C' 2380.33 9.66 12.00 0.805 Full depth conn PL 75.07 C' 2334.13 9.47 12.00 0.789 Full depth conn PL 86.93 C' 2136.05 2.58 12.00 0.215 Shear (6.10.5.3) 12.84 148.73 7.93 19.20 0.413 Base metal 102.75 C 1684.96 2.16 10.00 0.216 Base metal 115.60 C 1369.95 1.60 10.00 0.160 Base metal 128.44 C 1209.70 1.30 10.00 0.130 Base metal 141.28 C 1369.01 1.60 10.00 0.160 Base metal 154.13 C 1683.73 2.16 10.00 0.216 Near flg-web weld 102.75 B 1684.96 1.86 16.00 0.116 Near flg-web weld 115.60 B 1369.95 1.40 16.00 0.088 Near flg-web weld 128.44 B 1209.70 1.15 16.00 0.072 Near flg-web weld 141.28 B 1369.01 1.40 16.00 0.087 Near flg-web weld 154.13 B 1683.73 1.86 16.00 0.116 Top Flg. splice 162.44 B 1955.58 2.69 16.00 0.168 Bot.Flg. splice 162.44 B 1955.58 7.95 16.00 0.497 Trans. stiff. toe 161.02 C' 1894.99 1.90 12.00 0.159 Full depth conn PL 98.79 C' 1806.61 2.05 12.00 0.171 Full depth conn PL 110.65 C' 1491.34 1.59 12.00 0.133 Full depth conn PL 122.51 C' 1283.74 1.26 12.00 0.105 Full depth conn PL 128.44 C' 1209.70 1.15 12.00 0.096 Full depth conn PL 134.36 C' 1283.19 1.26 12.00 0.105 Full depth conn PL 146.22 C' 1490.06 1.59 12.00 0.133 Full depth conn PL 158.08 C' 1805.03 2.05 12.00 0.171 Shear (6.10.5.3) 128.44 281.36 9.53 20.48 0.465 Rebars 128.44 806.47 1.42 23.68 0.060 Base metal 166.97 B 2077.58 8.63 16.00 0.539 Base metal 179.82 B 2322.83 9.91 16.00 0.620 Base metal 192.66 B 2382.65 10.17 16.00 0.636 Base metal 205.50 B 2327.81 9.94 16.00 0.621 Base metal 218.35 B 2115.54 9.03 16.00 0.565 Base metal 231.19 B 1690.52 7.22 16.00 0.451 Base metal 244.04 B 992.90 4.24 16.00 0.265 Near flg-web weld 166.97 B 2077.58 8.21 16.00 0.513 Near flg-web weld 179.82 B 2322.83 9.42 16.00 0.589 Near flg-web weld 192.66 B 2382.65 9.67 16.00 0.604 Near flg-web weld 205.50 B 2327.81 9.45 16.00 0.590 Near flg-web weld 218.35 B 2115.54 8.59 16.00 0.537 Near flg-web weld 231.19 B 1690.52 6.86 16.00 0.429 Near flg-web weld 244.04 B 992.90 4.03 16.00 0.252 Trans. stiff. toe 190.66 C' 2373.33 9.26 12.00 0.771 Full depth conn PL 169.94 C' 2134.31 2.58 12.00 0.215 Full depth conn PL 181.80 C' 2332.09 9.47 12.00 0.789 Full depth conn PL 193.66 C' 2378.37 9.65 12.00 0.804 Full depth conn PL 205.52 C' 2327.52 9.45 12.00 0.787 Full depth conn PL 217.38 C' 2131.52 8.65 12.00 0.721 Full depth conn PL 229.24 C' 1755.11 7.12 12.00 0.594 Full depth conn PL 241.10 C' 1152.39 4.68 12.00 0.390 Full depth conn PL 252.96 C' 303.10 1.23 12.00 0.103 Shear (6.10.5.3) 244.04 148.69 7.93 19.20 0.413 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 1.000 Bending 128.44 0.981 Fatigue truck Fatigue 63.21 0.805 Shear fatigue 128.44 0.465 Bearing Stf. 128.44 1.205 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 0.00 122.18 1544.2 113702. 2 5.08 1 12.84 84.44 1544.2 113702. 2 7.34 2 25.69 71.49 1544.2 113702. 2 8.67 3 38.53 65.78 1544.2 113702. 2 9.43 4 51.38 70.08 1544.2 113702. 2 8.85 5 64.22 72.97 1544.2 113702. 2 8.50 6 77.06 76.33 1544.7 113787. 2 8.13 7 89.91 80.99 1584.0 119693. 2 7.86 8 102.75 86.81 216.5 101782. 2 45.61 * 9 115.60 92.14 237.7 125415. 2 48.23 * 10 128.44 116.95 259.4 152451. 2 42.32 * 11 141.28 90.54 237.7 125415. 2 49.09 * 12 154.13 84.89 216.5 101782. 2 46.63 * 13 166.97 80.02 1584.0 119693. 2 7.95 14 179.82 76.35 1544.7 113787. 2 8.13 15 192.66 72.99 1544.2 113702. 2 8.50 16 205.50 70.09 1544.2 113702. 2 8.85 17 218.35 69.54 1544.2 113702. 2 8.92 18 231.19 74.20 1544.2 113702. 2 8.36 19 244.04 84.40 1544.2 113702. 2 7.35 20 256.88 122.15 1544.2 113702. 2 5.08 Slab not used for Q and I in negative moment regions. There is a stud spacing less than minimum of six stud diameters. Suggest increasing studs in a line. 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 90 between tenth points 0 and 4 138 between tenth points 4 and 10 Span 2 138 between tenth points 10 and 16 90 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 35.14 Total Steel 149.70 Slab 1455.65 218.35 Concrete in extensions 1.60 Additional Concrete 51.38 Total Concrete 271.32 Total Steel and Concrete 421.02 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 0.640 0.215 0.426 0.119 0.000 0.048 0.178 2 1.171 0.393 0.778 0.218 0.000 0.092 0.335 3 1.516 0.509 1.008 0.282 0.000 0.131 0.455 4 1.638 0.550 1.089 0.305 0.000 0.160 0.524 5 1.536 0.516 1.021 0.287 0.000 0.177 0.530 6 1.246 0.419 0.827 0.233 0.000 0.179 0.479 7 0.842 0.283 0.559 0.158 0.000 0.162 0.380 8 0.431 0.145 0.285 0.081 0.000 0.126 0.254 9 0.120 0.041 0.080 0.023 0.000 0.072 0.122 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.121 0.041 0.080 0.023 0.000 0.071 0.122 12 0.431 0.146 0.285 0.081 0.000 0.126 0.254 13 0.843 0.284 0.559 0.158 0.000 0.162 0.380 14 1.247 0.420 0.827 0.233 0.000 0.179 0.479 15 1.537 0.516 1.021 0.287 0.000 0.177 0.530 16 1.639 0.550 1.089 0.305 0.000 0.160 0.524 17 1.517 0.509 1.008 0.282 0.000 0.131 0.455 18 1.171 0.393 0.778 0.218 0.000 0.092 0.335 19 0.640 0.215 0.426 0.119 0.000 0.048 0.178 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 0.771 0.258 0.512 0.143 0.000 0.058 0.215 Brace 27.63 1.235 0.414 0.821 0.230 0.000 0.098 0.355 Brace 39.49 1.533 0.514 1.019 0.285 0.000 0.133 0.462 Brace 51.35 1.638 0.550 1.089 0.305 0.000 0.160 0.524 Brace 63.21 1.551 0.521 1.030 0.289 0.000 0.176 0.532 Brace 75.07 1.299 0.436 0.862 0.243 0.000 0.180 0.490 Brace 86.93 0.936 0.315 0.621 0.175 0.000 0.168 0.406 Web Spl 94.44 0.698 0.235 0.463 0.131 0.000 0.152 0.339 Brace 98.79 0.547 0.184 0.363 0.103 0.000 0.139 0.294 Brace 110.65 0.217 0.073 0.144 0.041 0.000 0.095 0.172 Brace 122.51 0.032 0.011 0.021 0.006 0.000 0.035 0.055 Brace 128.44 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace 134.36 0.032 0.011 0.021 0.006 0.000 0.035 0.055 Brace 146.22 0.218 0.074 0.144 0.041 0.000 0.094 0.172 Brace 158.08 0.547 0.185 0.362 0.103 0.000 0.139 0.294 Web Spl 162.44 0.698 0.236 0.463 0.131 0.000 0.151 0.339 Brace 169.94 0.937 0.316 0.621 0.175 0.000 0.168 0.405 Brace 181.80 1.299 0.437 0.862 0.243 0.000 0.180 0.490 Brace 193.66 1.552 0.521 1.030 0.289 0.000 0.176 0.532 Brace 205.52 1.639 0.550 1.089 0.305 0.000 0.160 0.524 Brace 217.38 1.534 0.515 1.019 0.285 0.000 0.133 0.462 Brace 229.24 1.236 0.414 0.821 0.230 0.000 0.099 0.356 Brace 241.10 0.771 0.259 0.513 0.143 0.000 0.058 0.216 Brace 252.96 0.207 0.069 0.138 0.039 0.000 0.015 0.056 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 0.240 0.00419 -0.056 0.157 -0.00098 0.00274 128.44 0.000 0.00000 -0.093 0.093 -0.00162 0.00162 256.88 -0.240 -0.00419 -0.146 0.056 -0.00255 0.00098 Factored Support Rotations - degrees Clockwise Counterclockwise 0.00 0.575 -0.098 128.44 0.163 -0.163 256.88 0.098 -0.555 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 0.00 159.86 0.004 0.157 101.63 128.44 310.32 -0.002 0.093 162.57 256.88 159.77 -0.004 -0.146 118.44 Status run completed