FILE=R1.WRN 1. AASHTO 6.10.11.2 brng. stf. thickness violation at 0.00 2. AASHTO 6.10.11.2 brng. stf. thickness violation at 256.88 3. AASHTO 6.10.2.1 D/tw violation at point 10 4. Appendix A6 will be considered unless IGNORE APPENDIX A6 is given in input. 5. Because ADTT was not given as data the default value of 4000 is being used. Except for category E' this will double actual and nearly double allowable fatigue stresses (6.6.1.2.3) from those calculated using the 2008 interims. 6. Insufficient cover for stud in span 1 . Suggest defining HAUNCH or FILLET, or increasing SLABT 7. Insufficient cover for stud in span 2 . Suggest defining HAUNCH or FILLET, or increasing SLABT 8. LRFR RATINGS condition not given. Program will rate this girder according just to LRFD. 9. Note: Support locations are assumed to have bracing, unless NSUPBRUL is given to indicate otherwise. 10. Slab over pier will be used for long and short term stiffness analysis (6.10.1.5) unless COMSPC is used to force noncomposite action at the pier. 11. Web D/t > 150 at 128.44 (Above warnings may not be comprehensive.) FILE=R1.OUT *************************************************************** MDX Steel Highway Girder Design Program, Version 6.5.4927 Load and Resistance Factor Design - Composite Girder Copyright (c) 1996-2021 MDX Software Inc. Ph:573-446-3221 Fax:573-446-3278 Email: support@mdxsoftware.com *************************************************************** Oct 4, 2022 - 3:02 pm Files: BEAM 2 PROPOSED.R1 R1.OUT Contents of data file- ************************************************** ID: FRA-71-19.36 (BEAM 2 PROP.) CONDITIONS A36 STEEL A36 STIFFENER STEEL CONCRETE DECK ON STEEL BEAMS ENGLISH INPUT ENGLISH OUTPUT INTERIOR BEAM INTERMEDIATE TRANSVERSE STIFFENERS BOTH SIDES OF WEB LRFD METHOD RATE MODE SELF WEIGHT FOR DEAD LOAD 1 SINGLE BEARING STIFFENERS EACH SIDE DATA BNGSKEW 55.9025 55.9025 55.9025 BR 0.001 15.77 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 15.7804 BSPL 94.44 68. DE 4. 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 0.05 WAS 0.0665 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 2 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 256.88 ft Unbraced length of comp. flange at support 2 is 5.93 ft. Cover plates No cover plates Curvature No curvature Flange splices Top flange splice locations 94.44 ft 162.44 ft Bottom flange splice locations 94.44 ft 162.44 ft Girder Type Plate girder Interior girder Hinges No interior hinges Span lengths Spans 128.44 ft 128.44 ft Stiffeners Bearing stiffeners Single bearing stiffeners each side Longitudinal stiffeners No longitudinal stiffener Transverse stiffeners Transverse stiffeners both sides Stiffener clips 1.00 in Stiffener transitions 3.92 ft 125.45 ft 128.44 ft 131.38 ft 252.91 ft 254.87 ft Web haunches Web haunches as defined with WEBV, WEBSP Web splices Web splice locations 94.44 ft 162.44 ft Fatigue Average Single Lane Daily Truck Traffic: 4000 Allowable weld stress 18.00 ksi AWS minimum welds Fatigue life: 75 Fatigue stress category B flange splices Composite Behavior Composite region for composite loading- 0. - 256.88 ft Loading Lane fraction for strength limit state Shear 1.0163 0.9759 0.9355 0.8952 0.8548 0.8144 0.8144 0.8144 0.8144 0.8144 0.9771 0.8144 0.8144 0.8144 0.8144 0.8144 0.8548 0.8952 0.9355 0.9759 1.0163 Moment 0.5430 0.5430 0.5430 0.5430 0.5430 0.5430 0.5430 0.5445 0.5515 0.5568 0.5617 0.5568 0.5515 0.5445 0.5430 0.5430 0.5430 0.5430 0.5430 0.5430 0.5430 Lane fraction for fatigue limit state Shear 0.7071 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.6799 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.5667 0.7071 Moment 0.3108 0.3108 0.3108 0.3108 0.3108 0.3108 0.3108 0.3116 0.3155 0.3184 0.3211 0.3184 0.3155 0.3116 0.3108 0.3108 0.3108 0.3108 0.3108 0.3108 0.3108 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 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.359 k/ft 1.416 k/ft 1.425 k/ft 1.434 k/ft 1.425 k/ft 1.416 k/ft 1.359 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft 1.357 k/ft Steel wt in addition to cross section included in dist dead load 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft 0.067 k/ft Conc wt in addition to slab thickness and haunch included in dist dead load 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 k/ft 0.050 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 123.99 k 240.70 k 123.93 k Min unfactored live load+impact reactions -16.64 k 0.00 k -16.62 k Max unfactored live reactions - No dynamic load allowance 102.11 k 204.05 k 102.06 k Min unfactored live reactions - No dynamic load allowance -14.00 k 0.00 k -13.98 k Total unfactored dead load DC1+DC2 reactions 80.60 k 292.32 k 80.60 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 61.96 17.45 0.00 123.99 -16.64 102.01 52.75 1 12.84 44.53 12.53 0.00 100.05 -16.50 82.06 36.45 2 25.69 27.11 7.62 0.00 78.52 -22.92 64.55 30.87 3 38.53 9.68 2.71 0.00 59.86 -34.89 49.42 28.40 4 51.38 -7.75 -2.20 0.00 44.00 -46.39 39.56 30.26 5 64.22 -25.18 -7.12 0.00 30.84 -56.93 -47.47 31.50 6 77.06 -42.61 -12.03 0.00 21.30 -69.74 -57.45 32.96 7 89.91 -60.05 -16.94 0.00 13.32 -82.39 -67.47 34.97 Top flg spl -66.29 -18.68 0.00 10.86 -86.77 -70.99 35.79 Bot flg spl -66.29 -18.68 0.00 10.86 -86.77 -70.99 35.79 8 102.75 -77.87 -21.86 0.00 6.82 -94.70 -77.39 37.48 9 115.60 -96.12 -26.77 0.00 2.07 -106.56 -87.16 39.78 10 128.44L -114.48 -31.68 0.00 0.00 -141.53 -116.08 50.49 10 128.44R 114.48 31.68 0.00 141.53 0.00 116.08 50.49 11 141.28 96.12 26.77 0.00 106.56 -2.07 87.16 39.09 12 154.13 77.87 21.86 0.00 94.70 -6.83 77.39 36.65 Top flg spl 66.29 18.68 0.00 86.77 -10.87 70.98 35.23 Bot flg spl 66.29 18.68 0.00 86.77 -10.87 70.98 35.23 13 166.97 60.05 16.94 0.00 82.39 -13.33 67.47 34.55 14 179.82 42.61 12.03 0.00 69.75 -21.30 57.46 32.96 15 192.66 25.18 7.12 0.00 56.95 -30.83 47.48 31.51 16 205.50 7.75 2.20 0.00 46.41 -43.98 39.57 30.26 17 218.35 -9.68 -2.71 0.00 34.90 -59.83 -49.40 30.02 18 231.19 -27.11 -7.62 0.00 22.92 -78.50 -64.53 32.03 19 244.04 -44.53 -12.53 0.00 16.48 -100.03 -82.04 36.44 20 256.88 -61.96 -17.45 0.00 16.62 -123.93 -102.00 52.74 Fatigue Permit Permit Sidewalk Trk LL+I Trk LL+I Range 0 46.74 0.00 0.00 0.00 1 31.64 0.00 0.00 0.00 2 26.05 0.00 0.00 0.00 3 20.79 0.00 0.00 0.00 4 15.92 0.00 0.00 0.00 5 -19.96 0.00 0.00 0.00 6 -25.29 0.00 0.00 0.00 7 -30.22 0.00 0.00 0.00 Top flg spl -31.85 0.00 0.00 0.00 Bot flg spl -31.85 0.00 0.00 0.00 8 -34.69 0.00 0.00 0.00 9 -38.65 0.00 0.00 0.00 10 -50.49 0.00 0.00 0.00 10R 50.49 0.00 0.00 0.00 11 38.65 0.00 0.00 0.00 12 34.69 0.00 0.00 0.00 Top flg spl 31.86 0.00 0.00 0.00 Bot flg spl 31.86 0.00 0.00 0.00 13 30.23 0.00 0.00 0.00 14 25.30 0.00 0.00 0.00 15 19.98 0.00 0.00 0.00 16 -15.92 0.00 0.00 0.00 17 -20.78 0.00 0.00 0.00 18 -26.04 0.00 0.00 0.00 19 -31.63 0.00 0.00 0.00 20 -46.74 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 78.94 21.81 0.00 216.99 -29.13 317.74 43.41 Steel 26.61 Conc 52.33 128.44 286.20 79.20 0.00 421.22* 0.00 786.62 263.09 Steel 99.87 Conc 186.33 256.88 78.94 21.81 0.00 216.87 -29.09 317.62 43.45 Steel 26.61 Conc 52.33 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 63.15 17.45 0.00 123.99 -16.64 204.60 63.96 Steel 21.29 Conc 41.86 128.44 228.96 63.36 0.00 240.70* 0.00 533.02 292.32 Steel 79.89 Conc 149.07 256.88 63.15 17.45 0.00 123.93 -16.62 204.53 63.98 Steel 21.29 Conc 41.86 * 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 12.8 684. 193. 0. 722. -114. 611. -93. 270. 2 25.7 1144. 322. 0. 1236. -228. 1047. -186. 460. 3 38.5 1380. 388. 0. 1553. -343. 1314. -279. 576. 4 51.4 1393. 392. 0. 1675. -457. 1420. -371. 634. 5 64.2 1181. 332. 0. 1628. -571. 1382. -464. 649. 6 77.1 746. 209. 0. 1429. -685. 1216. -557. 633. 7 89.9 86. 23. 0. 1084. -802. 935. -652. 568. Top flg spl -200. -58. 0. 938. -847. 816. -689. 538. Bot flg spl -200. -58. 0. 938. -847. 816. -689. 538. 8 102.8 -798. -226. 0. 633. -937. 570. -763. 471. 9 115.6 -1916. -539. 0. 201. -1388.* 239. -1004. 390. 10 128.4 -3268. -914. 0. 0. -2125.* 0. -1385. 350. 11 141.3 -1916. -539. 0. 201. -1388.* 240. -1003. 390. 12 154.1 -798. -226. 0. 634. -936. 570. -763. 471. Top flg spl -200. -58. 0. 937. -846. 816. -688. 537. Bot flg spl -200. -58. 0. 937. -846. 816. -688. 537. 13 167.0 86. 23. 0. 1084. -801. 935. -651. 568. 14 179.8 746. 209. 0. 1428. -684. 1215. -556. 632. 15 192.7 1181. 332. 0. 1627. -570. 1382. -464. 648. 16 205.5 1393. 392. 0. 1675. -456. 1419. -371. 633. 17 218.3 1380. 388. 0. 1552. -342. 1313. -278. 576. 18 231.2 1144. 322. 0. 1236. -228. 1047. -185. 460. 19 244.0 684. 193. 0. 721. -114. 611. -93. 270. 20 256.9 0. 0. 0. 0. 0. 0. 0. 0. Bracing 0.0 0. 0. 0. 0. 0. 0. 0. 15.8 808. 228. 0. 857. -140. 726. -114. 27.6 1194. 336. 0. 1297. -246. 1099. -200. 39.5 1389. 391. 0. 1569. -351. 1327. -285. 51.3 1393. 392. 0. 1675. -457. 1420. -371. 63.2 1206. 339. 0. 1637. -562. 1390. -457. 75.1 828. 232. 0. 1469. -667. 1249. -543. 86.9 260. 71. 0. 1174. -773. 1008. -628. 98.8 -500. -143. 0. 771. -861. 679. -715. 110.6 -1457. -411. 0. 340. -1180. 356. -894. 122.5 -2614. -733. 0. 64. -1754. 99. -1191. 128.4 -3268. -914. 0. 0. -2125. 0. -1385. 134.4 -2615. -733. 0. 64. -1755. 99. -1191. 146.2 -1458. -411. 0. 340. -1181. 356. -894. 158.1 -501. -143. 0. 771. -860. 679. -714. 169.9 259. 71. 0. 1173. -772. 1007. -628. 181.8 828. 232. 0. 1468. -667. 1248. -542. 193.7 1206. 339. 0. 1636. -561. 1389. -456. 205.5 1393. 392. 0. 1674. -456. 1419. -371. 217.4 1389. 391. 0. 1568. -351. 1327. -285. 229.2 1194. 336. 0. 1296. -245. 1098. -200. 241.1 809. 228. 0. 857. -140. 726. -114. 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. 236. -34. 0. 0. 2 0. 0. 392. -68. 0. 0. 3 0. 0. 474. -102. 0. 0. 4 0. 0. 498. -136. 0. 0. 5 0. 0. 479. -170. 0. 0. 6 0. 0. 429. -203. 0. 0. 7 0. 0. 330. -238. 0. 0. Top flg spl 0. 0. 287. -251. 0. 0. Bot flg spl 0. 0. 287. -251. 0. 0. 8 0. 0. 196. -275. 0. 0. 9 0. 0. 77. -313. 0. 0. 10 0. 0. 0. -350. 0. 0. 11 0. 0. 77. -312. 0. 0. 12 0. 0. 196. -275. 0. 0. Top flg spl 0. 0. 287. -251. 0. 0. Bot flg spl 0. 0. 287. -251. 0. 0. 13 0. 0. 330. -238. 0. 0. 14 0. 0. 429. -203. 0. 0. 15 0. 0. 479. -169. 0. 0. 16 0. 0. 498. -135. 0. 0. 17 0. 0. 474. -102. 0. 0. 18 0. 0. 392. -68. 0. 0. 19 0. 0. 236. -34. 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 62 17 124 0 0 0 0 0 0 0 12.8 45 13 100 684 193 722 -114 0 0 0 25.6 27 8 79 1144 322 1236 -228 0 0 0 38.5 10 3 60 1380 388 1553 -343 0 0 0 51.3 -8 -2 46 1393 392 1675 -457 0 0 0 64.2 -25 -7 -57 1181 332 1628 -571 0 0 0 77.0 -43 -12 -70 746 209 1429 -685 0 0 0 89.9 -60 -17 -82 86 23 1084 -802 0 0 0 102.7 -78 -22 -95 -798 -226 633 -937 0 0 0 115.6 -96 -27 -107 -1916 -539 239 -1388 0 0 0 128.4 -114 -32 -142 -3268 -914 0 -2125 0 0 0 141.2 96 27 107 -1916 -539 240 -1388 0 0 0 154.1 78 22 95 -798 -226 634 -936 0 0 0 166.9 60 17 82 86 23 1084 -801 0 0 0 179.8 43 12 70 746 209 1428 -684 0 0 0 192.6 25 7 57 1181 332 1627 -570 0 0 0 205.5 8 2 46 1393 392 1675 -456 0 0 0 218.3 -10 -3 -60 1380 388 1552 -342 0 0 0 231.1 -27 -8 -78 1144 322 1236 -228 0 0 0 244.0 -45 -13 -100 684 193 721 -114 0 0 0 256.8 -62 -17 -124 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 62 17 124 0 0 0 0 0 0 0 32.1 18 5 69 1290 363 1419 -286 0 0 0 64.2 -25 -7 -57 1181 332 1628 -571 0 0 0 96.3 -69 -19 -89 -327 -94 852 -830 0 0 0 128.4 -114 -32 -142 -3268 -914 0 -2125 0 0 0 160.5 69 19 89 -328 -94 872 -866 0 0 0 192.6 25 7 57 1181 332 1627 -570 0 0 0 224.7 -18 -5 -69 1290 363 1419 -285 0 0 0 256.8 -62 -17 -124 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 62 17 124 0 0 0 0 0 0 0 0.0 62 17 124 0 0 0 0 0 0 0 15.7 41 11 95 808 228 857 -140 0 0 0 27.6 24 7 76 1194 336 1297 -246 0 0 0 39.4 8 2 59 1389 391 1569 -351 0 0 0 51.3 -8 -2 46 1393 392 1675 -457 0 0 0 63.2 -24 -7 -49 1206 339 1637 -562 0 0 0 75.0 -40 -11 -68 828 232 1469 -667 0 0 0 86.9 -56 -16 -79 260 71 1174 -773 0 0 0 98.7 -72 -20 -91 -500 -143 767 -861 0 0 0 110.6 -89 -25 -102 -1457 -411 373 -1180 0 0 0 122.5 -106 -29 -125 -2614 -733 91 -1754 0 0 0 128.4 114 32 142 -3268 -914 0 -2125 0 0 0 134.3 212 59 256 -2615 -733 91 -1755 0 0 0 146.2 89 25 102 -1458 -411 373 -1181 0 0 0 158.0 72 20 91 -501 -143 767 -860 0 0 0 169.9 56 16 79 259 71 1173 -772 0 0 0 181.8 40 11 68 828 232 1468 -667 0 0 0 193.6 24 7 56 1206 339 1636 -561 0 0 0 205.5 8 2 46 1393 392 1674 -456 0 0 0 217.3 -8 -2 -52 1389 391 1568 -351 0 0 0 229.2 -24 -7 -76 1194 336 1296 -245 0 0 0 241.1 -41 -11 -95 809 228 857 -140 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 2358.39 895.70 2 25.69 3995.38 1432.69 3 38.53 4928.69 1611.00 4 51.38 5162.13 1430.60 5 64.22 4740.26 891.51 6 77.06 3693.07 -6.32 7 89.91 2034.28 -1266.51 8 102.75 -172.69 -2920.54 9 115.60 -2649.01 -5496.40 10 128.44 -5227.60 -8945.89 11 141.28 -2648.56 -5497.58 12 154.13 -172.02 -2918.99 13 166.97 2033.65 -1264.66 14 179.82 3691.49 -4.75 15 192.66 4738.39 892.83 16 205.50 5160.57 1431.66 17 218.35 4927.49 1611.79 18 231.19 3994.65 1433.23 19 244.04 2358.10 895.97 20 256.88 0.00 0.00 Contraflexure Points Girder 1 Contraflexure Points Service Noncomposite Dead 91.32 ft 165.56 ft Top flange tension region between contraflexure pts. 91.32 - 165.56 Bottom flange tension region between contraflexure pts. 0.00 - 91.32 165.56 - 256.88 Service DC1+DC2+DW+Max LL+I 99.75 ft 157.12 ft Top flange tension region between contraflexure pts. 99.75 - 157.12 Bottom flange tension region between contraflexure pts. 0.00 - 99.75 157.12 - 256.88 Service DC1+DC2+DW+Min LL+I 81.07 ft 175.79 ft Top flange tension region between contraflexure pts. 81.07 - 175.79 Bottom flange tension region between contraflexure pts. 0.00 - 81.07 175.79 - 256.88 Factored DC1+DC2+DW+Max LL+I 101.80 ft 155.07 ft Top flange tension region between contraflexure pts. 101.80 - 155.07 Bottom flange tension region between contraflexure pts. 0.00 - 101.80 155.07 - 256.88 Factored DC1+DC2+DW+Min LL+I 76.96 ft 179.87 ft Top flange tension region between contraflexure pts. 76.96 - 179.87 Bottom flange tension region between contraflexure pts. 0.00 - 76.96 179.87 - 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 78.01 ft 178.85 ft Top flange tension region between contraflexure pts. 78.01 - 178.85 Bottom flange tension region between contraflexure pts. 0.00 - 78.01 178.85 - 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 -66.3 -18.7 0.0 -200.0 -58.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom -86.8 937.5 -847.2 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom -71.0 815.7 -689.1 Concurrent moment for max shear of -86.8 = 922.2 Concurrent shear for max moment of 937.5 = -80.2 Concurrent shear for min moment of -847.2 = -35.3 Fatigue Truck Max Shr Max Mom Min Mom 31.9 286.9 -250.8 Shr Range Mom Range 35.8 537.7 162.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom 66.3 18.7 0.0 -200.0 -58.0 0.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom 86.8 937.4 -846.2 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom 71.0 815.7 -688.3 Concurrent moment for max shear of 86.8 = 921.9 Concurrent shear for max moment of 937.4 = 80.2 Concurrent shear for min moment of -846.2 = 35.3 Fatigue Truck Max Shr Max Mom Min Mom 31.9 286.8 -250.6 Shr Range Mom Range 35.2 537.3 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 35.57 258.07 399.34 0.646 478.93 0.539 162.44 52.41 0.438 0.375 35.57 258.07 478.93 0.539 399.34 0.646 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 -4.0 -0.7 -1.8 0.8 2.6 -6.5 36.0 0.180 2 25.69 -6.7 -1.1 -3.1 1.6 4.7 -10.9 36.0 0.303 3 38.53 -8.1 -1.3 -3.9 2.4 6.3 -13.3 36.0 0.370 4 51.38 -8.2 -1.3 -4.2 3.3 7.4 -13.7 36.0 0.381 5 64.22 -6.9 -1.1 -4.1 4.1 8.1 -12.1 36.0 0.337 6 77.06 -4.4 -0.7 -3.6 4.9 8.4 -8.7 36.0 0.241 7 89.91 -0.4 -0.1 -2.7 5.6 8.2 5.1 36.0 0.142 Top Flg.Spl. 1.1 0.2 -2.3 5.7 8.0 7.1 36.0 0.196 Top Flg.Spl. 1.0 0.2 -2.2 5.2 7.4 6.3 36.0 0.176 8 102.75 3.8 0.9 -1.4 5.4 6.9 10.1 36.0 0.282 9 115.60 8.1 2.0 -0.5 7.2 7.7 17.3 36.0 0.480 10 128.44 12.4 3.1 0.0 10.0 10.0 25.4 36.0 0.706 11 141.28 8.1 2.0 -0.5 7.2 7.7 17.3 36.0 0.480 12 154.13 3.8 0.9 -1.4 5.4 6.9 10.1 36.0 0.282 Top Flg.Spl. 1.0 0.3 -2.2 5.2 7.4 6.4 36.0 0.178 Top Flg.Spl. 1.1 0.3 -2.3 5.7 8.0 7.1 36.0 0.198 13 166.97 -0.4 -0.1 -2.7 5.5 8.2 5.1 36.0 0.142 14 179.82 -4.4 -0.7 -3.6 4.9 8.4 -8.7 36.0 0.241 15 192.66 -6.9 -1.1 -4.1 4.1 8.1 -12.1 36.0 0.337 16 205.50 -8.2 -1.3 -4.2 3.2 7.4 -13.7 36.0 0.381 17 218.35 -8.1 -1.3 -3.9 2.4 6.3 -13.3 36.0 0.370 18 231.19 -6.7 -1.1 -3.1 1.6 4.7 -10.9 36.0 0.303 19 244.04 -4.0 -0.7 -1.8 0.8 2.6 -6.5 36.0 0.180 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 1.0328 Rb 1.0000 Rh 1.0000 5 (6.10.8.2.3-2) Cb 1.0328 Rb 1.0000 Rh 1.0000 6 (6.10.8.2.3-2) Cb 1.0328 Rb 1.0000 Rh 1.0000 7 (6.10.8.2.3-2) Cb 1.0328 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 1.0572 Rb 1.0000 Rh 1.0000 18 (6.10.8.2.3-2) Cb 1.0572 Rb 1.0000 Rh 1.0000 19 (6.10.8.2.3-2) Cb 1.6472 Rb 1.0000 Rh 1.0000 Cb for unbraced lengths spanning between tenth points Beginning End Cb 39.49 51.35 1.03 205.52 217.38 1.06 Perf. ratio for compact section is (factored mom/mom strength) if this is less than (total stress/allowable stress) Shear Stress Shear Stress - ksi Tenth Loc Total Allow Ratio 0 0.00 16.9 20.9 0.808 1 12.84 13.1 20.4 0.645 2 25.69 9.6 20.4 0.473 3 38.53 6.4 20.4 0.314 4 51.38 5.0 20.4 0.245 5 64.22 7.5 20.4 0.366 6 77.06 10.1 20.4 0.498 7 89.91 12.5 20.4 0.613 8 102.75 12.0 20.9 0.577 9 115.60 12.7 20.9 0.608 10 128.44 14.6 20.8 0.701 11 141.28 12.7 20.9 0.608 12 154.13 12.0 20.9 0.577 13 166.97 12.5 20.4 0.613 14 179.82 10.1 20.4 0.498 15 192.66 7.5 20.4 0.366 16 205.50 5.0 20.4 0.245 17 218.35 6.4 20.4 0.314 18 231.19 9.6 20.4 0.473 19 244.04 13.1 20.4 0.644 20 256.88 16.9 20.9 0.808 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 4.0 1.1 5.4 -0.9 6.3 0.0 10.5 36.0 0.245 2 25.69 6.7 1.8 9.2 -1.8 11.1 0.0 17.8 36.0 0.416 3 38.53 8.1 2.2 11.6 -2.8 14.4 0.0 21.9 36.0 0.513 4 51.38 8.2 2.2 12.5 -3.7 16.2 0.0 22.9 36.0 0.537 5 64.22 6.9 1.8 12.2 -4.6 16.8 0.0 21.0 36.0 0.493 6 77.06 4.4 1.2 10.7 -5.5 16.2 0.0 16.2 36.0 0.384 7 89.91 0.5 0.1 7.9 -6.3 14.2 0.0 8.5 36.0 0.205 Bot.Flg.Spl. -1.1 -0.3 6.7 -6.5 13.2 0.0 -8.0 36.0 0.221 Bot.Flg.Spl. -1.0 -0.3 5.9 -5.8 11.7 0.0 -7.1 36.0 0.196 8 102.75 -3.8 -1.0 3.8 -6.1 9.9 0.0 -10.9 36.0 0.303 9 115.60 -8.1 -2.2 1.3 -8.1 9.3 0.0 -18.4 36.0 0.510 10 128.44 -12.4 -3.4 0.0 -11.1 11.1 0.0 -26.9 36.0 0.747 11 141.28 -8.1 -2.2 1.3 -8.1 9.3 0.0 -18.4 36.0 0.510 12 154.13 -3.8 -1.0 3.8 -6.1 9.9 0.0 -10.9 36.0 0.302 Bot.Flg.Spl. -1.0 -0.3 5.9 -5.8 11.7 0.0 -7.1 36.0 0.196 Bot.Flg.Spl. -1.1 -0.3 6.7 -6.5 13.2 0.0 -8.0 36.0 0.221 13 166.97 0.5 0.1 7.9 -6.3 14.2 0.0 8.5 36.0 0.205 14 179.82 4.4 1.2 10.7 -5.5 16.2 0.0 16.2 36.0 0.384 15 192.66 6.9 1.8 12.2 -4.6 16.8 0.0 20.9 36.0 0.493 16 205.50 8.2 2.2 12.5 -3.7 16.2 0.0 22.9 36.0 0.537 17 218.35 8.1 2.2 11.6 -2.8 14.4 0.0 21.9 36.0 0.513 18 231.19 6.7 1.8 9.2 -1.8 11.1 0.0 17.8 36.0 0.416 19 244.04 4.0 1.1 5.4 -0.9 6.3 0.0 10.5 36.0 0.245 20 256.88 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 Governing expression for allowable compression stress Tenth Pt Expression 7 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 8 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 9 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 10 (6.10.8.2.3-2) Cb 1.0000 Rb 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 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 -0.36 -0.42 0.00 0.88 0.88 2 25.69 -0.11 -0.61 -0.72 0.00 1.77 1.77 3 38.53 -0.14 -0.77 -0.90 0.00 2.65 2.65 4 51.38 -0.14 -0.83 -0.96 0.00 3.53 3.53 5 64.22 -0.12 -0.80 -0.92 0.00 4.41 4.41 6 77.06 -0.07 -0.70 -0.78 0.00 5.29 5.29 7 89.91 -0.02 -0.52 -0.54 0.00 6.01 6.01 8 102.75 0.00 -0.26 -0.26 1.00 5.81 6.82 9 115.60 0.00 -0.09 -0.09 2.13 7.67 9.80 10 128.44 0.00 0.00 0.00 3.24 10.55 13.79 11 141.28 0.00 -0.09 -0.09 2.13 7.67 9.80 12 154.13 0.00 -0.26 -0.26 1.00 5.81 6.81 13 166.97 -0.02 -0.52 -0.54 0.00 6.01 6.01 14 179.82 -0.07 -0.70 -0.78 0.00 5.29 5.29 15 192.66 -0.12 -0.80 -0.92 0.00 4.41 4.41 16 205.50 -0.14 -0.83 -0.96 0.00 3.53 3.53 17 218.35 -0.14 -0.77 -0.90 0.00 2.64 2.64 18 231.19 -0.11 -0.61 -0.72 0.00 1.76 1.76 19 244.04 -0.07 -0.36 -0.42 0.00 0.88 0.88 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 1 854.92 3.73 1.0000 1.0000 36.00 0.103 2 1430.01 6.23 1.0000 1.0000 36.00 0.173 3 1725.29 7.52 1.0000 1.0000 36.00 0.209 4 1740.74 7.59 1.0000 1.0000 36.00 0.211 5 1476.37 6.43 1.0000 1.0000 36.00 0.179 6 932.18 4.06 1.0000 1.0000 36.00 0.113 7 108.11 0.46 1.0000 1.0000 36.00 0.013 8 -998.05 3.48 1.0000 1.0000 36.00 0.097 9 -2394.56 7.51 1.0000 1.0000 36.00 0.209 10 -4084.95 11.60 0.9995 1.0000 36.00 0.322 11 -2394.56 7.51 1.0000 1.0000 36.00 0.209 12 -998.05 3.48 1.0000 1.0000 36.00 0.097 13 108.12 0.46 1.0000 1.0000 36.00 0.013 14 932.19 4.06 1.0000 1.0000 36.00 0.113 15 1476.38 6.43 1.0000 1.0000 36.00 0.179 16 1740.75 7.59 1.0000 1.0000 36.00 0.211 17 1725.30 7.52 1.0000 1.0000 36.00 0.209 18 1430.02 6.23 1.0000 1.0000 36.00 0.173 19 854.93 3.73 1.0000 1.0000 36.00 0.104 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 -3.22 -0.52 -1.34 0.21 -5.08 34.20 0.149 2 25.69 -5.38 -0.87 -2.30 0.42 -8.56 34.20 0.250 3 38.53 -6.50 -1.05 -2.89 0.64 -10.44 34.20 0.305 4 51.38 -6.55 -1.06 -3.11 0.85 -10.73 34.20 0.314 5 64.22 -5.56 -0.90 -3.03 1.06 -9.49 34.20 0.277 6 77.06 -3.51 -0.57 -2.65 1.27 -6.73 34.20 0.197 7 89.91 -0.40 -0.06 -1.97 1.46 -2.43 34.20 0.071 Top.flg.spl. 0.90 0.15 -1.67 1.51 2.56 34.20 0.075 Top.flg.spl. 0.79 0.14 -1.64 1.48 2.42 34.20 0.071 8 102.75 3.01 0.53 -1.06 1.57 5.10 34.20 0.149 9 115.60 6.45 1.13 -0.36 2.11 9.69 34.20 0.283 10 128.44 9.90 1.74 0.00 2.97 14.60 34.20 0.427 11 141.28 6.45 1.13 -0.37 2.12 9.69 34.20 0.283 12 154.13 3.01 0.53 -1.06 1.57 5.10 34.20 0.149 Top.flg.spl. 0.79 0.14 -1.64 1.48 2.41 34.20 0.071 Top.flg.spl. 0.90 0.15 -1.67 1.51 2.56 34.20 0.075 13 166.97 -0.40 -0.06 -1.97 1.45 -2.43 34.20 0.071 14 179.82 -3.51 -0.57 -2.65 1.27 -6.73 34.20 0.197 15 192.66 -5.56 -0.90 -3.02 1.06 -9.48 34.20 0.277 16 205.50 -6.55 -1.06 -3.11 0.85 -10.73 34.20 0.314 17 218.35 -6.50 -1.05 -2.88 0.64 -10.44 34.20 0.305 18 231.19 -5.38 -0.87 -2.30 0.42 -8.55 34.20 0.250 19 244.04 -3.22 -0.52 -1.34 0.21 -5.08 34.20 0.149 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 3.22 0.86 4.01 -0.63 8.08 34.20 0.236 2 25.69 5.38 1.43 6.86 -1.27 13.68 34.20 0.400 3 38.53 6.50 1.73 8.62 -1.90 16.84 34.20 0.493 4 51.38 6.55 1.74 9.30 -2.54 17.59 34.20 0.514 5 64.22 5.56 1.47 9.04 -3.17 16.07 34.20 0.470 6 77.06 3.51 0.93 7.93 -3.80 12.36 34.20 0.361 7 89.91 0.40 0.10 5.85 -4.33 6.35 34.20 0.186 Bot.flg.spl. -0.90 -0.25 4.96 -4.48 -5.62 24.47* 0.230 Bot.flg.spl. -0.79 -0.22 4.41 -3.99 -5.00 34.20 0.146 8 102.75 -3.01 -0.81 2.83 -4.18 -8.00 34.20 0.234 9 115.60 -6.45 -1.72 0.96 -5.54 -13.71 34.20 0.401 10 128.44 -9.90 -2.63 0.00 -7.64 -20.17 28.79* 0.701 11 141.28 -6.45 -1.72 0.96 -5.55 -13.72 34.20* 0.401 12 154.13 -3.01 -0.81 2.83 -4.18 -8.00 34.20 0.234 Bot.flg.spl. -0.79 -0.22 4.41 -3.98 -4.99 34.20 0.146 Bot.flg.spl. -0.90 -0.25 4.96 -4.47 -5.62 24.47* 0.229 13 166.97 0.40 0.10 5.85 -4.32 6.35 34.20 0.186 14 179.82 3.51 0.93 7.92 -3.80 12.36 34.20 0.361 15 192.66 5.56 1.47 9.03 -3.17 16.07 34.20 0.470 16 205.50 6.55 1.74 9.29 -2.53 17.59 34.20 0.514 17 218.35 6.50 1.73 8.62 -1.90 16.84 34.20 0.492 18 231.19 5.38 1.43 6.86 -1.27 13.67 34.20 0.400 19 244.04 3.22 0.86 4.00 -0.63 8.08 34.20 0.236 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 -4.0 36.0 4.0 36.0 2 25.7 -6.7 36.0 6.7 36.0 3 38.5 -8.1 36.0 8.1 36.0 4 51.4 -8.2 36.0 8.2 36.0 5 64.2 -6.9 36.0 6.9 36.0 6 77.1 -4.4 36.0 4.4 36.0 7 89.9 -0.5 36.0 0.5 36.0 Top flg.spl 94.4 1.1 36.0 -1.1 36.0 Top flg.spl 94.4 1.0 36.0 -1.0 36.0 Bot.flg.spl 94.4 1.1 36.0 -1.1 36.0 Bot.flg.spl 94.4 1.0 36.0 -1.0 36.0 8 102.8 3.8 36.0 -3.8 36.0 9 115.6 8.1 36.0 -8.1 36.0 10 128.4 12.4 36.0 -12.4 36.0 11 141.3 8.1 36.0 -8.1 36.0 12 154.1 3.8 36.0 -3.8 36.0 Top flg.spl 162.4 0.9 36.0 -0.9 36.0 Top flg.spl 162.4 1.1 36.0 -1.1 36.0 Bot.flg.spl 162.4 0.9 36.0 -0.9 36.0 Bot.flg.spl 162.4 1.1 36.0 -1.1 36.0 13 167.0 -0.5 36.0 0.5 36.0 14 179.8 -4.4 36.0 4.4 36.0 15 192.7 -6.9 36.0 6.9 36.0 16 205.5 -8.2 36.0 8.2 36.0 17 218.3 -8.1 36.0 8.1 36.0 18 231.2 -6.7 36.0 6.7 36.0 19 244.0 -4.0 36.0 4.0 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 0.00 316.3 391.5 (5) 0.808 0.0 9611.3 (20) 0.000 1 12.84 246.4 382.3 (3) 0.645 2358.4 I 9611.3 (20) 0.245 2 25.69 180.8 382.3 (3) 0.473 3995.4 I 9611.3 (20) 0.416 3 38.53 120.2 382.3 (3) 0.314 4928.7 I 9611.3 (20) 0.513 4 51.38 93.6 382.3 (3) 0.245 5162.1 I 9611.3 (20) 0.537 5 64.22 140.0 382.3 (3) 0.366 4740.3 I 9611.3 (20) 0.493 6 77.06 190.3 382.5 (3) 0.498 3693.1 I 9615.4 (20) 0.384 7 89.91 240.4 392.0 (3) 0.613 2034.3 I 9900.7 (20) 0.205 8 102.75 290.4 503.3 (3) 0.577 2920.5 I 9659.6 (6) 0.302 9 115.60 340.1 559.2 (3) 0.608 5496.4 I 10792.6 (6) 0.509 10L 128.44 430.4 613.9 (3) 0.701 8945.9 I 11979.9 (6) 0.747 10R 128.44 430.4 616.0 (3) 0.699 8945.9 I 11979.9 (6) 0.747 11 141.28 340.1 559.2 (3) 0.608 5497.6 I 10792.7 (6) 0.509 12 154.13 290.4 503.3 (3) 0.577 2919.0 I 9659.5 (6) 0.302 13 166.97 240.4 392.0 (3) 0.613 2033.6 I 9900.7 (20) 0.205 14 179.82 190.4 382.5 (3) 0.498 3691.5 I 9615.4 (20) 0.384 15 192.66 140.0 382.3 (3) 0.366 4738.4 I 9611.3 (20) 0.493 16 205.50 93.7 382.3 (3) 0.245 5160.6 I 9611.3 (20) 0.537 17 218.35 120.2 382.3 (3) 0.314 4927.5 I 9611.3 (20) 0.513 18 231.19 180.8 382.3 (3) 0.473 3994.6 I 9611.3 (20) 0.416 19 244.04 246.4 382.3 (3) 0.644 2358.1 I 9611.3 (20) 0.245 20 256.88 316.1 391.5 (5) 0.808 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 1.96 305.6 391.5 (3) 0.781 3.92 295.0 382.3 (3) 0.771 6.88 278.8 382.3 (3) 0.729 9.85 262.7 382.3 (3) 0.687 15.77 231.5 382.3 (3) 0.605 18.74 216.3 382.3 (3) 0.566 21.70 201.2 382.3 (3) 0.526 24.67 186.0 382.3 (3) 0.487 27.63 171.7 382.3 (3) 0.449 30.59 157.7 382.3 (3) 0.412 33.56 143.7 382.3 (3) 0.376 36.52 129.7 382.3 (3) 0.339 39.49 118.3 382.3 (3) 0.309 42.45 112.1 382.3 (3) 0.293 45.41 106.0 382.3 (3) 0.277 48.38 99.8 382.3 (3) 0.261 54.31 104.2 382.3 (3) 0.273 57.27 114.9 382.3 (3) 0.301 60.24 125.6 382.3 (3) 0.329 63.20 136.3 382.3 (3) 0.357 66.16 147.6 382.3 (3) 0.386 69.13 159.2 382.3 (3) 0.416 72.09 170.9 382.3 (3) 0.447 75.06 182.5 382.3 (3) 0.477 78.02 194.1 382.7 (3) 0.507 80.99 205.6 383.6 (3) 0.536 83.95 217.2 385.6 (3) 0.563 86.91 228.7 388.4 (3) 0.589 92.84 251.8 396.5 (3) 0.635 95.81 263.4 482.0 (3) 0.546 98.77 274.9 490.2 (3) 0.561 101.73 286.4 499.6 (3) 0.573 104.70 297.9 510.3 (3) 0.584 107.66 309.4 522.2 (3) 0.593 110.63 320.9 534.9 (3) 0.600 113.59 332.3 548.9 (3) 0.605 116.56 346.8 564.2 (3) 0.615 119.52 367.7 580.7 (3) 0.633 122.48 388.5 597.1 (3) 0.651 125.45 409.3 606.4 (3) 0.675 131.38 409.7 607.6 (3) 0.674 134.34 388.9 597.5 (3) 0.651 137.30 368.1 581.0 (3) 0.634 140.27 347.2 564.5 (3) 0.615 143.23 332.5 549.2 (3) 0.606 146.20 321.1 535.2 (3) 0.600 149.16 309.6 522.4 (3) 0.593 152.13 298.1 510.5 (3) 0.584 155.09 286.6 499.8 (3) 0.573 158.05 275.1 490.4 (3) 0.561 161.02 263.6 482.2 (3) 0.547 163.98 252.1 396.6 (3) 0.636 169.91 229.0 388.4 (3) 0.590 172.87 217.4 385.6 (3) 0.564 175.84 205.9 383.6 (3) 0.537 178.80 194.3 382.7 (3) 0.508 181.77 182.7 382.3 (3) 0.478 184.73 171.1 382.3 (3) 0.448 187.70 159.5 382.3 (3) 0.417 190.66 147.9 382.3 (3) 0.387 193.62 136.6 382.3 (3) 0.357 196.59 125.9 382.3 (3) 0.329 199.55 115.2 382.3 (3) 0.301 202.52 104.5 382.3 (3) 0.273 208.44 99.7 382.3 (3) 0.261 211.41 105.9 382.3 (3) 0.277 214.37 112.0 382.3 (3) 0.293 217.34 118.1 382.3 (3) 0.309 220.30 129.4 382.3 (3) 0.338 223.27 143.4 382.3 (3) 0.375 226.23 157.4 382.3 (3) 0.412 229.19 171.3 382.3 (3) 0.448 232.16 185.7 382.3 (3) 0.486 235.12 200.9 382.3 (3) 0.525 238.09 216.0 382.3 (3) 0.565 241.05 231.1 382.3 (3) 0.605 246.98 262.4 382.3 (3) 0.686 249.94 278.5 382.3 (3) 0.728 252.91 294.6 382.3 (3) 0.770 254.87 305.2 391.5 (3) 0.780 (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 1.35 2.36 12.84 9611. C 382.34 6.74 B 11.80 1.78 3.11 25.69 9611. C 382.34 3.60 B 6.29 2.47 4.32 38.53 9611. C 382.34 2.72 B 4.76 3.50 6.13 51.38 9611. C 382.34 2.52 B 4.41 4.56 7.97 64.22 9611. C 382.34 2.71 B 4.74 3.43 6.01 77.06 9615. C 382.48 3.37 B 5.90 2.57 4.51 89.91 9901. C 392.02 5.14 B 9.00 2.05 3.59 94.44L 8150. C 399.34 5.28 B 9.24 1.93 3.38 94.44R 9183. C 478.93 5.98 B 10.46 2.45 4.30 102.75 36000. B 503.25 5.13 B 8.98 2.28 4.00 115.60 36000. B 559.18 3.20 B 5.59 2.17 3.81 128.44 35983. B 613.88 1.82 B 3.19 1.74 3.05 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 1.82 B 3.19 1.75 3.06 12.84 36000. B 559.18 3.19 B 5.59 2.17 3.81 25.69 36000. B 503.25 5.14 B 8.99 2.28 4.00 34.00L 36000. B 478.93 6.00 B 10.51 2.45 4.30 34.00R 36000. B 399.34 5.31 B 9.28 1.93 3.38 38.53 9901. C 392.02 5.15 B 9.01 2.05 3.59 51.38 9615. C 382.48 3.37 B 5.90 2.57 4.50 64.22 9611. C 382.34 2.71 B 4.74 3.43 6.00 77.06 9611. C 382.34 2.52 B 4.41 4.55 7.97 89.91 9611. C 382.34 2.72 B 4.77 3.50 6.13 102.75 9611. C 382.34 3.60 B 6.30 2.47 4.32 115.60 9611. C 382.34 6.75 B 11.80 1.78 3.11 128.44 9611. C 391.50 >999.00 B>999.00 1.35 2.36 Service II Span 1 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S > 999.00 B>999.00 12.84 34200. S 7.52 B 9.78 25.69 34200. S 3.99 B 5.19 38.53 34200. S 3.01 B 3.92 51.38 34200. S 2.79 B 3.62 64.22 34200. S 3.01 B 3.91 77.06 34200. S 3.76 B 4.88 89.91 34200. S 5.76 B 7.48 94.44L 34200. S 6.67 B 8.67 94.44R 34200. S 7.11 B 9.24 102.75 34200. S 6.73 B 8.74 115.60 34200. S 4.35 B 5.65 128.44 34200. S 2.62 B 3.40 Span 2 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 34200. S 2.62 B 3.40 12.84 34200. S 4.34 B 5.65 25.69 34200. S 6.73 B 8.75 34.00L 34200. S 7.53 B 9.79 34.00R 34200. S 6.67 B 8.67 38.53 34200. S 5.76 B 7.49 51.38 34200. S 3.76 B 4.88 64.22 34200. S 3.01 B 3.91 77.06 34200. S 2.79 B 3.62 89.91 34200. S 3.01 B 3.92 102.75 34200. S 3.99 B 5.19 115.60 34200. S 7.52 B 9.78 128.44 34200. S > 999.00 B>999.00 ***************************************************** Minimum rating is 1.35 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 ) 0.00 317.74 515.13 0.617 567.00 0.560 128.44 786.62 792.02 0.993 1008.00 0.780 256.88 317.62 485.79 0.654 567.00 0.560 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 405.41 1.70 16.00 0.107 Base metal 25.69 B 690.34 2.90 16.00 0.181 Base metal 38.53 B 863.98 3.63 16.00 0.227 Base metal 51.38 B 950.67 4.00 16.00 0.250 Base metal 64.22 B 973.32 4.09 16.00 0.256 Base metal 77.06 B 948.95 3.99 16.00 0.249 Base metal 89.91 B 852.36 3.48 16.00 0.218 Near flg-web weld 12.84 B 405.41 1.62 16.00 0.101 Near flg-web weld 25.69 B 690.34 2.76 16.00 0.172 Near flg-web weld 38.53 B 863.98 3.45 16.00 0.216 Near flg-web weld 51.38 B 950.67 3.80 16.00 0.237 Near flg-web weld 64.22 B 973.32 3.89 16.00 0.243 Near flg-web weld 77.06 B 948.95 3.79 16.00 0.237 Near flg-web weld 89.91 B 852.36 3.32 16.00 0.207 Top Flg. splice 94.44 B 806.56 1.11 16.00 0.069 Bot.Flg. splice 94.44 B 806.56 3.28 16.00 0.205 Trans. stiff. toe 63.20 C' 971.52 3.79 12.00 0.316 Full depth conn PL 15.77 C' 470.34 1.91 12.00 0.159 Full depth conn PL 27.63 C' 716.60 2.91 12.00 0.242 Full depth conn PL 39.49 C' 870.44 3.53 12.00 0.294 Full depth conn PL 51.35 C' 950.49 3.86 12.00 0.321 Full depth conn PL 63.21 C' 971.54 3.94 12.00 0.329 Full depth conn PL 75.07 C' 952.74 3.87 12.00 0.322 Full depth conn PL 86.93 C' 874.78 3.49 12.00 0.291 Shear (6.10.5.3) 12.84 111.75 5.96 19.20 0.310 Base metal 102.75 C 706.65 0.91 10.00 0.091 Base metal 115.60 C 584.98 0.68 10.00 0.068 Base metal 128.44 C 525.41 0.56 10.00 0.056 Base metal 141.28 C 584.58 0.68 10.00 0.068 Base metal 154.13 C 706.13 0.91 10.00 0.091 Near flg-web weld 102.75 B 706.65 0.78 16.00 0.049 Near flg-web weld 115.60 B 584.98 0.60 16.00 0.037 Near flg-web weld 128.44 B 525.41 0.50 16.00 0.031 Near flg-web weld 141.28 B 584.58 0.60 16.00 0.037 Near flg-web weld 154.13 B 706.13 0.78 16.00 0.049 Top Flg. splice 162.44 B 806.02 1.11 16.00 0.069 Bot.Flg. splice 162.44 B 806.02 3.28 16.00 0.205 Trans. stiff. toe 161.02 C' 784.26 0.79 12.00 0.066 Full depth conn PL 98.79 C' 751.63 0.85 12.00 0.071 Full depth conn PL 110.65 C' 631.87 0.67 12.00 0.056 Full depth conn PL 122.51 C' 552.93 0.54 12.00 0.045 Full depth conn PL 128.44 C' 525.41 0.50 12.00 0.042 Full depth conn PL 134.36 C' 552.71 0.54 12.00 0.045 Full depth conn PL 146.22 C' 631.34 0.67 12.00 0.056 Full depth conn PL 158.08 C' 750.99 0.85 12.00 0.071 Shear (6.10.5.3) 128.44 221.90 7.51 20.79 0.361 Rebars 128.44 350.27 0.62 23.86 0.026 Base metal 166.97 B 851.78 3.54 16.00 0.221 Base metal 179.82 B 948.13 4.05 16.00 0.253 Base metal 192.66 B 972.49 4.15 16.00 0.260 Base metal 205.50 B 950.10 4.06 16.00 0.254 Base metal 218.35 B 863.46 3.69 16.00 0.230 Base metal 231.19 B 689.99 2.95 16.00 0.184 Base metal 244.04 B 405.26 1.73 16.00 0.108 Near flg-web weld 166.97 B 851.78 3.37 16.00 0.210 Near flg-web weld 179.82 B 948.13 3.85 16.00 0.240 Near flg-web weld 192.66 B 972.49 3.95 16.00 0.247 Near flg-web weld 205.50 B 950.10 3.86 16.00 0.241 Near flg-web weld 218.35 B 863.46 3.50 16.00 0.219 Near flg-web weld 231.19 B 689.99 2.80 16.00 0.175 Near flg-web weld 244.04 B 405.26 1.64 16.00 0.103 Trans. stiff. toe 190.66 C' 968.69 3.78 12.00 0.315 Full depth conn PL 169.94 C' 874.07 3.49 12.00 0.291 Full depth conn PL 181.80 C' 951.90 3.86 12.00 0.322 Full depth conn PL 193.66 C' 970.74 3.94 12.00 0.328 Full depth conn PL 205.52 C' 949.98 3.86 12.00 0.321 Full depth conn PL 217.38 C' 869.99 3.53 12.00 0.294 Full depth conn PL 229.24 C' 716.35 2.91 12.00 0.242 Full depth conn PL 241.10 C' 470.35 1.91 12.00 0.159 Shear (6.10.5.3) 244.04 111.73 5.96 19.20 0.310 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 0.808 Bending 128.44 0.747 Fatigue truck Fatigue 63.21 0.329 Shear fatigue 128.44 0.361 Bearing Stf. 128.44 0.993 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 79.13 1544.2 113702. 2 7.84 1 12.84 54.68 1544.2 113702. 2 11.34 2 25.69 46.30 1544.2 113702. 2 13.39 3 38.53 42.60 1544.2 113702. 2 14.56 4 51.38 45.39 1544.2 113702. 2 13.66 5 64.22 47.25 1544.2 113702. 2 13.12 6 77.06 49.43 1544.7 113787. 2 12.55 7 89.91 52.45 1584.0 119693. 2 12.13 8 102.75 56.22 216.5 101782. 2 70.42 * 9 115.60 59.67 237.7 125415. 2 74.47 * 10 128.44 75.74 259.4 152451. 2 65.35 * 11 141.28 58.63 237.7 125415. 2 75.79 * 12 154.13 54.98 216.5 101782. 2 72.01 * 13 166.97 51.82 1584.0 119693. 2 12.28 14 179.82 49.45 1544.7 113787. 2 12.55 15 192.66 47.27 1544.2 113702. 2 13.12 16 205.50 45.39 1544.2 113702. 2 13.66 17 218.35 45.03 1544.2 113702. 2 13.77 18 231.19 48.05 1544.2 113702. 2 12.91 19 244.04 54.66 1544.2 113702. 2 11.35 20 256.88 79.10 1544.2 113702. 2 7.84 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 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 17.08 Total Steel 131.64 Slab 1455.65 218.35 Concrete in extensions 1.60 Additional Concrete 12.84 Total Concrete 232.79 Total Steel and Concrete 364.43 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 0.551 0.186 0.365 0.119 0.000 0.048 0.178 2 1.008 0.341 0.667 0.218 0.000 0.092 0.335 3 1.305 0.441 0.864 0.282 0.000 0.131 0.455 4 1.410 0.477 0.933 0.305 0.000 0.160 0.524 5 1.322 0.448 0.875 0.287 0.000 0.177 0.530 6 1.073 0.364 0.709 0.233 0.000 0.179 0.479 7 0.725 0.246 0.479 0.158 0.000 0.162 0.380 8 0.371 0.126 0.245 0.081 0.000 0.126 0.254 9 0.104 0.035 0.068 0.023 0.000 0.072 0.122 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.104 0.036 0.068 0.023 0.000 0.071 0.122 12 0.371 0.127 0.245 0.081 0.000 0.126 0.254 13 0.725 0.247 0.479 0.158 0.000 0.162 0.380 14 1.073 0.364 0.709 0.233 0.000 0.179 0.479 15 1.323 0.448 0.875 0.287 0.000 0.177 0.530 16 1.411 0.477 0.933 0.305 0.000 0.160 0.524 17 1.305 0.441 0.864 0.282 0.000 0.131 0.455 18 1.008 0.341 0.667 0.218 0.000 0.092 0.335 19 0.551 0.186 0.365 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 0.663 0.224 0.439 0.143 0.000 0.058 0.215 Brace 27.63 1.063 0.359 0.704 0.230 0.000 0.098 0.355 Brace 39.49 1.319 0.446 0.873 0.285 0.000 0.133 0.462 Brace 51.35 1.410 0.477 0.933 0.305 0.000 0.160 0.524 Brace 63.21 1.335 0.452 0.883 0.289 0.000 0.176 0.532 Brace 75.07 1.118 0.379 0.739 0.243 0.000 0.180 0.490 Brace 86.93 0.806 0.273 0.533 0.175 0.000 0.168 0.406 Web Spl 94.44 0.601 0.204 0.397 0.131 0.000 0.152 0.339 Brace 98.79 0.471 0.160 0.311 0.103 0.000 0.139 0.294 Brace 110.65 0.187 0.064 0.123 0.041 0.000 0.095 0.172 Brace 122.51 0.027 0.009 0.018 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 0.028 0.009 0.018 0.006 0.000 0.035 0.055 Brace 146.22 0.187 0.064 0.123 0.041 0.000 0.094 0.172 Brace 158.08 0.471 0.160 0.311 0.103 0.000 0.139 0.294 Web Spl 162.44 0.601 0.205 0.397 0.131 0.000 0.151 0.339 Brace 169.94 0.807 0.274 0.532 0.175 0.000 0.168 0.405 Brace 181.80 1.118 0.379 0.739 0.243 0.000 0.180 0.490 Brace 193.66 1.336 0.452 0.883 0.289 0.000 0.176 0.532 Brace 205.52 1.411 0.477 0.933 0.305 0.000 0.160 0.524 Brace 217.38 1.320 0.446 0.873 0.285 0.000 0.133 0.462 Brace 229.24 1.063 0.359 0.704 0.230 0.000 0.099 0.356 Brace 241.10 0.664 0.224 0.440 0.143 0.000 0.058 0.216 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 0.206 0.00360 -0.045 0.124 -0.00078 0.00217 128.44 0.000 0.00000 -0.074 0.074 -0.00130 0.00130 256.88 -0.206 -0.00360 -0.116 0.045 -0.00203 0.00078 Factored Support Rotations - degrees Clockwise Counterclockwise 0.00 0.475 -0.078 128.44 0.130 -0.130 256.88 0.078 -0.461 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 0.00 123.99 0.004 0.124 78.83 128.44 240.70 -0.002 0.074 126.09 256.88 123.93 -0.004 -0.116 59.70 Status run completed