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. Note: Support locations are assumed to have bracing, unless NSUPBRUL is given to indicate otherwise. 7. Overstress in bearing - 1.164 perf. ratio at 128.44 ft (Bearing Stiffeners table) 8. Program assumes the cured slab braces the top flange in noncomposite regions. This assumption can be removed with the condition NONCOMPOSITE SLAB IS NOT CONTINUOUS BRACING. 9. 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. 10. User responsible for exterior girder strength being not less than interior girder strength. (2.5.2.7.1) 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 *************************************************************** Jun 5, 2023 - 7:08 pm Files: FRA-71-19.36.R1 R1.OUT Contents of data file- ************************************************** ID: FRA-71-19.36 (BEAM 7) 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 LRFR RATINGS NONCOMPOSITE GIRDER RATE MODE SELF WEIGHT FOR DEAD LOAD 1 SINGLE BEARING STIFFENERS EACH SIDE DATA BNGSKEW 55.9025 55.9025 55.9025 BR 0.001 15.77 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 11.8594 15.7804 BSPL 94.44 68. DE 48. ESLABW 84. FPC 4. GDSPC 8. LANEW 10. MRTHETA 55.9025 55.9025 55.9025 NB 7 NL 4 NSUPBR 1 1 1 ROADWIDTH 40. SLABT 7.25 SLABWEAR 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 84. TSPL 94.44 68. TSSP 23.5 23.5 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 71.14 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 35.57 23.5 VATHETA 55.9025 55.9025 55.9025 WAC 0.0363 WAS 0.1367 WCONC 150. WEAR 0.27 WEBSP 76.44 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 3. 5. 5. 3. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 76.44 WEBV 50. 50. 50.125 50.5 51.0625 51.875 52.9375 54.1875 55.75 57.5 59.4375 61.6875 64.125 66.0625 67.5 66.0625 64.125 61.6875 59.4375 57.5 55.75 54.1875 52.9375 51.875 51.0625 50.5 50.125 50. 50. WSDL 0.3455 GO ************************************************** Case Data Case Data - FRA-71-19.36 (BEAM 7) 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 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 Noncomposite regions for composite loading- 0.00 - 256.88 ft Loading Lane fraction for strength limit state Shear 1.2687 1.2249 1.1812 1.1375 1.0937 1.0500 1.0500 1.0500 1.0500 1.0500 1.2259 1.0500 1.0500 1.0500 1.0500 1.0500 1.0937 1.1375 1.1812 1.2249 1.2687 Moment 0.8926 0.8926 0.8926 0.8926 0.8926 0.8926 0.8926 0.8905 0.8796 0.8704 0.8613 0.8704 0.8796 0.8905 0.8926 0.8926 0.8926 0.8926 0.8926 0.8926 0.8926 Lane fraction for fatigue limit state Shear 1.0572 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0216 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 0.8750 1.0572 Moment 0.7438 0.7438 0.7438 0.7438 0.7438 0.7438 0.7438 0.7421 0.7330 0.7253 0.7178 0.7253 0.7330 0.7421 0.7438 0.7438 0.7438 0.7438 0.7438 0.7438 0.7438 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 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.200 k/ft 1.257 k/ft 1.266 k/ft 1.275 k/ft 1.266 k/ft 1.257 k/ft 1.200 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 k/ft 1.198 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 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft 0.036 k/ft Superimposed dead load 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft 0.345 k/ft Wearing surface dead load 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 k/ft 0.270 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 154.67 k 302.66 k 154.58 k Min unfactored live load+impact reactions -21.01 k 0.00 k -20.98 k Max unfactored live reactions - No dynamic load allowance 127.36 k 256.58 k 127.29 k Min unfactored live reactions - No dynamic load allowance -17.67 k 0.00 k -17.64 k Total unfactored dead load DC1+DC2 reactions 71.38 k 259.95 k 71.38 k Total unfactored dead load DW reactions 12.27 k 44.81 k 12.27 k Support skew for shear and moment modification 90.00 90.00 90.00 Bearing skew for redistribution qualification 55.90 55.90 55.90 Material Concrete Concrete strength 4.00 ksi Unit wt of concrete 150. lb/cu ft Aggregate source correction factor K1 1.00 Slab T for strength 6.25 in 6.25 in Slab haunch 0.00 in 0.00 in Effective slab width 84.00 in Self weight slab width 84.00 in Steel Web splice section 1 Steel grade A36 Web splice section 2 Steel grade A36 Web splice section 3 Steel grade A36 Rebar yield 60.00 ksi Output Standard resolution summary tables Units Input units: U.S. cust. Output units: U.S. cust. Service Shear Service Shear - k - (load modifier not included) Tenth Loc DC1 DC2 DW Design Tandem Fatigue Point Truck+ Truck+ Truck Lane Lane Range LL+I LL+I LL+I (+) (-) 0 0.00 54.70 15.71 12.27 154.67 -21.01 127.26 78.92 1 12.84 39.32 11.27 8.81 125.43 -20.94 102.88 56.31 2 25.69 23.93 6.83 5.34 98.97 -29.08 81.36 47.67 3 38.53 8.55 2.39 1.87 75.88 -44.51 62.66 43.80 4 51.38 -6.84 -2.05 -1.60 56.12 -59.57 50.80 46.70 5 64.22 -22.22 -6.48 -5.07 39.61 -73.63 -61.39 48.66 6 77.06 -37.61 -10.92 -8.53 27.34 -90.15 -74.27 50.92 7 89.91 -53.00 -15.36 -12.00 17.10 -106.46 -87.18 54.04 Top flg spl -58.53 -16.92 -13.23 13.95 -112.10 -91.70 55.32 Bot flg spl -58.53 -16.92 -13.23 13.95 -112.10 -91.70 55.32 8 102.75 -68.78 -19.80 -15.47 8.77 -122.30 -99.95 57.93 9 115.60 -84.98 -24.23 -18.94 2.66 -137.55 -112.51 61.48 10 128.44L -101.30 -28.67 -22.41 0.00 -177.73 -145.80 75.91 10 128.44R 101.30 28.67 22.41 177.73 0.00 145.79 75.90 11 141.28 84.98 24.23 18.94 137.55 -2.66 112.51 60.41 12 154.13 68.78 19.80 15.47 122.29 -8.78 99.94 56.66 Top flg spl 58.53 16.92 13.23 112.10 -13.96 91.69 54.46 Bot flg spl 58.53 16.92 13.23 112.10 -13.96 91.69 54.46 13 166.97 53.00 15.36 12.00 106.46 -17.12 87.18 53.40 14 179.82 37.61 10.92 8.53 90.17 -27.35 74.28 50.94 15 192.66 22.22 6.48 5.07 73.67 -39.59 61.41 48.67 16 205.50 6.84 2.05 1.60 59.60 -56.09 50.83 46.71 17 218.35 -8.55 -2.39 -1.87 44.54 -75.83 -62.63 46.31 18 231.19 -23.93 -6.83 -5.34 29.09 -98.92 -81.33 49.41 19 244.04 -39.32 -11.27 -8.81 20.91 -125.40 -102.86 56.28 20 256.88 -54.70 -15.71 -12.27 20.98 -154.58 -127.24 78.89 Fatigue Permit Permit Sidewalk Trk LL+I Trk LL+I Range 0 69.84 0.00 0.00 0.00 1 48.79 0.00 0.00 0.00 2 40.15 0.00 0.00 0.00 3 32.01 0.00 0.00 0.00 4 24.51 0.00 0.00 0.00 5 -30.90 0.00 0.00 0.00 6 -39.14 0.00 0.00 0.00 7 -46.75 0.00 0.00 0.00 Top flg spl -49.26 0.00 0.00 0.00 Bot flg spl -49.26 0.00 0.00 0.00 8 -53.63 0.00 0.00 0.00 9 -59.73 0.00 0.00 0.00 10 -75.91 0.00 0.00 0.00 10R 75.90 0.00 0.00 0.00 11 59.73 0.00 0.00 0.00 12 53.64 0.00 0.00 0.00 Top flg spl 49.27 0.00 0.00 0.00 Bot flg spl 49.27 0.00 0.00 0.00 13 46.76 0.00 0.00 0.00 14 39.16 0.00 0.00 0.00 15 30.93 0.00 0.00 0.00 16 -24.50 0.00 0.00 0.00 17 -31.99 0.00 0.00 0.00 18 -40.13 0.00 0.00 0.00 19 -48.78 0.00 0.00 0.00 20 -69.82 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 69.60 19.63 18.41 270.67 -36.77 378.31 35.45 Steel 30.62 Conc 38.98 128.44 253.25 71.68 67.22 529.65* 0.00 921.80 263.08 Steel 114.40 Conc 138.85 256.88 69.60 19.63 18.41 270.52 -36.71 378.16 35.51 Steel 30.62 Conc 38.98 See 3.4.1 commentary for min total calcs Note: DC1 reactions at end supports in girder output account for the additional weight of the extension of the girder past the end bearing locations, based on GDREXT girder input (which defaults to 1.0 ft if not specified). Unfactored Reactions - k Location DC1 DC2 DW LL+I LL+I Max Min Max Min Total Total 0.00 55.68 15.71 12.27 154.67 -21.01 238.33 62.65 Steel 24.49 Conc 31.18 128.44 202.60 57.34 44.81 302.66* 0.00 607.41 304.76 Steel 91.52 Conc 111.08 256.88 55.68 15.71 12.27 154.58 -20.98 238.24 62.68 Steel 24.49 Conc 31.18 * 0.9(two des trks + lane) Service Moment Service Moment - k-ft - (load modifier not included) Tenth Loc DC1 DC2 DW Design Design Tandem Tandem Fatigue Point Truck+ Truck+ Truck+ Truck+ Truck Lane Lane Lane Lane Range Max Min Max Min LL+I LL+I LL+I LL+I LL+I 0 0.0 0. 0. 0. 0. 0. 0. 0. 0. 1 12.8 604. 173. 135. 1185. -190. 1004. -154. 647. 2 25.7 1010. 289. 226. 2028. -380. 1719. -309. 1102. 3 38.5 1219. 349. 272. 2547. -570. 2155. -463. 1378. 4 51.4 1230. 351. 274. 2746. -759. 2327. -617. 1517. 5 64.2 1043. 296. 231. 2666. -949. 2264. -772. 1553. 6 77.1 659. 184. 144. 2336. -1139. 1988. -926. 1514. 7 89.9 77. 16. 12. 1761. -1326. 1519. -1078. 1354. Top flg spl -176. -58. -45. 1514. -1392. 1318. -1132. 1274. Bot flg spl -176. -58. -45. 1514. -1392. 1318. -1132. 1274. 8 102.8 -704. -210. -164. 1001. -1513. 902. -1233. 1097. 9 115.6 -1692. -493. -385. 311. -2175.* 373. -1590. 896. 10 128.4 -2888. -833. -651. 0. -3295.* 0. -2147. 792. 11 141.3 -1692. -493. -385. 312. -2176.* 373. -1589. 895. 12 154.1 -704. -210. -164. 1002. -1511. 903. -1232. 1096. Top flg spl -176. -58. -45. 1514. -1390. 1318. -1131. 1273. Bot flg spl -176. -58. -45. 1514. -1390. 1318. -1131. 1273. 13 167.0 77. 16. 12. 1761. -1324. 1519. -1076. 1353. 14 179.8 659. 184. 144. 2334. -1137. 1987. -925. 1512. 15 192.7 1043. 296. 231. 2664. -948. 2262. -770. 1551. 16 205.5 1230. 351. 274. 2744. -758. 2326. -616. 1515. 17 218.3 1219. 349. 272. 2546. -569. 2154. -462. 1377. 18 231.2 1010. 289. 226. 2027. -379. 1718. -308. 1101. 19 244.0 604. 173. 135. 1184. -190. 1004. -154. 647. 20 256.9 0. 0. 0. 0. 0. 0. 0. 0. Bracing 0.0 0. 0. 0. 0. 0. 0. 0. 15.8 714. 205. 160. 1407. -233. 1192. -189. 27.6 1054. 302. 236. 2127. -408. 1803. -332. 39.5 1226. 351. 274. 2573. -584. 2177. -474. 51.3 1230. 351. 274. 2745. -759. 2327. -617. 63.2 1065. 303. 236. 2681. -934. 2277. -759. 75.1 731. 205. 161. 2403. -1110. 2044. -902. 86.9 230. 60. 47. 1911. -1283. 1641. -1042. 98.8 -441. -134. -105. 1229. -1405. 1083. -1163. 110.6 -1287. -377. -295. 532. -1865. 558. -1429. 122.5 -2309. -669. -522. 97. -2733. 153. -1865. 128.4 -2888. -833. -651. 0. -3295. 0. -2147. 134.4 -2310. -669. -523. 97. -2735. 153. -1865. 146.2 -1287. -377. -295. 533. -1867. 559. -1428. 158.1 -442. -135. -105. 1229. -1403. 1084. -1162. 169.9 229. 60. 47. 1910. -1281. 1640. -1041. 181.8 731. 205. 161. 2401. -1108. 2042. -901. 193.7 1065. 302. 236. 2679. -933. 2275. -758. 205.5 1230. 351. 274. 2744. -758. 2326. -616. 217.4 1226. 351. 274. 2572. -583. 2176. -474. 229.2 1054. 302. 236. 2127. -408. 1803. -332. 241.1 714. 205. 160. 1407. -233. 1193. -189. 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. 565. -82. 0. 0. 2 0. 0. 937. -164. 0. 0. 3 0. 0. 1132. -246. 0. 0. 4 0. 0. 1188. -328. 0. 0. 5 0. 0. 1142. -410. 0. 0. 6 0. 0. 1021. -492. 0. 0. 7 0. 0. 781. -573. 0. 0. Top flg spl 0. 0. 674. -600. 0. 0. Bot flg spl 0. 0. 674. -600. 0. 0. 8 0. 0. 450. -647. 0. 0. 9 0. 0. 175. -720. 0. 0. 10 0. 0. 0. -792. 0. 0. 11 0. 0. 176. -719. 0. 0. 12 0. 0. 450. -646. 0. 0. Top flg spl 0. 0. 674. -599. 0. 0. Bot flg spl 0. 0. 674. -599. 0. 0. 13 0. 0. 780. -572. 0. 0. 14 0. 0. 1020. -492. 0. 0. 15 0. 0. 1141. -410. 0. 0. 16 0. 0. 1188. -328. 0. 0. 17 0. 0. 1131. -246. 0. 0. 18 0. 0. 937. -164. 0. 0. 19 0. 0. 565. -82. 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 55 28 155 0 0 0 0 0 0 0 12.8 39 20 125 604 309 1185 -190 0 0 0 25.6 24 12 99 1010 516 2028 -380 0 0 0 38.5 9 4 76 1219 621 2547 -570 0 0 0 51.3 -7 -4 60 1230 625 2746 -759 0 0 0 64.2 -22 -12 -74 1043 528 2666 -949 0 0 0 77.0 -38 -19 -90 659 328 2336 -1139 0 0 0 89.9 -53 -27 -106 77 28 1761 -1326 0 0 0 102.7 -69 -35 -122 -704 -374 1001 -1513 0 0 0 115.6 -85 -43 -138 -1692 -878 373 -2175 0 0 0 128.4 -101 -51 -178 -2888 -1483 0 -3295 0 0 0 141.2 85 43 138 -1692 -878 373 -2176 0 0 0 154.1 69 35 122 -704 -374 1002 -1511 0 0 0 166.9 53 27 106 77 28 1761 -1324 0 0 0 179.8 38 19 90 659 328 2334 -1137 0 0 0 192.6 22 12 74 1043 528 2664 -948 0 0 0 205.5 7 4 60 1230 625 2744 -758 0 0 0 218.3 -9 -4 -76 1219 621 2546 -569 0 0 0 231.1 -24 -12 -99 1010 516 2027 -379 0 0 0 244.0 -39 -20 -125 604 309 1184 -190 0 0 0 256.8 -55 -28 -155 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 55 28 155 0 0 0 0 0 0 0 32.1 16 8 87 1139 581 2328 -475 0 0 0 64.2 -22 -12 -74 1043 528 2666 -949 0 0 0 96.3 -61 -31 -114 -288 -161 1365 -1360 0 0 0 128.4 -101 -51 -178 -2888 -1483 0 -3295 0 0 0 160.5 61 31 114 -289 -161 1405 -1417 0 0 0 192.6 22 12 74 1043 528 2664 -948 0 0 0 224.7 -16 -8 -87 1139 581 2327 -474 0 0 0 256.8 -55 -28 -155 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 55 28 155 0 0 0 0 0 0 0 0.0 55 28 155 0 0 0 0 0 0 0 15.7 36 18 119 714 365 1407 -233 0 0 0 27.6 22 11 95 1054 538 2127 -408 0 0 0 39.4 7 4 75 1226 625 2573 -584 0 0 0 51.3 -7 -4 60 1230 625 2745 -759 0 0 0 63.2 -21 -11 -63 1065 539 2681 -934 0 0 0 75.0 -35 -18 -88 731 366 2403 -1110 0 0 0 86.9 -49 -26 -103 230 107 1911 -1283 0 0 0 98.7 -64 -33 -117 -441 -239 1222 -1405 0 0 0 110.6 -79 -40 -132 -1287 -672 585 -1865 0 0 0 122.5 -94 -47 -159 -2309 -1191 140 -2733 0 0 0 128.4 101 51 178 -2888 -1483 0 -3295 0 0 0 134.3 187 95 323 -2310 -1192 140 -2735 0 0 0 146.2 79 40 132 -1287 -672 585 -1867 0 0 0 158.0 64 33 117 -442 -240 1222 -1403 0 0 0 169.9 49 26 103 229 106 1910 -1281 0 0 0 181.8 35 18 88 731 366 2401 -1108 0 0 0 193.6 21 11 73 1065 539 2679 -933 0 0 0 205.5 7 4 59 1230 625 2744 -758 0 0 0 217.3 -7 -4 -66 1226 625 2572 -583 0 0 0 229.2 -22 -11 -95 1054 538 2127 -408 0 0 0 241.1 -36 -18 -119 714 365 1407 -233 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 3247.46 842.06 2 25.69 5512.74 1299.05 3 38.53 6825.33 1370.97 4 51.38 7191.63 1057.83 5 64.22 6686.00 359.63 6 77.06 5357.45 -723.58 7 89.91 3215.95 -2186.61 8 102.75 363.00 -4037.21 9 115.60 -2656.13 -7114.28 10 128.44 -5626.78 -11392.80 11 141.28 -2655.20 -7116.65 12 154.13 364.63 -4034.28 13 166.97 3214.83 -2182.94 14 179.82 5354.30 -720.42 15 192.66 6682.17 362.25 16 205.50 7188.43 1059.94 17 218.35 6822.85 1372.55 18 231.19 5511.23 1300.11 19 244.04 3246.83 842.58 20 256.88 0.00 0.00 Contraflexure Points Girder 1 Contraflexure Points Service Noncomposite Dead 91.33 ft 165.55 ft Top flange tension region between contraflexure pts. 91.33 - 165.55 Bottom flange tension region between contraflexure pts. 0.00 - 91.33 165.55 - 256.88 Service DC1+DC2+DW+Max LL+I 102.75 ft 154.13 ft Top flange tension region between contraflexure pts. 102.75 - 154.13 Bottom flange tension region between contraflexure pts. 0.00 - 102.75 154.13 - 256.88 Service DC1+DC2+DW+Min LL+I 72.08 ft 184.77 ft Top flange tension region between contraflexure pts. 72.08 - 184.77 Bottom flange tension region between contraflexure pts. 0.00 - 72.08 184.77 - 256.88 Factored DC1+DC2+DW+Max LL+I 105.71 ft 151.16 ft Top flange tension region between contraflexure pts. 105.71 - 151.16 Bottom flange tension region between contraflexure pts. 0.00 - 105.71 151.16 - 256.88 Factored DC1+DC2+DW+Min LL+I 64.42 ft 192.42 ft Top flange tension region between contraflexure pts. 64.42 - 192.42 Bottom flange tension region between contraflexure pts. 0.00 - 64.42 192.42 - 256.88 Factored DC2 90.91 ft 165.97 ft Top flange tension region between contraflexure pts. 90.91 - 165.97 Bottom flange tension region between contraflexure pts. 0.00 - 90.91 165.97 - 256.88 DC1+DC2+DW+1.3 Min LL+I - Service II 70.00 ft 186.85 ft Top flange tension region between contraflexure pts. 70.00 - 186.85 Bottom flange tension region between contraflexure pts. 0.00 - 70.00 186.85 - 256.88 Factored DC1+DC2 91.24 ft 165.64 ft Top flange tension region between contraflexure pts. 91.24 - 165.64 Bottom flange tension region between contraflexure pts. 0.00 - 91.24 165.64 - 256.88 Dimensions Dimensions Tenth -Top Flange- ----Web---- -Bot Flange- Area Point Loc tfw tft wd wt bfw bft Weld Weld 0 0.00 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 1 12.84 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 2 25.69 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 3 38.53 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 4 51.38 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 5 64.22 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 6 77.06 24.00 2.000 5/16 50.02 0.375 5/16 24.00 2.000 114.76 7 89.91 24.00 2.000 5/16 51.36 0.375 5/16 24.00 2.000 115.26 SpL 94.44 24.00 2.000 5/16 52.38 0.375 5/16 24.00 2.000 115.65 SpR 94.44 24.00 2.250 5/16 52.43 0.438 5/16 24.00 2.250 130.93 8 102.75 24.00 2.250 5/16 55.09 0.438 5/16 24.00 2.250 132.10 9 115.60 24.00 2.250 5/16 61.21 0.438 5/16 24.00 2.250 134.78 10 128.44 24.00 2.250 5/16 67.50 0.438 5/16 24.00 2.250 137.53 11 141.28 24.00 2.250 5/16 61.21 0.438 5/16 24.00 2.250 134.78 12 154.13 24.00 2.250 5/16 55.09 0.438 5/16 24.00 2.250 132.10 SpL 162.44 24.00 2.250 5/16 52.43 0.438 5/16 24.00 2.250 130.93 SpR 162.44 24.00 2.000 5/16 52.38 0.375 5/16 24.00 2.000 115.65 13 166.97 24.00 2.000 5/16 51.36 0.375 5/16 24.00 2.000 115.26 14 179.82 24.00 2.000 5/16 50.02 0.375 5/16 24.00 2.000 114.76 15 192.66 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 16 205.50 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 17 218.35 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 18 231.19 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 19 244.04 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 20 256.88 24.00 2.000 5/16 50.00 0.375 5/16 24.00 2.000 114.75 Theoretical Flange Splice Locations Tenth Pt Range Location 7 - 8 a 12 - 13 a a. Splice not required in this range. Stiffener Spacing Panel Panel Uniform Start End in Panel 0.00 3.92 ft 2 @ 23.50 in 3.92 125.45 ft 41 @ 35.57 in 125.45 128.44 ft 1 @ 35.91 in 128.44 131.38 ft 1 @ 35.23 in 131.38 252.91 ft 41 @ 35.57 in 252.91 254.87 ft 1 @ 23.50 in 254.87 256.88 ft 1 @ 24.18 in Bearing Stiffeners Location Width Thickness 0.00 10.00 0.625 128.44 11.00 1.000 256.88 10.00 0.625 Transverse Stiffeners Web Section Width Thickness 1 7.00 0.438 2 7.00 0.438 3 7.00 0.438 Elastic Section Properties for Stiffness Analysis Elastic Section Properties for Stiffness Analysis ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 1 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 2 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 3 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 4 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 5 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 6 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 7 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 8 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 9 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 10 142615. 36.00 36.00 142615. 36.00 36.00 142615. 36.00 36.00 11 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 12 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 13 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 14 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 15 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 16 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 17 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 18 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 19 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 20 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 Bottom of slab is at same level as inside of top flange. Elastic Section Properties for Pos Mom Stress Elastic Section Properties for Pos Mom Stress ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 1 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 2 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 3 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 4 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 5 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 6 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 7 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 8 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 9 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 10 142615. 36.00 36.00 142615. 36.00 36.00 142615. 36.00 36.00 11 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 12 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 13 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 14 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 15 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 16 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 17 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 18 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 19 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 20 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 Bottom of slab is at same level as inside of top flange. Elastic Section Properties for Neg Mom Stress Elastic Section Properties for Neg Mom Stress ----- Noncomp ----- ------ Comp ------ ------ Comp ------ (n = 7.56) (3n =22.69) Tenth I na na I na na I na na Point from from from from from from Bott Top Flg Bott Top Flg Bott Top Flg 0 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 1 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 2 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 3 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 4 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 5 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 6 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 7 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 8 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 9 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 10 142615. 36.00 36.00 142615. 36.00 36.00 142615. 36.00 36.00 11 117151. 32.86 32.86 117151. 32.86 32.86 117151. 32.86 32.86 12 94916. 29.80 29.80 94916. 29.80 29.80 94916. 29.80 29.80 13 72603. 27.68 27.68 72603. 27.68 27.68 72603. 27.68 27.68 14 68887. 27.01 27.01 68887. 27.01 27.01 68887. 27.01 27.01 15 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 16 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 17 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 18 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 19 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 20 68834. 27.00 27.00 68834. 27.00 27.00 68834. 27.00 27.00 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 31.25 31.25 Noncmpct I Noncmpct 1 31.25 31.25 Noncmpct I Noncmpct 2 31.25 31.25 Noncmpct I Noncmpct 3 31.25 31.25 Noncmpct I Noncmpct 4 31.25 31.25 Noncmpct I Noncmpct 5 31.25 31.25 Noncmpct I Noncmpct 6 31.26 31.26 Noncmpct I Noncmpct 7 31.93 31.93 Noncmpct I Noncmpct 8 33.80 33.80 Noncmpct I Noncmpct 9 36.86 36.86 Noncmpct I Noncmpct 10 40.00 40.00 Noncmpct I Noncmpct 11 36.86 36.86 Noncmpct I Noncmpct 12 33.80 33.80 Noncmpct I Noncmpct 13 31.93 31.93 Noncmpct I Noncmpct 14 31.26 31.26 Noncmpct I Noncmpct 15 31.25 31.25 Noncmpct I Noncmpct 16 31.25 31.25 Noncmpct I Noncmpct 17 31.25 31.25 Noncmpct I Noncmpct 18 31.25 31.25 Noncmpct I Noncmpct 19 31.25 31.25 Noncmpct I Noncmpct 20 31.25 31.25 Noncmpct I 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 -58.5 -16.9 -13.2 -176.0 -57.5 -45.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom -112.1 1514.3 -1391.9 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom -91.7 1318.3 -1132.1 Concurrent moment for max shear of -112.1 = 1488.6 Concurrent shear for max moment of 1514.3 = -103.6 Concurrent shear for min moment of -1391.9 = -45.7 Fatigue Truck Max Shr Max Mom Min Mom 49.3 674.4 -600.0 Shr Range Mom Range 55.3 1274.3 162.44 Dead Load Noncomp Comp Wearing Noncomp Comp Wearing Shr Shr Shr Mom Mom Mom 58.5 16.9 13.2 -176.0 -57.5 -45.0 Design Truck+Imp+Lane Max Shr Max Mom Min Mom 112.1 1514.1 -1389.9 Tandem Truck+Imp+Lane Max Shr Max Mom Min Mom 91.7 1318.5 -1130.6 Concurrent moment for max shear of 112.1 = 1488.2 Concurrent shear for max moment of 1514.1 = 103.6 Concurrent shear for min moment of -1389.9 = 45.7 Fatigue Truck Max Shr Max Mom Min Mom 49.3 674.2 -599.2 Shr Range Mom Range 54.5 1273.4 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 35.57 310.32 399.34 0.777 478.93 0.648 162.44 52.41 0.438 0.375 35.57 310.32 478.93 0.648 399.34 0.777 Top Flange Factored Bending Stress - Strength I Loading Factored Bending Stresses - Strength I - ksi Tenth LOC ------------------ Top Flange ------------------- Point DC1 DC2+DW Max Min LL+I Tot Allow Ratio LL+I LL+I Rng 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 1 12.84 -3.6 -2.0 -9.8 1.6 11.3 -15.3 36.0 0.425 2 25.69 -5.9 -3.3 -16.7 3.1 19.8 -25.9 36.0 0.721 3 38.53 -7.2 -4.0 -21.0 4.7 25.7 -32.1 36.0 0.892 4 51.38 -7.2 -4.0 -22.6 6.3 28.9 -33.9 36.0 0.940 5 64.22 -6.1 -3.4 -22.0 7.8 29.8 -31.5 36.0 0.874 6 77.06 -3.9 -2.1 -19.2 9.4 28.6 -25.2 36.0 0.700 7 89.91 -0.4 -0.2 -14.1 10.6 24.7 -14.7 36.0 0.409 Top Flg.Spl. 1.0 0.6 -11.9 10.9 22.8 12.5 36.0 0.348 Top Flg.Spl. 0.9 0.6 -10.5 9.7 20.2 11.1 36.0 0.308 8 102.75 3.3 1.9 -6.6 10.0 16.6 15.2 36.0 0.422 9 115.60 7.1 4.0 -2.2 12.8 15.0 23.9 36.0 0.665 10 128.44 10.9 6.1 0.0 17.5 17.5 34.5 36.0 0.959 11 141.28 7.1 4.0 -2.2 12.8 15.0 24.0 36.0 0.665 12 154.13 3.3 1.9 -6.6 10.0 16.6 15.2 36.0 0.422 Top Flg.Spl. 0.9 0.6 -10.5 9.7 20.2 11.1 36.0 0.308 Top Flg.Spl. 1.0 0.6 -11.9 10.9 22.8 12.5 36.0 0.347 13 166.97 -0.4 -0.2 -14.1 10.6 24.7 -14.7 36.0 0.409 14 179.82 -3.9 -2.1 -19.2 9.4 28.6 -25.2 36.0 0.700 15 192.66 -6.1 -3.4 -21.9 7.8 29.7 -31.5 36.0 0.874 16 205.50 -7.2 -4.0 -22.6 6.2 28.8 -33.8 36.0 0.940 17 218.35 -7.2 -4.0 -21.0 4.7 25.7 -32.1 36.0 0.892 18 231.19 -5.9 -3.3 -16.7 3.1 19.8 -25.9 36.0 0.721 19 244.04 -3.6 -2.0 -9.8 1.6 11.3 -15.3 36.0 0.425 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 1 (6.10.8.2.3-2) 2 (6.10.8.2.3-2) 3 (6.10.8.2.3-2) 4 (6.10.8.2.3-2) Cb 1.0159 Rb 1.0000 Rh 1.0000 5 (6.10.8.2.3-2) 6 (6.10.8.2.3-2) 7 (6.10.8.2.3-2) 8 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 12 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 13 (6.10.8.2.3-2) 14 (6.10.8.2.3-2) 15 (6.10.8.2.3-2) 16 (6.10.8.2.3-2) 17 (6.10.8.2.3-2) Cb 1.0644 Rb 1.0000 Rh 1.0000 18 (6.10.8.2.3-2) 19 (6.10.8.2.3-2) Cb 1.6500 Rb 1.0000 Rh 1.0000 Cb for unbraced lengths spanning between tenth points Beginning End Cb 39.49 51.35 1.02 205.52 217.38 1.06 Perf. ratio for compact section is (factored mom/mom strength) if this is less than (total stress/allowable stress) Shear Stress Shear Stress - ksi Tenth Loc Total Allow Ratio 0 0.00 20.1 20.9 0.963 1 12.84 15.8 20.4 0.774 2 25.69 11.7 20.4 0.574 3 38.53 8.0 20.4 0.390 4 51.38 6.3 20.4 0.308 5 64.22 9.2 20.4 0.451 6 77.06 12.3 20.4 0.605 7 89.91 15.0 20.4 0.739 8 102.75 14.4 20.9 0.691 9 115.60 15.1 20.9 0.725 10 128.44 17.2 20.8 0.826 11 141.28 15.1 20.9 0.725 12 154.13 14.4 20.9 0.691 13 166.97 15.0 20.4 0.739 14 179.82 12.3 20.4 0.605 15 192.66 9.2 20.4 0.451 16 205.50 6.3 20.4 0.308 17 218.35 8.0 20.4 0.390 18 231.19 11.7 20.4 0.574 19 244.04 15.8 20.4 0.774 20 256.88 20.1 20.9 0.963 First of two splice entries is to left of splice, second is to right of splice. Note: this table assumes the given transverse stiffener dimensions are adequate, but the program checks 6.10.11.1.3 and issues a warning in the messages when the transverse stiffener dimensions are not adequate. Bottom Flange Factored Bending Stress - Strength I Loading Factored Bending Stresses - Strength I - ksi Tenth Loc ----------------- Bottom Flange ----------------- Point DC1 DC2+DW Max Min LL+I Wind Tot Allow Ratio LL+I LL+I Rng 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 1 12.84 3.6 2.0 9.8 -1.6 11.3 0.0 15.3 36.0 0.425 2 25.69 5.9 3.3 16.7 -3.1 19.8 0.0 25.9 36.0 0.721 3 38.53 7.2 4.0 21.0 -4.7 25.7 0.0 32.1 36.0 0.892 4 51.38 7.2 4.0 22.6 -6.3 28.9 0.0 33.9 36.0 0.940 5 64.22 6.1 3.4 22.0 -7.8 29.8 0.0 31.5 36.0 0.874 6 77.06 3.9 2.1 19.2 -9.4 28.6 0.0 25.2 36.0 0.700 7 89.91 0.4 0.2 14.1 -10.6 24.7 0.0 14.7 36.0 0.409 Bot.Flg.Spl. -1.0 -0.6 11.9 -10.9 22.8 0.0 -12.5 36.0 0.348 Bot.Flg.Spl. -0.9 -0.6 10.5 -9.7 20.2 0.0 -11.1 36.0 0.308 8 102.75 -3.3 -1.9 6.6 -10.0 16.6 0.0 -15.2 36.0 0.423 9 115.60 -7.1 -4.0 2.2 -12.8 15.0 0.0 -24.0 36.0 0.666 10 128.44 -10.9 -6.1 0.0 -17.5 17.5 0.0 -34.5 36.0 0.959 11 141.28 -7.1 -4.0 2.2 -12.8 15.0 0.0 -24.0 36.0 0.666 12 154.13 -3.3 -1.9 6.6 -10.0 16.6 0.0 -15.2 36.0 0.422 Bot.Flg.Spl. -0.9 -0.6 10.5 -9.7 20.2 0.0 -11.1 36.0 0.308 Bot.Flg.Spl. -1.0 -0.6 11.9 -10.9 22.8 0.0 -12.5 36.0 0.348 13 166.97 0.4 0.2 14.1 -10.6 24.7 0.0 14.7 36.0 0.409 14 179.82 3.9 2.1 19.2 -9.4 28.6 0.0 25.2 36.0 0.700 15 192.66 6.1 3.4 21.9 -7.8 29.7 0.0 31.5 36.0 0.874 16 205.50 7.2 4.0 22.6 -6.2 28.8 0.0 33.8 36.0 0.940 17 218.35 7.2 4.0 21.0 -4.7 25.7 0.0 32.1 36.0 0.892 18 231.19 5.9 3.3 16.7 -3.1 19.8 0.0 25.9 36.0 0.721 19 244.04 3.6 2.0 9.8 -1.6 11.3 0.0 15.3 36.0 0.425 20 256.88 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.000 Governing expression for allowable compression stress Tenth Pt Expression 6 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 7 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 8 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 9 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 10 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 11 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 12 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 13 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 14 (6.10.8.2.3-2) Cb 1.0000 Rb 1.0000 Rh 1.0000 Perf. ratio for compact section is (factored mom/mom strength) if this is less than (total stress/allowable stress) First of two splice entries is to left of splice, second is to right of splice. Factored Slab and Rebar Stresses Factored Bending Stresses - ksi Tenth Loc ----- Slab ----- ---- Rebars ---- Point Comp Max Tot Comp Min Tot Dead LL+I Dead LL+I 0 0.00 0.00 0.00 0.00 1 12.84 0.00 0.00 0.00 2 25.69 0.00 0.00 0.00 3 38.53 0.00 0.00 0.00 4 51.38 0.00 0.00 0.00 5 64.22 0.00 0.00 0.00 6 77.06 0.00 0.00 0.00 7 89.91 0.00 0.00 0.00 8 102.75 0.00 0.00 0.00 9 115.60 0.00 0.00 0.00 10 128.44 0.00 0.00 0.00 11 141.28 0.00 0.00 0.00 12 154.13 0.00 0.00 0.00 13 166.97 0.00 0.00 0.00 14 179.82 0.00 0.00 0.00 15 192.66 0.00 0.00 0.00 16 205.50 0.00 0.00 0.00 17 218.35 0.00 0.00 0.00 18 231.19 0.00 0.00 0.00 19 244.04 0.00 0.00 0.00 20 256.88 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 1 754.76 3.29 1.0000 1.0000 36.00 0.091 2 1262.51 5.50 1.0000 1.0000 36.00 0.153 3 1523.26 6.64 1.0000 1.0000 36.00 0.184 4 1536.99 6.70 1.0000 1.0000 36.00 0.186 5 1303.72 5.68 1.0000 1.0000 36.00 0.158 6 823.44 3.59 1.0000 1.0000 36.00 0.100 7 96.09 0.41 1.0000 1.0000 36.00 0.011 8 -880.54 3.07 1.0000 1.0000 36.00 0.085 9 -2114.69 6.63 1.0000 1.0000 36.00 0.184 10 -3609.92 10.25 1.0000 1.0000 36.00 0.285 11 -2114.69 6.63 1.0000 1.0000 36.00 0.184 12 -880.54 3.07 1.0000 1.0000 36.00 0.085 13 96.09 0.41 1.0000 1.0000 36.00 0.011 14 823.45 3.59 1.0000 1.0000 36.00 0.100 15 1303.72 5.68 1.0000 1.0000 36.00 0.158 16 1537.00 6.70 1.0000 1.0000 36.00 0.186 17 1523.26 6.64 1.0000 1.0000 36.00 0.184 18 1262.52 5.50 1.0000 1.0000 36.00 0.153 19 754.76 3.29 1.0000 1.0000 36.00 0.091 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 28.80 0.000 1 12.84 -2.84 -1.45 -7.25 1.16 -11.54 28.80 0.401 2 25.69 -4.75 -2.43 -12.41 2.32 -19.59 28.80 0.680 3 38.53 -5.74 -2.92 -15.59 3.49 -24.25 28.80 0.842 4 51.38 -5.79 -2.94 -16.80 4.65 -25.53 28.80 0.886 5 64.22 -4.91 -2.48 -16.31 5.81 -23.70 28.80 0.823 6 77.06 -3.10 -1.55 -14.29 6.97 -18.93 28.80 0.657 7 89.91 -0.35 -0.13 -10.47 7.89 -10.95 28.80 0.380 Top.flg.spl. 0.79 0.46 -8.82 8.10 9.35 28.80 0.325 Top.flg.spl. 0.70 0.41 -7.82 7.19 8.29 28.80 0.288 8 102.75 2.65 1.41 -4.90 7.41 11.47 28.80 0.398 9 115.60 5.69 2.96 -1.63 9.51 18.16 28.80 0.631 10 128.44 8.75 4.49 0.00 12.97 26.22 28.80 0.910 11 141.28 5.69 2.96 -1.63 9.52 18.17 28.80 0.631 12 154.13 2.65 1.41 -4.91 7.40 11.46 28.80 0.398 Top.flg.spl. 0.70 0.41 -7.82 7.18 8.28 28.80 0.288 Top.flg.spl. 0.79 0.46 -8.82 8.09 9.34 28.80 0.324 13 166.97 -0.35 -0.13 -10.47 7.87 -10.95 28.80 0.380 14 179.82 -3.10 -1.55 -14.28 6.96 -18.92 28.80 0.657 15 192.66 -4.91 -2.48 -16.30 5.80 -23.69 28.80 0.823 16 205.50 -5.79 -2.94 -16.79 4.64 -25.52 28.80 0.886 17 218.35 -5.74 -2.92 -15.58 3.48 -24.24 28.80 0.842 18 231.19 -4.75 -2.43 -12.40 2.32 -19.59 28.80 0.680 19 244.04 -2.84 -1.45 -7.25 1.16 -11.54 28.80 0.401 20 256.88 0.00 0.00 0.00 0.00 0.00 28.80 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 28.80 0.000 1 12.84 2.84 1.45 7.25 -1.16 11.54 28.80 0.401 2 25.69 4.75 2.43 12.41 -2.32 19.59 28.80 0.680 3 38.53 5.74 2.92 15.59 -3.49 24.25 28.80 0.842 4 51.38 5.79 2.94 16.80 -4.65 25.53 28.80 0.886 5 64.22 4.91 2.48 16.31 -5.81 23.70 28.80 0.823 6 77.06 3.10 1.55 14.29 -6.97 18.93 28.80 0.657 7 89.91 0.35 0.13 10.47 -7.89 10.95 28.80 0.380 Bot.flg.spl. -0.79 -0.46 8.82 -8.10 -9.35 28.80 0.325 Bot.flg.spl. -0.70 -0.41 7.82 -7.19 -8.29 28.80 0.288 8 102.75 -2.65 -1.41 4.90 -7.41 -11.47 28.80 0.398 9 115.60 -5.69 -2.96 1.63 -9.51 -18.16 28.80 0.631 10 128.44 -8.75 -4.49 0.00 -12.97 -26.22 28.80 0.910 11 141.28 -5.69 -2.96 1.63 -9.52 -18.17 28.80 0.631 12 154.13 -2.65 -1.41 4.91 -7.40 -11.46 28.80 0.398 Bot.flg.spl. -0.70 -0.41 7.82 -7.18 -8.28 28.80 0.288 Bot.flg.spl. -0.79 -0.46 8.82 -8.09 -9.34 28.80 0.324 13 166.97 0.35 0.13 10.47 -7.87 10.95 28.80 0.380 14 179.82 3.10 1.55 14.28 -6.96 18.92 28.80 0.657 15 192.66 4.91 2.48 16.30 -5.80 23.69 28.80 0.823 16 205.50 5.79 2.94 16.79 -4.64 25.52 28.80 0.886 17 218.35 5.74 2.92 15.58 -3.48 24.24 28.80 0.842 18 231.19 4.75 2.43 12.40 -2.32 19.59 28.80 0.680 19 244.04 2.84 1.45 7.25 -1.16 11.54 28.80 0.401 20 256.88 0.00 0.00 0.00 0.00 0.00 28.80 0.000 Factored Noncomp Dead Wet Concrete Stress Factored Noncomp Dead Wet Concrete Stresses - ksi [While the constructibility load factor is used for this table, slab pouring is not. Actual stresses are dependent on the pouring sequence and may be significantly different from those printed here.] Tenth Loc Top Allow- Bottom Allow- Point Flange able Flange able 0 0.0 0.0 36.0 0.0 36.0 1 12.8 -3.6 36.0 3.6 36.0 2 25.7 -5.9 36.0 5.9 36.0 3 38.5 -7.2 36.0 7.2 36.0 4 51.4 -7.2 36.0 7.2 36.0 5 64.2 -6.1 36.0 6.1 36.0 6 77.1 -3.9 36.0 3.9 36.0 7 89.9 -0.4 36.0 0.4 36.0 Top flg.spl 94.4 1.0 36.0 -1.0 36.0 Top flg.spl 94.4 0.9 36.0 -0.9 36.0 Bot.flg.spl 94.4 1.0 36.0 -1.0 36.0 Bot.flg.spl 94.4 0.9 36.0 -0.9 36.0 8 102.8 3.3 36.0 -3.3 36.0 9 115.6 7.1 36.0 -7.1 36.0 10 128.4 10.9 36.0 -10.9 36.0 11 141.3 7.1 36.0 -7.1 36.0 12 154.1 3.3 36.0 -3.3 36.0 Top flg.spl 162.4 0.8 36.0 -0.8 36.0 Top flg.spl 162.4 0.9 36.0 -0.9 36.0 Bot.flg.spl 162.4 0.8 36.0 -0.8 36.0 Bot.flg.spl 162.4 0.9 36.0 -0.9 36.0 13 167.0 -0.4 36.0 0.4 36.0 14 179.8 -3.9 36.0 3.9 36.0 15 192.7 -6.1 36.0 6.1 36.0 16 205.5 -7.2 36.0 7.2 36.0 17 218.3 -7.2 36.0 7.2 36.0 18 231.2 -5.9 36.0 5.9 36.0 19 244.0 -3.6 36.0 3.6 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 0.00 377.1 391.5 (5) 0.963 0.0 7648.2 (6) 0.000 1 12.84 295.9 382.3 (3) 0.774 3247.5 I 7648.2 (6) 0.425 2 25.69 219.7 382.3 (3) 0.574 5512.7 I 7648.2 (6) 0.721 3 38.53 149.3 382.3 (3) 0.390 6825.3 I 7648.2 (6) 0.892 4 51.38 117.7 382.3 (3) 0.308 7191.6 I 7648.2 (6) 0.940 5 64.22 172.3 382.3 (3) 0.451 6686.0 I 7648.2 (6) 0.874 6 77.06 231.2 382.5 (3) 0.605 5357.5 I 7651.4 (6) 0.700 7 89.91 289.8 392.0 (3) 0.739 3215.9 I 7868.7 (6) 0.409 8 102.75 347.9 503.3 (3) 0.691 4037.2 I 9556.8 (26) 0.422 9 115.60 405.6 559.2 (3) 0.725 7114.3 I 10696.6 (6) 0.665 10L 128.44 507.1 613.9 (3) 0.826 11392.8 I 11884.6 (6) 0.959 10R 128.44 507.1 616.0 (3) 0.823 11392.8 I 11884.6 (6) 0.959 11 141.28 405.6 559.2 (3) 0.725 7116.6 I 10696.6 (6) 0.665 12 154.13 347.9 503.3 (3) 0.691 4034.3 I 9556.8 (6) 0.422 13 166.97 289.8 392.0 (3) 0.739 3214.8 I 7868.7 (6) 0.409 14 179.82 231.3 382.5 (3) 0.605 5354.3 I 7651.4 (6) 0.700 15 192.66 172.4 382.3 (3) 0.451 6682.2 I 7648.3 (6) 0.874 16 205.50 117.8 382.3 (3) 0.308 7188.4 I 7648.3 (6) 0.940 17 218.35 149.2 382.3 (3) 0.390 6822.9 I 7648.2 (6) 0.892 18 231.19 219.6 382.3 (3) 0.574 5511.2 I 7648.3 (6) 0.721 19 244.04 295.9 382.3 (3) 0.774 3246.8 I 7648.3 (6) 0.425 20 256.88 376.9 391.5 (5) 0.963 0.0 7648.2 (6) 0.000 Absolute values of factored moment are shown with determining strength Shear Strength at Intermediate Transverse Stiffeners not Located at a Tenth Point 1.96 364.7 391.5 (3) 0.932 3.92 352.4 382.3 (3) 0.922 6.88 333.6 382.3 (3) 0.873 9.85 314.9 382.3 (3) 0.824 15.77 278.5 382.3 (3) 0.729 18.74 260.9 382.3 (3) 0.682 21.70 243.3 382.3 (3) 0.636 24.67 225.7 382.3 (3) 0.590 27.63 209.0 382.3 (3) 0.547 30.59 192.8 382.3 (3) 0.504 33.56 176.5 382.3 (3) 0.462 36.52 160.3 382.3 (3) 0.419 39.49 146.9 382.3 (3) 0.384 42.45 139.6 382.3 (3) 0.365 45.41 132.4 382.3 (3) 0.346 48.38 125.1 382.3 (3) 0.327 54.31 130.2 382.3 (3) 0.341 57.27 142.8 382.3 (3) 0.374 60.24 155.4 382.3 (3) 0.406 63.20 168.0 382.3 (3) 0.439 66.16 181.3 382.3 (3) 0.474 69.13 194.8 382.3 (3) 0.510 72.09 208.4 382.3 (3) 0.545 75.06 222.0 382.3 (3) 0.581 78.02 235.6 382.7 (3) 0.616 80.99 249.1 383.6 (3) 0.649 83.95 262.6 385.6 (3) 0.681 86.91 276.1 388.4 (3) 0.711 92.84 303.0 396.5 (3) 0.764 95.81 316.5 482.0 (3) 0.657 98.77 329.9 490.2 (3) 0.673 101.73 343.3 499.6 (3) 0.687 104.70 356.7 510.3 (3) 0.699 107.66 370.0 522.2 (3) 0.709 110.63 383.3 534.9 (3) 0.717 113.59 396.6 548.9 (3) 0.723 116.56 413.2 564.2 (3) 0.732 119.52 436.6 580.7 (3) 0.752 122.48 460.0 597.1 (3) 0.770 125.45 483.5 606.4 (3) 0.797 131.38 483.9 607.6 (3) 0.796 134.34 460.5 597.5 (3) 0.771 137.30 437.1 581.0 (3) 0.752 140.27 413.7 564.5 (3) 0.733 143.23 396.9 549.2 (3) 0.723 146.20 383.6 535.2 (3) 0.717 149.16 370.2 522.4 (3) 0.709 152.13 356.9 510.5 (3) 0.699 155.09 343.6 499.8 (3) 0.687 158.05 330.1 490.4 (3) 0.673 161.02 316.7 482.2 (3) 0.657 163.98 303.3 396.6 (3) 0.765 169.91 276.4 388.4 (3) 0.712 172.87 262.9 385.6 (3) 0.682 175.84 249.4 383.6 (3) 0.650 178.80 235.9 382.7 (3) 0.616 181.77 222.3 382.3 (3) 0.581 184.73 208.7 382.3 (3) 0.546 187.70 195.2 382.3 (3) 0.510 190.66 181.6 382.3 (3) 0.475 193.62 168.3 382.3 (3) 0.440 196.59 155.7 382.3 (3) 0.407 199.55 143.1 382.3 (3) 0.374 202.52 130.5 382.3 (3) 0.341 208.44 125.0 382.3 (3) 0.327 211.41 132.2 382.3 (3) 0.346 214.37 139.5 382.3 (3) 0.365 217.34 146.7 382.3 (3) 0.384 220.30 159.9 382.3 (3) 0.418 223.27 176.1 382.3 (3) 0.461 226.23 192.4 382.3 (3) 0.503 229.19 208.6 382.3 (3) 0.546 232.16 225.3 382.3 (3) 0.589 235.12 242.9 382.3 (3) 0.635 238.09 260.5 382.3 (3) 0.681 241.05 278.1 382.3 (3) 0.727 246.98 314.5 382.3 (3) 0.822 249.94 333.2 382.3 (3) 0.871 252.91 351.9 382.3 (3) 0.920 254.87 364.2 391.5 (3) 0.930 (3) Vp(C+.87(1-C)/sqrt(1+(Do/D)**2)) (5) C 0.58 Fyw D t (6) Rb Rh FY S(equiv) Maximum moment in factored strength expression (26) 1.904/(bf/2tf)**2 sqrt(2Dc/tw) Maximum moment in factored strength expression Lrfd Ratings [This table uses the rating equation (6A.4.2.1-1) of the 2011 edition of the Manual for Bridge Evaluation.] HL93 Strength I Span 1 Rating Factors Location Compct Mom Shear Bending Shear Cap/Noncmpt Capacity Allow Stress Inv. Oper. Inv. Oper. 0.00 36000. T 391.50 >999.00 T>999.00 1.05 1.37 12.84 36000. T 382.34 3.12 T 4.05 1.39 1.81 25.69 36000. T 382.34 1.60 T 2.08 1.94 2.51 38.53 36000. T 382.34 1.18 T 1.54 2.76 3.57 51.38 36000. T 382.34 1.10 T 1.42 3.54 4.59 64.22 36000. T 382.34 1.21 T 1.56 2.63 3.41 77.06 36000. B 382.48 1.56 B 2.02 1.96 2.54 89.91 36000. B 392.02 2.51 B 3.25 1.55 2.01 94.44L 36000. T 399.34 3.12 T 4.05 1.45 1.88 94.44R 36000. T 478.93 3.51 T 4.55 1.86 2.41 102.75 36000. B 503.25 3.08 B 4.00 1.73 2.24 115.60 36000. T 559.18 1.94 T 2.52 1.64 2.12 128.44 36000. T 613.88 1.09 T 1.41 1.34 1.74 Span 2 Rating Factors Location Compct Mom Shear Bending Shear Cap/Noncmpt Capacity Allow Stress Inv. Oper. Inv. Oper. 0.00 36000. T 616.01 1.09 T 1.41 1.35 1.75 12.84 36000. T 559.18 1.94 T 2.51 1.64 2.12 25.69 36000. T 503.25 3.09 T 4.00 1.73 2.24 34.00L 36000. T 478.93 3.51 T 4.55 1.86 2.41 34.00R 36000. T 399.34 3.12 T 4.05 1.45 1.88 38.53 36000. T 392.02 2.51 T 3.25 1.55 2.01 51.38 36000. B 382.48 1.56 B 2.03 1.96 2.54 64.22 36000. T 382.34 1.21 T 1.56 2.63 3.41 77.06 36000. T 382.34 1.10 T 1.42 3.54 4.58 89.91 36000. T 382.34 1.19 T 1.54 2.76 3.57 102.75 36000. T 382.34 1.60 T 2.08 1.94 2.52 115.60 36000. T 382.34 3.12 T 4.05 1.39 1.81 128.44 36000. T 391.50 >999.00 T>999.00 1.05 1.37 Service II Span 1 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 28800. S > 999.00 T>999.00 12.84 28800. S 3.38 T 4.39 25.69 28800. S 1.74 T 2.26 38.53 28800. S 1.29 T 1.68 51.38 28800. S 1.19 T 1.55 64.22 28800. S 1.31 T 1.71 77.06 28800. S 1.69 T 2.20 89.91 28800. S 2.70 T 3.51 94.44L 28800. S 3.32 B 4.31 94.44R 28800. S 3.74 B 4.86 102.75 28800. S 3.34 T 4.34 115.60 28800. S 2.12 T 2.75 128.44 28800. S 1.20 T 1.56 Span 2 Rating Factors Location Allowable Bending Stress Inv. Oper. 0.00 28800. S 1.20 T 1.56 12.84 28800. S 2.12 T 2.75 25.69 28800. S 3.34 T 4.35 34.00L 28800. S 3.74 B 4.86 34.00R 28800. S 3.32 B 4.31 38.53 28800. S 2.70 T 3.52 51.38 28800. S 1.69 T 2.20 64.22 28800. S 1.31 T 1.71 77.06 28800. S 1.20 T 1.55 89.91 28800. S 1.29 T 1.68 102.75 28800. S 1.74 T 2.27 115.60 28800. S 3.38 T 4.40 128.44 28800. S > 999.00 B>999.00 ***************************************************** Minimum rating is 1.05 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 ) 0.00 378.31 515.13 0.734 567.00 0.667 128.44 921.80 792.02 1.164 1008.00 0.914 256.88 378.16 485.79 0.778 567.00 0.667 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 970.59 4.53 16.00 0.283 Base metal 25.69 B 1652.26 7.70 16.00 0.482 Base metal 38.53 B 2067.38 9.64 16.00 0.602 Base metal 51.38 B 2274.89 10.61 16.00 0.663 Base metal 64.22 B 2329.21 10.86 16.00 0.679 Base metal 77.06 B 2270.58 10.58 16.00 0.661 Base metal 89.91 B 2030.86 9.20 16.00 0.575 Near flg-web weld 12.84 B 970.59 4.19 16.00 0.262 Near flg-web weld 25.69 B 1652.26 7.13 16.00 0.446 Near flg-web weld 38.53 B 2067.38 8.93 16.00 0.558 Near flg-web weld 51.38 B 2274.89 9.82 16.00 0.614 Near flg-web weld 64.22 B 2329.21 10.06 16.00 0.629 Near flg-web weld 77.06 B 2270.58 9.80 16.00 0.612 Near flg-web weld 89.91 B 2030.86 8.54 16.00 0.534 Top Flg. splice 94.44 B 1911.52 8.56 16.00 0.535 Bot.Flg. splice 94.44 B 1911.52 8.56 16.00 0.535 Trans. stiff. toe 63.20 C' 2324.89 9.52 12.00 0.794 Full depth conn PL 15.77 C' 1125.93 4.91 12.00 0.409 Full depth conn PL 27.63 C' 1715.04 7.47 12.00 0.623 Full depth conn PL 39.49 C' 2082.86 9.08 12.00 0.756 Full depth conn PL 51.35 C' 2274.45 9.91 12.00 0.826 Full depth conn PL 63.21 C' 2324.93 10.13 12.00 0.844 Full depth conn PL 75.07 C' 2279.69 9.94 12.00 0.828 Full depth conn PL 86.93 C' 2086.49 8.95 12.00 0.746 Shear (6.10.5.3) 12.84 143.86 7.67 19.20 0.400 Base metal 102.75 B 1645.52 6.26 16.00 0.391 Base metal 115.60 B 1343.58 4.57 16.00 0.286 Base metal 128.44 B 1187.85 3.64 16.00 0.227 Base metal 141.28 B 1342.53 4.56 16.00 0.285 Base metal 154.13 B 1644.15 6.25 16.00 0.391 Near flg-web weld 102.75 B 1645.52 5.78 16.00 0.361 Near flg-web weld 115.60 B 1343.58 4.26 16.00 0.266 Near flg-web weld 128.44 B 1187.85 3.41 16.00 0.213 Near flg-web weld 141.28 B 1342.53 4.25 16.00 0.266 Near flg-web weld 154.13 B 1644.15 5.78 16.00 0.361 Top Flg. splice 162.44 B 1910.05 8.55 16.00 0.535 Bot.Flg. splice 162.44 B 1910.05 8.55 16.00 0.535 Trans. stiff. toe 161.02 C' 1850.71 6.32 12.00 0.526 Full depth conn PL 98.79 C' 1764.48 6.32 12.00 0.526 Full depth conn PL 110.65 C' 1459.94 4.80 12.00 0.400 Full depth conn PL 122.51 C' 1259.80 3.70 12.00 0.308 Full depth conn PL 128.44 C' 1187.85 3.37 12.00 0.281 Full depth conn PL 134.36 C' 1259.20 3.70 12.00 0.308 Full depth conn PL 146.22 C' 1458.55 4.79 12.00 0.399 Full depth conn PL 158.08 C' 1762.76 6.31 12.00 0.526 Shear (6.10.5.3) 128.44 266.24 9.02 20.79 0.434 Base metal 166.97 B 2029.25 9.28 16.00 0.580 Base metal 179.82 B 2268.22 10.67 16.00 0.667 Base metal 192.66 B 2326.74 10.95 16.00 0.684 Base metal 205.50 B 2273.24 10.70 16.00 0.669 Base metal 218.35 B 2065.87 9.72 16.00 0.608 Base metal 231.19 B 1651.23 7.77 16.00 0.486 Base metal 244.04 B 970.14 4.57 16.00 0.285 Near flg-web weld 166.97 B 2029.25 8.61 16.00 0.538 Near flg-web weld 179.82 B 2268.22 9.88 16.00 0.618 Near flg-web weld 192.66 B 2326.74 10.14 16.00 0.634 Near flg-web weld 205.50 B 2273.24 9.91 16.00 0.619 Near flg-web weld 218.35 B 2065.87 9.00 16.00 0.563 Near flg-web weld 231.19 B 1651.23 7.20 16.00 0.450 Near flg-web weld 244.04 B 970.14 4.23 16.00 0.264 Trans. stiff. toe 190.66 C' 2317.62 9.49 12.00 0.791 Full depth conn PL 169.94 C' 2084.53 8.94 12.00 0.745 Full depth conn PL 181.80 C' 2277.27 9.93 12.00 0.827 Full depth conn PL 193.66 C' 2322.57 10.12 12.00 0.844 Full depth conn PL 205.52 C' 2272.96 9.91 12.00 0.826 Full depth conn PL 217.38 C' 2081.49 9.07 12.00 0.756 Full depth conn PL 229.24 C' 1714.23 7.47 12.00 0.623 Full depth conn PL 241.10 C' 1125.84 4.91 12.00 0.409 Shear (6.10.5.3) 244.04 143.81 7.67 19.20 0.399 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 0.963 Bending 128.44 0.959 Fatigue truck Fatigue 63.21 0.844 Shear fatigue 128.44 0.434 Bearing Stf. 128.44 1.164 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 35.12 Total Steel 149.67 Slab 1086.39 162.96 Concrete in extensions 1.17 Additional Concrete 9.32 Total Concrete 173.45 Total Steel and Concrete 323.13 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 0.487 0.215 0.272 0.140 0.109 0.079 0.292 2 0.890 0.393 0.497 0.256 0.200 0.153 0.550 3 1.152 0.508 0.644 0.332 0.259 0.217 0.747 4 1.245 0.550 0.695 0.358 0.280 0.265 0.860 5 1.168 0.516 0.652 0.336 0.262 0.294 0.870 6 0.947 0.419 0.529 0.272 0.213 0.296 0.785 7 0.640 0.283 0.357 0.184 0.144 0.269 0.623 8 0.327 0.145 0.182 0.094 0.073 0.208 0.416 9 0.091 0.041 0.051 0.026 0.020 0.117 0.200 SUPPORT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.092 0.041 0.051 0.026 0.020 0.117 0.200 12 0.328 0.146 0.182 0.094 0.073 0.207 0.416 13 0.641 0.284 0.357 0.184 0.144 0.268 0.622 14 0.948 0.419 0.529 0.272 0.213 0.296 0.786 15 1.168 0.516 0.652 0.336 0.262 0.294 0.871 16 1.246 0.550 0.695 0.358 0.280 0.266 0.861 17 1.153 0.509 0.644 0.332 0.259 0.218 0.749 18 0.890 0.393 0.497 0.256 0.200 0.154 0.551 19 0.487 0.215 0.272 0.140 0.109 0.079 0.292 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 0.586 0.258 0.327 0.169 0.132 0.096 0.354 Brace 27.63 0.938 0.414 0.524 0.270 0.211 0.163 0.584 Brace 39.49 1.165 0.514 0.651 0.335 0.262 0.221 0.759 Brace 51.35 1.245 0.550 0.695 0.358 0.280 0.265 0.860 Brace 63.21 1.179 0.521 0.658 0.339 0.265 0.292 0.872 Brace 75.07 0.987 0.436 0.551 0.284 0.222 0.298 0.803 Brace 86.93 0.712 0.315 0.397 0.204 0.160 0.278 0.665 Web Spl 94.44 0.530 0.235 0.296 0.152 0.119 0.251 0.555 Brace 98.79 0.416 0.184 0.232 0.119 0.093 0.230 0.481 Brace 110.65 0.165 0.073 0.092 0.047 0.037 0.156 0.281 Brace 122.51 0.024 0.011 0.013 0.007 0.005 0.058 0.090 Brace 128.44 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace 134.36 0.024 0.011 0.013 0.007 0.005 0.057 0.090 Brace 146.22 0.166 0.074 0.092 0.047 0.037 0.155 0.281 Brace 158.08 0.416 0.185 0.231 0.119 0.093 0.229 0.480 Web Spl 162.44 0.531 0.236 0.296 0.152 0.119 0.250 0.554 Brace 169.94 0.712 0.316 0.397 0.204 0.160 0.277 0.664 Brace 181.80 0.988 0.437 0.551 0.284 0.222 0.298 0.804 Brace 193.66 1.179 0.521 0.658 0.339 0.265 0.293 0.874 Brace 205.52 1.246 0.550 0.695 0.358 0.280 0.266 0.861 Brace 217.38 1.165 0.515 0.651 0.335 0.262 0.222 0.760 Brace 229.24 0.939 0.414 0.524 0.270 0.211 0.164 0.585 Brace 241.10 0.586 0.259 0.328 0.169 0.132 0.097 0.355 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 0.223 0.00390 -0.092 0.255 -0.00160 0.00445 128.44 0.000 0.00000 -0.151 0.151 -0.00263 0.00263 256.88 -0.223 -0.00390 -0.237 0.092 -0.00414 0.00161 Factored Support Rotations - degrees Clockwise Counterclockwise 0.00 0.725 -0.161 128.44 0.264 -0.264 256.88 0.161 -0.694 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 0.00 154.67 0.006 0.255 98.33 128.44 302.66 -0.003 0.151 158.61 256.88 154.58 -0.006 -0.237 114.45 Status run completed