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4. Norfolk Southern Rail Road Bridge_COA 2021-0902
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4. Norfolk Southern Rail Road Bridge_COA 2021-0902
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9/15/2021 4:37:18 PM
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9/15/2021 4:35:45 PM
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South Bend HPC
HPC Street Address
Norfolk Southern Railroad Bridge
HPC Document Type
Certification
HPC Local Landmark
i. South Bend
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Bent No. 1 <br />Pier No. 2 Pier No. 3 <br />Pier No. 4 Pier No. 5 <br />Pier No. 6 Pier No. 7 <br />Bent No. 8 <br />Span 1 <br />Span 2 <br />Span 3 <br />Span 4 <br />Span 5 Span 6 Span 7 <br /> Reinforcing Steel (Grade 60) fy = 60,000 p.s.i. <br /> Class "C" Concrete f'c = 4,000 p.s.i. <br /> ULTIMATE DESIGN STRESSES <br /> DESIGN DATA <br />Original: <br />The original structure was designed for a train loading. The <br />official Design Load for the beams and substructure are unknown. <br />Live Load: <br />The deck was designed for H-10 Loading and Pedestrian Loadings <br />in accordance with the AASHTO LRFD Guide Specification for the <br />Design of Pedestrian Bridges, 2009; AASHTO LFRD Bridge Design <br />Specifications, Eighth Edition, 2017, and its subsequent interims. <br />Dead Load: <br />Designed for actual dead load plus 15 psf for formwork. <br />(Non-Composite) <br /> GENERAL NOTES <br />Reinforcing steel covering shall be 2 1/2" in top and 1" min. in <br />bottom of floor slabs and 2" in all other parts unless noted. <br /> PROPOSED PLAN <br />Scale: 1/16" = 1'-0"12'-0"14'-0"O. to O.CopingWhere new work is to be fitted to old work, the Contractor <br />shall check all dimensions and conditions in the field and <br />report any discrepancies to the Engineer and assume <br />responsibility for their correctness and fit of the new part to <br />the old. <br />Pedestrian Approach <br />Railing (Typ.) <br />Existing <br />Substructure (Typ.) <br />Existing Channel <br />Bottom <br />℄ Pier No. 2 <br />Sta. 10+98.10 "PR-CLT 2" <br />P.G. Elev. 682.21 <br />℄ Pier No. 3 <br />Sta. 11+58.10 "PR-CLT 2" <br />P.G. Elev. 682.26 <br />℄ Pier No. 4 <br />Sta. 12+18.50 "PR-CLT 2" <br />P.G. Elev. 682.30 <br />℄ Pier No. 5 <br />Sta. 12+62.15 "PR-CLT 2" <br />P.G. Elev. 682.33 <br />℄ Pier No. 6 <br />Sta. 13+11.25 "PR-CLT 2" <br />P.G. Elev. 682.37 <br />℄ Pier No 7 <br />Sta. 13+60.30 "PR-CLT 2" <br />P.G. Elev. 682.40 ℄ Brg. Bent No. 8 <br />Sta. 13+99.70 "PR-CLT 2" <br />P.G. Elev. 682.43 <br />Line "PR-CLT 2"ClearST. JOSEPHRIVEREdge of Water <br />(at Time of Inspection) <br />Reconstructed Pier <br />Caps (Typ.) <br />28'-8"60'-4 3/4"43'-7 3/4"49'-1 1/4"49'-1"39'-4 3/4" <br />STRUCTURE BUILT TO A +0.07% GRADE <br />Existing Steel Girders, <br />Clean and Paint (Typ. all Spans) <br />(Estimated Surface Area = 18,455 Sft.) <br />Existing Ground <br />2'-0"2'-0"Low Structure <br />El. 676.40'O.H.W.M. <br />El. 665.00' <br />Q100 El. 674.43' <br />Pedestrian <br />Railing (Typ.)12'-5"59'-11 5/8" <br />337'-4 1/4" Out to Out Bridge <br />Fixed Exp.Fixed Exp.Fixed Exp.Fixed Exp.Fixed Exp.Exp. <br />Fixed <br />Fixed Fixed <br />Riprap, Class I on <br />Existing Ground <br />(Typ. Piers 3 & 4) <br />Riprap, Class I <br />over Geotextiles <br />at Pier <br />Flow Line <br />Elev. 648.20' <br />N 89°34'20" E <br />Limits of <br />Riprap (Typ.) <br /> PROPOSED ELEVATION <br />Scale: 1/16" = 1'-0" <br />Pedestrian <br />Railing (Typ.) <br />℄ Brg. Bent No. 1 <br />Sta. 10+69.43 "PR-CLT 2" <br />P.G. Elev. 682.19 12'-0"2'-0"2'-0"Riprap, Class I <br />over Geotextiles <br />Riprap, Class I <br />over Geotextiles <br />at Pier <br />Riprap, Class I <br />over Geotextiles <br />12'-0" (Typ.)12'-0" (Typ.) Structural Steel (Grade 50) fy = 50,000 p.s.i. <br /> Class "A" Concrete f'c = 3,000 p.s.i. <br />12'-0" <br />(Typ.)3'-0"(Typ.)14 Lft. Bridge <br />Expansion Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF 14 Lft. Bridge Expansion <br />Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF <br />14 Lft. Bridge Expansion <br />Joint, PCF <br />Surface seal top of bridge deck, face of deck coping and <br />underside of deck from outside edge to flange of exterior <br />beam, (Estimated Qty. = 5,420 sft.) <br />El. 653.00'El. 657.00' <br />DESIGNED: <br />CHECKED: <br />DRAWN: <br />CHECKED: <br />RECOMMENDED <br />FOR APPROVAL <br />DESIGN ENGINEER DATE <br />SHEETS <br />of <br />VERTICAL SCALE <br />HORIZONTAL SCALE <br />CONTRACT <br />BRIDGE FILE <br />PROJECT <br />DESIGNATION <br />SURVEY BOOKNARDJZ <br />CJD CJD <br />1/16" = 1'-0" <br />1/16" = 1'-0" <br />- <br />1401811 <br />- <br />R-38065 <br />6 39 <br />1401811 <br />GENERAL PLAN <br />COAL LINE TRAIL OVER ST. JOSEPH RIVER <br />INDIANA <br />DEPARTMENT OF TRANSPORTATION <br />File Name: P:\RD\C3D\16-406\Bridge\Dwg\Plans\GP Coal Line Trail.dwg Plot Date: 7/23/2021 Plotted By: David Zola8440 Allison Pointe Boulevard, Suite 200 <br />Indianapolis, IN 46250 <br />Phone 317-895-2585 <br />www.ucindy.comConsulting <br />UNITED <br />ROLLED STEEL & RIVETED STEEL <br />GIRDER BRIDGE <br />7 SPANS: 28'-8", 59'-11 5/8", <br />60'-4 3/4", 43'-7 3/4", 49'-1 1/4", <br /> 49'-1", 39'-4 3/4" <br /> SKEW: 0° <br />CLEAR ROADWAY: 12'-5" <br />COAL LINE TRAIL OVER ST. JOSEPH RIVER <br />Remove Train Rail <br />Remove Railroad Ties <br />Cut Ends of All Beams (See Sheet 26) <br />Jack and Support Beams <br />Clean and Paint All Structural Steel <br />Reconstruct Beam Seats and Install Bearings <br />Construct Concrete Deck <br />Install Pedestrian Railing <br />Install Class I Riprap <br />Pneumatically Placed Mortar for Pier Spalls <br />Epoxy Injection Crack Repair <br />A <br />B <br />D <br />E <br />F <br />G <br />H <br />J <br />K <br />C <br />LEGEND <br />F <br />F F F F F F <br />K <br />K <br />K K <br />K K <br />J J J <br />J JJ <br />G G G <br />H HHH <br />The exterior girder has been checked for strength, deflection, and <br />overturning using the constructions loads shown below. Cantilever <br />overhang brackets were assumed for support of the deck overhang <br />past the edge of the exterior girder. The finishing machine was <br />assumed to be supported 6 in. outside the vertical coping form. The <br />top overhang brackets were assumed to be located 6 in. past the <br />edge of the vertical coping form. The bottom overhang brackets were <br />assumed to be braced against the intersection of the girder bottom <br />flange and web <br />Contractor to provide temporary blocking for exterior beams at <br />midspan. <br />CONSTRUCTION LOADING <br />Deck Falsework Loads:Designed for 15 lb/ft² for permanent metal stay-in-place <br /> deck forms, removable deck forms, and and 2 ft. <br /> exterior walkway. <br />Construction Live Load: Designed for 20 lb/ft² extending 2 ft. past the edge of <br /> coping and 75 lb/ft vertical force applied at a distance of <br /> 6 in. outside the face of coping over a 30 ft. length of <br /> the deck centered with the finishing machine. <br />Finishing-Machine Load:4,500 lb distributed over 10 ft. along the coping. <br />Wind Load:Designed for 70 mph horizontal wind loading of 50 lb/ft² <br /> in accordance with AASHTO Guide Design Specification <br /> for Bridge Temporary Works (1995), Figure 2.1. <br />1 <br />: <br />1 1:1L <br />L <br />L <br />L L <br />L L
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