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Home My WebLink About20201576 Ver 1_Meeting Request Review Doc Attachment_20201027 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 0 0 0 PROFILE (HORIZONTAL) PROJECT LENGTH STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET 1 DESIGN DATAGRAPHIC SCALES PLANS PROFILE (VERTICAL) LOCATION: TYPE OF WORK:09/08/99DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA 0 00 7/2/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\Proj\550079_Rdy_tsh.dgnUser:smelvinCONTRACT:TIP PROJECT:ARTMEN N ASO H DEPT O F TRA S PORTTIONTATEOFNRTCAR O LI NASee Sheet 1A For Index of Sheets 17BP.14.R.21117BP.14.R.211 17BP.14.R.211 17BP.14.R.211 17BP.14.R.211 N/A N/A N/A CONST. R/W & UTIL. PE GRADING, DRAINAGE, PAVING, AND STRUCTURE OF TRANSPORATION DEPARTMENTNORTH CAROLINA Bryson City, NC 28713 345 Toot Hollow Rd DIVISION 14 CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS RIGHT OF WAY DATE: LETTING DATE: --- JIMMY L. TERRY, PE AUSTIN R. TURNER, PE =0.091 =0.011 =0.080 TOTAL LENGTH PROJECT 17BP.14.R.211 #550079 LENGTH STRUCTURE PROJECT 17BP.14.R.211 #550079 LENGTH ROADWAY PROJECT 17BP.14.R.211 #550079 50 25 50 100 10 10 20 50 25 50 100 ENGINEER ROADWAY DESIGN SIGNATURE: P.E. P.E. SIGNATURE: ENGINEER HYDRAULICS T V = = = ADT % * 25 2016 6 * TTST =3% MPH FUNC CLASS = LOCAL - RURAL SUB REGIONAL TIER DUAL =3% VICINITY MAP -L- STA. 15+84.99 BEGIN BRIDGE -L- STA. 16+41.01 END BRIDGE 17BP.14.R.211 BEGIN PROJECT -L- STA. 14+50.00 -L- SR 1369 4 20+00MACON COUNTY BRIDGE #550079 OVER TELLICO CREEK ON SR 1369 (TELLICO RD) 5 90 TELLICO CREEKTELLICO CREEK TELLICO RD 15+00 CREEK RD TO RINEHART MOUNTAIN RDTO BOWERS M ACON COUNTY SW AIN COUNTY Tellico Creek Tellico1369 1369 1366 1113 1114 1114Creek Rattlesnake 1364 1363 1473 1369 Tennessee Little 28 1133 1131 1132 1133 28 1455 1362 13701364 1369 1372 1370 Ri ver 1372 14451459 1371 1372 1474 1368 1369 Rinehart CreekCreek CoveSugar1369 1367LOCATION PROJECT -DR- -DR- STA. 10+30.00 17BP.14.R.211 END CONSTRUCTION 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 19+30.00 -L- STA. 18+80.00 BEGIN RESURFACING MARCH 8, 2019RIGHT OF WAY PLANSFINAL PLAN SUBMITTALPROFESSION A LE NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJPROFESSIONALENGINEERNORTHCAROLINA SEAL 044158 RAGENEH .J NIMAJN EBADAM DOCKERY ( . 1 0 .77 .8 3 Bush Rd.HickoryCoveMarr 1.7( River Need more Rd.Licklog Rd. Breedlove Dr.Bull Hollow R d. Big Dog Rd.Grady Estep Rd. 1.21 .55.62.65.36 1 .67 .801.62 3.01 NCDOT CONTACT: PLANS PREPARED FOR:PLANS PREPARED BY: PROJECT ENGINEER 2018 STANDARD SPECIFICATIONS PROJECT DESIGN ENGINEER NAD 83/ 2011 ENGINEER SHEET NO.PROJECT REFERENCE NO. 1A 8/22/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\Proj\550079_Rdy_tsh.dgnUser:smelvin8/17/99ROADWAY DESIGN DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED S-1 THRU S- STRUCTURE PLANS X-1 THRU X- CROSS-SECTIONS X-1A THRU X-1 CROSS-SECTION SUMMARY SHEET UO-1 THRU UO- UTILITIES BY OTHERS PLANS UC-1 THRU UC- UTILITIES CONSTRUCTION PLANS ITS-1 THRU ITS- ITS PLANS SIG-1 THRU SIG- SIGNAL PLANS SIGN-1 THRU SIGN- SIGNING PLANS RF-1 THRU RF- REFORESTATION PLANS EC-1 THRU EC- EROSION CONTROL PLANS E-1 THRU E- ELECTRICAL PLANS PMP-1 THRU PMP- PAVEMENT MARKING PLANS TMP-1 THRU TMP- TRAFFIC MANAGEMENT PLANS 4 THRU PLAN AND PROFILE SHEET 3P-1 PARCEL INDEX SHEET 3G-1 THRU 3G- GEOTECHNICAL SUMMARIES 3D-1 THRU 3D- DRAINAGE SUMMARIES 3B-1 THRU 3B- ROADWAY SUMMARIES 2N-1 THRU 2N- NOISE WALL ENVELOPE DETAILS 2H-1 THRU 2H- GEOENVIRONMENTAL DETAILS 2G-1 THRU 2G- GEOTECHNICAL DETAILS 2D-1 THRU 2D- DRAINAGE DETAILS 2C-1 THRU 2C- SPECIAL DETAILS 2B-1 THRU 2B- ROADWAY DETAILS 2A-1 THRU 2A- PAVEMENT SCHEDULE AND TYPICAL SECTIONS 1C-1 THRU 1C- SURVEY CONTROL SHEETS 1B CONVENTIONAL SYMBOLS 1A INDEX OF SHEETS, GENERAL NOTES, AND STANDARD DRAWINGS 1 TITLE SHEET SHEET NUMBER SHEET INDEX OF SHEETS INDEX OF SHEETS GENERAL NOTES STANDARD DRAWINGS 17BP.14.R.211 PROFESSIONAL E NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY CONTRACT. RIGHT-OF-WAY MARKERS: ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS. UTILITY OWNERS ON THIS PROJECT ARE FRONTIER COMMUNICATIONS UTILITIES: APPROACHING A BRIDGE. SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS, DETAILS, AND CROSS- END BENTS: WILL BE PAID FOR AT THE CONTRACT PRICE FOR "TEMPORARY SHORING". SHORING REQUIRED FOR THE MAINTENANCE OF TRAFFIC NOT SHOWN ON THE PLANS TEMPORARY SHORING: WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL. CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING GUARDRAIL: LOCATIONS DIRECTED BY THE ENGINEER. SUBSURFACE DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. NO. 815.02 AT SUBSURFACE DRAINS: INVOLVED. THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE PARTICULAR ITEMS SUITABLE CONNECTIONS WITH ALL ROADS, STREETS, AND DRIVES ENTERING THIS PROJECT. THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE SIDE ROADS: SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD. NO. 560.01 ASPHALT, EARTH, AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF SHOULDER CONSTRUCTION: SECTIONS. SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL STD. NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS. ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH SUPERELEVATION: METHOD II. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY CLEARING: ENGINEER IN ORDER TO SECURE A PROPER TIE-IN. ADJUSTED AT THEIR BEGINNING AND ENDING AND AT STRUCTURES AS DIRECTED BY THE SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. GRADE LINES MAY BE THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED GRADING AND SURFACING: GRADE LINE: REVISED: EFFECTIVE: 01-16-2018 GENERAL NOTES: 2018 SPECIFICATIONS S-1 THRU S-42 STRUCTURE PLANS X-1 THRU X-8 CROSS-SECTIONS X-1B CROSS-SECTION SUMMARY SHEET X-1A CROSS-SECTION INDEX SHEET UO-1 THRU UO-2 UTILITIES BY OTHERS PLANS RF-1 REFORESTATION DETAIL SHEET EC-1 THRU EC-5 EROSION CONTROL PLANS PMP-1 THRU PMP-2 PAVEMENT MARKING PLANS TMP-1 THRU TMP-5 TRANSPORTATION MANAGEMENT PLANS 4 PLAN AND PROFILE SHEET OF AGGREGATE SUBGRADE/STABILIZATION 3G-1 SUMMARY OF SUBSURFACE DRAINAGE, AND SUMMARY LIST OF PIPES, ENDWALLS, ETC(FOR PIPES 48IN & UNDER) 3B-1 EARTHWORK, PAVEMENT REMOVAL, AND GUARDRAIL SUMMARIES & 2G-1 STANDARD TEMPORARY SHORING DETAIL 2C-6 SPECIAL DETAIL - TYPE B-83 SHOP CURVED ANCHOR UNIT 2C-5 SPECIAL DETAIL - TYPE III SHOP CURVED STRUCTURE ANCHOR UNIT 2C-4 SPECIAL DETAIL - A.T.-1 END UNIT ASSEMBLY 2C-3 SPECIAL DETAIL - TYPE III STRUCTURE ANCHOR UNITS 2C-2 SPECIAL DETAIL - GUARDRAIL INSTALLATION - W BEAM RAIL SECTION 2C-1 SPECIAL DETAIL - MODIFIED CONCRETE FLUME 2A-1 PAVEMENT SCHEDULE AND TYPICAL SECTIONS CONTROL AND PROPERTY TIES RW-01 THRU RW-__ SURVEY CONTROL, ALIGNMENT CONTROL, RIGHT OF WAY 1B CONVENTIONAL SYMBOLS 1A INDEX OF SHEETS, GENERAL NOTES, AND STANDARD DRAWINGS 1 TITLE SHEET SHEET NUMBER SHEET 876.02 Guide for Rip Rap at Pipe Outlets 876.01 Rip Rap in Channels 862.04 Anchoring End of Guardrail - B-77 and B-83 Anchor Units (Special Detail for Type III Anchor Units Sheets 1 of 7 and 2 of 7) 862.03 Structure Anchor Units 862.02 Guardrail Installation (Special Detail for Sheet 6 of 8) 862.01 Guardrail Placement 850.01 Concrete Paved Ditches 846.01 Concrete Curb, Gutter and Curb & Gutter 840.66 Drainage Structure Steps 840.45 Precast Drainage Structure 840.28 Brick Grated Drop Inlet Type 'D' - 12" thru 36" Pipe 840.27 Brick Grated Drop Inlet Type 'B' - 12" thru 36" Pipe 840.25 Anchorage for Frames - Brick or Concrete or Precast 840.22 Frames and Wide Slot Sag Grates 840.19 Concrete Grated Drop Inlet Type 'D' - 12" thru 36" Pipe 840.18 Concrete Grated Drop Inlet Type 'B' - 12" thru 36" Pipe 840.00 Concrete Base Pad for Drainage Structures 815.02 Subsurface Drain DIVISION 8 - INCIDENTALS 654.01 Pavement Repairs DIVISION 6 - INCIDENTALS 560.01 Method of Shoulder Construction - High Side of Superelevated Curve - Method I DIVISION 5 - SUBGRADE, BASES AND SHOULDERS 422.02 Bridge Approach Fills - Type II Modified Approach Fill DIVISION 4 - MAJOR STRUCTURES 310.10 Driveway Pipe Construction 300.01 Method of Pipe Installation DIVISION 3 - PIPE CULVERTS 225.04 Method of Obtaining Superelevation - Two Lane Pavement 225.02 Guide for Grading Subgrade - Secondary and Local 200.02 Method of Clearing - Method II DIVISION 2 - EARTHWORK STD.NO. TITLE applicable to this project and by reference hereby are considered a part of these plans: Branch - N. C. Department of Transportation - Raleigh, N. C., Dated January, 2018 are The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design 2018 ROADWAY ENGLISH STANDARD DRAWINGS Existing Edge of Pavement Existing Curb Proposed Slope Stakes Cut Proposed Slope Stakes Fill Existing Metal Guardrail Existing Cable Guiderail Proposed Guardrail Equality Symbol Pavement Removal Existing Right of Way Marker Existing Right of Way Line h Existing Control of Access C F Existing Easement Line HYDROLOGY: Stream or Body of Water Hydro, Pool or Reservoir Flow Arrow Disappearing Stream Spring ;zvW K Proposed Lateral, Tail, Head Ditch False Sump Proposed Cable Guiderail MAJOR: Bridge, Tunnel or Box Culvert Bridge Wing Wall, Head Wall and End Wall MINOR: Head and End Wall Pipe Culvert Footbridge Paved Ditch Gutter UTILITIES: ROADS AND RELATED FEATURES: Existing Power Pole Proposed Power Pole P U/G Power Cable Hand Hole Power Manhole Power Line Tower Power Transformer Existing Joint Use Pole Proposed Joint Use Pole Existing Telephone Pole Proposed Telephone Pole Telephone Manhole Telephone Pedestal U/G Telephone Cable Hand Hole R }Tp Q l ] / b H-Frame Pole O O POWER: TELEPHONE: Telephone Cell Tower WATER: Water Manhole Water Meter Water Valve Water Hydrant 4 I H a TV: TV Pedestal TV Tower U/G TV Cable Hand Hole | I ] GAS: Gas Valve Gas Meter n c SANITARY SEWER: Sanitary Sewer Manhole Sanitary Sewer Cleanout U/G Sanitary Sewer Line d o A/G Water Above Ground Gas Line A/G Gas Above Ground Water Line Above Ground Sanitary Sewer A/G Sanitary Sewer MISCELLANEOUS: Utility Pole O F S 3 Utility Pole with Base Utility Located Object Utility Traffic Signal Box ? CONC CONC WW vvDrainage Box: Catch Basin, DI or JB Storm Sewer Storm Sewer Manhole m U/G Tank; Water, Gas, Oil A/G Tank; Water, Gas, Oil BOUNDARIES AND PROPERTY: State Line County Line Township Line City Line Reservation Line Property Line Existing Iron Pin Property Monument Existing Fence Line Proposed Woven Wire Fence Proposed Chain Link Fence Proposed Barbed Wire Fence g F 123 Existing Wetland Boundary Proposed Wetland Boundary Existing Endangered Animal Boundary Existing Endangered Plant Boundary BUILDINGS AND OTHER CULTURE: Area Outline Gas Pump Vent or U/G Tank Cap Church School Dam Sign Small Mine Well V M W W S x Foundation S Building y y VEGETATION: Single Tree X Y Vineyard Single Shrub Hedge Woods Line Orchard Vineyard RAILROADS: Standard Gauge RR Signal Milepost Switch RR Abandoned RR Dismantled S FLOW *S.U.E. = Subsurface Utility Engineering WLB EIP BECM CONC HW CB CSX TRANSPORTATION MILEPOST 35 SWITCH Cemetery EXISTING STRUCTURES: Parcel / Sequence Number E AATUR End of Information E.O.I. SHEET NO.PROJECT REFERENCE NO. 1-B17BP.14.R.211 Abandoned According to Utility Records WLB EAB EPB R W R W R W C A E TDE PDE PUE S P P T T TC TC T FO T FO W W TV TV TV FO TV FO G G SS FSS FSS ?UTL Jurisdictional Stream JS Buffer Zone 1 Buffer Zone 2 BZ 1 BZ 2 Wetland TUE DUE AUE CRProposed Curb Ramp CONVENTIONAL PLAN SHEET SYMBOLS Underground Storage Tank, Approx. Loc. Geoenvironmental Boring C A HPBExisting Historic Property Boundary U/G Power Line LOS B (S.U.E.*) U/G Power Line LOS C (S.U.E.*) U/G Power Line LOS D (S.U.E.*) P U/G Telephone Cable LOS B (S.U.E.*) U/G Telephone Cable LOS C (S.U.E.*) U/G Telephone Cable LOS D (S.U.E.*) T U/G Telephone Conduit LOS B (S.U.E.*) U/G Telephone Conduit LOS C (S.U.E.*) U/G Telephone Conduit LOS D (S.U.E.*) TC U/G Fiber Optics Cable LOS B (S.U.E.*) U/G Fiber Optics Cable LOS C (S.U.E.*) U/G Fiber Optics Cable LOS D (S.U.E.*) T FO U/G Water Line LOS B (S.U.E*) U/G Water Line LOS C (S.U.E*) U/G Water Line LOS D (S.U.E*) W U/G TV Cable LOS B (S.U.E.*) U/G TV Cable LOS C (S.U.E.*) U/G TV Cable LOS D (S.U.E.*) TV U/G Fiber Optic Cable LOS B (S.U.E.*) U/G Fiber Optic Cable LOS C (S.U.E.*) U/G Fiber Optic Cable LOS D (S.U.E.*) TV FO U/G Gas Line LOS B (S.U.E.*) U/G Gas Line LOS C (S.U.E.*) U/G Gas Line LOS D (S.U.E.*) G SS Forced Main Line LOS B (S.U.E.*) SS Forced Main Line LOS C (S.U.E.*) SS Forced Main Line LOS D (S.U.E.*) FSS Utility Unknown U/G Line LOS B (S.U.E.*) U/G Test Hole LOS A (S.U.E.*) STATE OF NORTH CAROLINA, DIVISION OF HIGHWAYS Note: Not to Scale UST Contaminated Site: Known or Potential Known Contamination Area: Soil Potential Contamination Area: Soil Known Contamination Area: Water Potential Contamination Area: Water Primary Horiz Control Point Primary Horiz and Vert Control Point Secondary Horiz and Vert Control Point Exist Permanent Easment Pin and Cap New Permanent Easement Pin and Cap Vertical Benchmark New Right of Way Line Concrete or Granite R/W Marker New Right of Way Line with Concrete C/A Marker New Control of Access Line with New Control of Access New Temporary Construction Easement New Temporary Drainage Easement New Permanent Drainage Easement New Permanent Drainage / Utility Easement New Permanent Utility Easement New Temporary Utility Easement New Aerial Utility Easement12/2/2016Computed Property Corner RIGHT OF WAY & PROJECT CONTROL: New Right of Way Line with Pin and Cap SHEET NO.PROJECT REFERENCE NO. ROADWAY DESIGN ENGINEER ENGINEER 2A-117BP.14.R.211 PAVEMENT DESIGN6/2/998/7/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\Proj\550079_Rdy_typ.dgnUser:smelvinDOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED MIN. C SURVEY L C1 E3 C3 MIN. 3"3" E3 Detail Showing Method of Wedging PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF 165 LBS. PER SQ. YD. IN EACH OF TWO LAYERS. C1 P A V E M E N T S C H E D U L E PROP. APPROX. 4" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, AT E1 AN AVERAGE RATE OF 456 LBS. PER SQ. YD. R1 SHOULDER BERM GUTTER T EARTH MATERIAL U 4:1 2:1 MAX 4'-0" GROUND EXIST. GROUND EXIST. TYPICAL SECTION NO. 1 USE TYPICAL SECTION NO. 1 TYPICAL SECTION NO. 3 USE TYPICAL SECTION NO. 3 -L- STA. 15+84.99 TO -L- STA. 16+41.01 USE INSET A C1 T FT/FT 0.08 1:14'-0"VARIES* 4 :1 2:1 MAXFT/FT 0.02 Exist. Ground Exist. Ground ** THIS LINE GRADE TO INSET A 7" ADD 3' FOR GUARDRAIL LOCATIONS LIMITS FOR ALL OTHER LOCATIONS ADD MINIMUM 2' PAST PAVED SHOULDER * INSET B USE INSET B E1 SHOWN OTHERWISE ON PLANS. TO FACE OF GUARDRAIL UNLESS AT GUARDRAIL LOCATIONS PAVE NOTE: CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS -L- (SR 1369 - TELLICO RD) CL 16'-0" FT/FT0.08 FT /FT 0 .08 1: 1 1:1GRADE TO THIS LINE J C2 C2 8'-0" GRADE POINT TYPICAL SECTION NO. 4 USE TYPICAL SECTION NO. 4 8'-0" J -L- STA. 16+37.40 (END APPROACH SLAB) TO -L- STA. 16+57.10 RT *STA. TO STA.FDPS WIDTH -L- STA. 14+50.00 TO -L- STA. 15+55.40 (BEGIN APPROACH SLAB) RT -L- STA. 16+65.79 (END APPROACH SLAB) TO -L- STA. 17+36.52 LT * FT/FT 0.02 FT/FT 0.02 4 :1 GROUND EXIST. 2:1 MAX 2:1 MAXGROUND EXIST. 2'-0"4'-0"2:1 MAX2:1 MAX GROUND EXIST. GROUND EXIST. 4:1 2'-0"4'-0" NOTE: TRANSITION BETWEEN EXISTING AND TYP. SECT. NO.1 AS FOLLOWS: -L- STA. 18+30.00 TO -L- STA. 18+80.00 -L- STA. 14+50.00 TO -L- STA. 15+00.00 BRIDGE #550079 MACON COUNTY CL FT/FT 0.04 FT/FT 0.04 GRADE POINT 10'-0" 30'-0" OUT TO OUT 10'-0"2:1 MAXExist. Ground Exist. Ground 4 :1 4'-0" -DR- -L- STA. 16+57.10 (END SBG) TO -L- STA. 17+15.35 RT 1.5:1 MAX 0'-0" TO 3'-6" 0'-0" TO 3'-5" 0'-0" TO 3'-3" 0'-0" TO 7'-2" CL 10'-0" 20'-0" 4:1 2:1 MAX FT/FT 0.02 3'-0"4'-0"* GROUND EXIST. FT/FT0.08 FT/FT 0.02 FT /FT 0 .08 GROUND EXIST. 1:1 1:1GRADE TO THIS LINE 3'-0"* 7" TYPICAL SECTION NO. 2 USE TYPICAL SECTION NO. 2 -L- STA. 16+41.01 (END BRIDGE) TO 16+80.00 -L- STA. 15+45.00 TO -L- STA. 15+84.99 (BEGIN BRIDGE) E1 C1 E1 C1 *ADD 3' BEHIND FACE OF GUARDRAIL 10'-0" GRADE POINT -L- (SR 1369 - TELLICO RD) 2:1 MAXExist. Ground Exist. Ground 4:14'-0" INSET B INSET A OR MATCHLINE INSET A MATCHLINE 1.5:1 MAX1.5:1 MAX U EXISTING PAVEMENT W VARIABLE DEPTH ASPHALT PAVEMENT (SEE WEDGING DETAILS THIS SHEET) PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE SHOWN. CL GRADE POINT 10'-0" 20'-0" FT/FT 0.02 3'-0" * * FT/FT0.08 10'-0" FT/FT 0.02 FT /FT 0 .08 1: 1 1:1SEE X-SECTIONS W U GRADE TO THIS LINE GRADE TO THIS LINE 7" 3'-0"* 7" C1 E1 C1 E1 INSET A MATCHLINE ADD 3' BEHIND FACE OF GUARDRAIL -L- STA. 16+80.00 TO -L- STA. 18+30.00 -L- STA. 15+00.00 TO -L- STA. 15+45.00 -L- (SR 1369 - TELLICO RD) VARIES 8.7' TO 17.8' WING WALLS. IN FRONT OF PROPOSED GUARDRAIL LOCATIONS USE 8' POSTS FOR ALL NOTE: 1:1 MAX2:1 MAXINSET A MATCHLINE NO. 1 & 2TYP. SECT.MATCHLINE-DR- STA. 10+55.44 LT TO -L- STA. 15+90.66 LT (BEGIN APPROACH SLAB) GRADE TO THIS LINE Exist. Ground 6" AGGREGATE BASE COURSE.J THAN 5•" IN DEPTH. BE PLACED IN LAYERS NOT LESS THAN 3" IN DEPTH OR GREATER AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO PROP. VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, E3 "2 17 -DR- STA. 10+42.02 TO -DR- STA. 10+81.86 SEE STRUCTURE PLANS FOR GIRDER SIZE AND SPACING TO 3'-6" VAR. 3'-0" PROP. APPROX. 1•" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF 165 LBS. PER SQ. YD. IN ONE LAYER.C2 -DR- STA. 10+30.00 TO -DR- STA. 10+42.02 NOTE: TRANSITION EXISTING TO TYP. SECT. NO.4 AS FOLLOWS: 1'-7" 1'-7" RAIL ALASKA 32" RAIL ALASKA 32" TO 3'-10" VAR. 3'-4" TYPICAL SECTION NO. 5 USE TYPICAL SECTION NO. 5 -L- STA. 18+80.00 TO -L- STA. 19+30.00 CL -L- (SR 1369 - TELLICO RD) COURSE, TYPE S9.5B 1.5" CONC. SURFACE NOTE: NO PROPOSED GRADE VARIES - SEE PLANS VARIES - SEE PLANS EXIST MATCH EXIST MATCH RECONSTRUCTION SHOULDER RECONSTRUCTION SHOULDER C2 C2 E2 R1C1 6" 1.5:1 MAX "2 13'- 11" ON INSET B MATCHING THE STATIONS TYPICAL SECTION NO.2 SHALL BE PLACED UNDER AN ADDITIONAL LAYER OF 4" B25.0C NOTE: NO. 2TYP. SECT.MATCHLINEPROP. APPROX. 8" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, AT E2 AN AVERAGE RATE OF 456 LBS. PER SQ. YD. IN EACH OF TWO LAYERS. PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF 110 LBS. PER SQ. YD. PER 1" DEPTH. TO BE PLACED IN LAYERS NOT TO EXCEED 1 •" IN DEPTH. C3 PROFESSIONAL E NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ E1 APPROACH SLAB BRIDGE WATER FLOW WATER FLOW WATER FLOW WATER FLOW SAG FLOW DIVERSION EXAMPLES DOWN GRADE CL DOWEL BARS (4) 12" #6 DIRECTED BY THE ENGINEER TRANSITION CURB DOWN ASRALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OFSHEET OF SHEET OFENGLISH DETAIL DRAWING FORENGLISH DETAIL DRAWING FORPLAN VIEW SEE ROADWAY PLANS CONCRETE OR RIP-RAP DITCH RIP-RAP LINED DITCH SECTION B-B PAY LIMITS - PER EACH MODIFIED CONCRETE FLUME DOWNGRADE OR SAG WATER FLOW SECTION C-C OR BEGINNING SEE PLANS FOR PLACEMENT MIN.2’-4"PAVED DITCH 4" CONC. SECTION A-A - MODIFICATIONS SHALL BE AS DICTATED BY SITE CONDITIONS AND DIRECTED BY THE ENGINEER. BY STD. DWG. 876.02 FOR AN 18" PIPE. TRANSITIONS FROM THE DITCH TO TERMINATION SHALL BE AS DIRECTED BY THE ENGINEER. TERMINATE AS SHOWN ON THE PLANS. IF NO TERMINATION IS INDICATED PLACE RIP-RAP AT THE END OF THE DITCH AS INDICATED - CONCRETE OR RIP RAP LINED DITCH SHALL BE THE TYPE AND LENGTH SPECIFIED BY THE ROADWAY PLANS. THE DITCH SHALL - CONSTRUCT RIP RAP LINED DITCH IN ACCORDANCE WITH THIS DETAIL, IF CALLED FOR IN PLANS. - CONSTRUCT CONCRETE DITCH IN ACCORDANCE WITH STD. DWG. NO. 850.01. - CONSTRUCT MODIFIED CONCRETE FLUME AND SHOULDER BERM GUTTER IN ACCORDANCE WITH THIS DETAIL. NOTES: CONCRETE FLUME BEGIN MODIFIED CONCRETE FLUME END MODIFIED OPTIONAL SEE RDY. PLANS SHOULDER BERM GUTTER OPTIONAL SEE RDY. PLANS SHOULDER BERM GUTTER DEPRESSION PAVED SHOULDER STRUCTURE1’-0" R. 1 1 1 1 2’-8" 3"2’-0"FLOW DIVERSION OUTLET FLOW DIVERSION OUTLET FLOW DIVERSION OUTLET A B C SEE PLATE FOR TITLE 4’-0" 2’-0"6"4"–WITH CONCRETE OR RIP-RAP DITCHWITH CONCRETE OR RIP-RAP DITCHMODIFIED CONCRETE FLUMEMODIFIED CONCRETE FLUMEOUTLET B B A A VARIABLE LENGTH SEE PLANS C C 4’-0" 2’-0"6"4"–5" " RADIUS 4" 2’-4" MIN.8"8"4" 8"8"8"2’-8" w:details\stand\modifiedflume.dgn E.E. Ward July 2004 MODFLMDTCH MODFLMDTCH 15’-0"EDGE OF LANE 8" X 4" LIP CURB E.E. Ward Apr. 2002 SHEET NO .PRO JECT REFERENCE N O . CHECKED BY: FILE SPEC.: DATE: DATE: FAX 919-250-4119Office 919-707-6950 DATE:ORIGINAL BY: MODIFIED BY: CONTRACT STANDARDS AND DEVELOPMENT UNIT $$$$$$SYSTIME$$$$$$$$$$$$$$$$$$$$$DGN$$$$$$$$$$$$$$$$$$$$USERNAME$$$$17BP.14.R.211 2C-1 AAWOOD OFFSET BLOCKSYSTEM PARTS(FOR WOOD POSTS)STEEL TUBE6"8"7"6'-0"6"8"7" 1'-2" 7"TS 6"x8"x0.1875"LINE POSTSTANDARDBREAKAWAY POSTSHORT WOOD6 86 83'-8ƒ" 1'-8"DIA.ƒ"SLOT2•"xƒ"DIA.2…" ±„"7•"±„"5•"PANEL SPLICEW-BEAM MIDSPAN3'-1•"3'-1•"4‚"4‚"2"12‚"SPLICE BOLT SLOTS" X 1„" (TYP.)3229POST BOLT SLOTSƒ" X 2•" (TYP.)3'-1•"3'-1•"3'-1•"4‚"4‚"2"25'-0"862D02862D02J.HOWERTON 3-7-2018PRO F ESSIONALENGINEER NO R T H CAROLINASEAL 022966 NOTREWOH .S LEOJSEE TITLE BLOCKCLCLCLCLCLGUARDRAIL INSTALLATIONGUARDRAIL INSTALLATION3"3"CL5'-0"1"CFRONTSIDEPLANCLCL"W6" STEEL POSTƒ" DIA.1'-3ƒ"8"1'-5"4"6"1„"1„"7" W6x8.5x6'-0"CLCLCLSIDEPLANƒ"O‚"+ ˆ"FRONTCL1‰"+ ˆ"‡" DIA.OFFSET BLOCKROUTED - 0"2ƒ"+ ‰" 7ˆ"+ ‰" - 0"2‰"+ „"SOIL PLATE2'-0" X 1'-6" ON 6" SIDECENTERED‡" DIA HOLESL Ž" DIA. HOLESŽ" DIA. - ˆ" 7•"+ ‰"STANDARD W-BEAM GUARDRAILSHEET NO.PROJECT REFERENCE NO.CHECKED BY:FILE SPEC.:DATE:DATE:FAX 919-250-4119Office 919-707-6950DATE:ORIGINAL BY:MODIFIED BY:AND DEVELOPMENT UNITCONTRACTS STANDARDSRALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C. DIVISION OF HIGHWAYS DEPT. OF TRANSPORTATION NORTH CAROLINA STATE OFSHEET OFSHEET OFROADWAY DETAIL DRAWING FORROADWAY DETAIL DRAWING FOR DOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETED17BP.14.R.2112C-2 SEE TITLE BLOCKJ HOWERTON 06-22-121 7 1 7 862D03862D03 862D03 862D03 2 7 2 7 SHEET NO.PROJECT REFERENCE NO.CHECKED BY:FILE SPEC.:DATE:DATE:FAX 919-250-4119Office 919-707-6950DATE:ORIGINAL BY:MODIFIED BY:CONTRACT STANDARDSAND DEVELOPMENT UNIT14-DEC-2017 10:36S:\Contracts\Contracts\Special Details\jhowerton\Standard Drawings\2018 Standard Drawings\Details in Lieu of Standards\Division 8\0862d0301.dgnjhowerton AT CSD-292595 PRO F ESSIONALENGINEER NO R T HCAROLINASEALnotrewoH .S leoJ022966DOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETED1'-10"FINISH GRADECONCRETE BACKWALL FILL FACE PLAN VIEW SHOULDER BREAK POINT1'-10"GUARDRAIL POST3 SPACES @ 3'-1•"ELEVATION `W' BEAM GUARDRAIL WTR SECTIONSTRUCTURE ANCHOR UNITSSTRUCTURE ANCHOR UNITSOFFSET BLOCKSTD. 6'-3" SPACINGVAR.**STD. 6'-3" SPACING*1" 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 PAY LIMITS WTR SECTIONAPPROACH SLAB APPROACH SLAB CONSTRUCTION JOINT CONCRETE BACKWALL AEXP. JOINT ABRIDGE DECK A BRIDGE END POST BRIDGE RAIL SKEWFOR ATTACHMENT TO RAIL ON BRIDGEGUARDRAIL ANCHOR UNIT, TYPE III FOR ATTACHMENT TO RAIL ON BRIDGEGUARDRAIL ANCHOR UNIT, TYPE III FOR ATTACHMENT TO RAIL ON BRIDGE GUARDRAIL ANCHOR UNIT, TYPE III MIDSPAN SPLICE3'-1•"3'-1•" -SEE SHEET 3 FOR POST SECTIONS 1 THRU 9. -LAP JOINTS IN THE DIRECTION OF TRAFFIC FLOW. -MEASURE GUARDRAIL HEIGHT FROM THE TOP OF ADJACENT SURFACE (SHOULDER, BERM, OR GUTTER). -SHOULDER BERM GUTTER MUST BE INSTALLED TO THE LIMITS 8" x 4" LIP CURB IS SHOWN IF ANCHOR UNIT IS NOT ADJACENT TO AN APPROACH SLAB. *THE DISTANCE FROM END OF BRIDGE RAIL TO CENTER LINE OF THE FIRST POST SHOULD BE 11•" IF CONCRETE BACKWALL IS NOT PRESENT. **POST NOT REQUIRED FOR SKEW ANGLES GREATER THAN 150° OR LESS THAN 30° UNLESS OTHERWISE DIRECTED BY THE ENGINEER.NOTE:RALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OFSHEET OF SHEET OFROADWAY DETAIL DRAWING FORROADWAY DETAIL DRAWING FOR1'-10" FINISH GRADE CONCRETE BACKWALL FILL FACE PLAN VIEW SHOULDER BREAK POINT @ 1'-6ƒ" 4 SPACES 1'-10" GUARDRAIL POST 3 SPACES @ 3'-1•" ELEVATION `W' BEAM GUARDRAIL WTR SECTIONSTRUCTURE ANCHOR UNITSSTRUCTURE ANCHOR UNITSGUARDRAIL THRIE BEAM OFFSET BLOCK STD. 6'-3" SPACING END SHOE 10 GA VAR. 1'-6ƒ") VAR. (MAX. ** STD. 6'-3" SPACING GRADE FINISH * 1" 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 PAY LIMITS (ONE RAIL INSIDE ANOTHER) THRIE BEAM GUARDRAIL 'NESTED'WTR SECTION APPROACH SLAB APPROACH SLAB CONSTRUCTION JOINT CONCRETE BACKWALL AEXP. JOINT ABRIDGE DECK A BRIDGE END POST SEE STRUCTURE PLANS POINT FOR END SHOE ANCHORAGE, VERTICAL PLANE AT THE ATTACHMENT BRIDGE RAIL SEE STRUCTURE PLANS 8" x 4" LIP CURB SEE STRUCTURE PLANS 8" x 4" LIP CURB SKEWRAIL ON BRIDGE - SUB REGIONAL TIERGUARDRAIL ANCHOR UNIT, TYPE III FOR ATTACHMENT TORAIL ON BRIDGE - SUB REGIONAL TIER GUARDRAIL ANCHOR UNIT, TYPE III FOR ATTACHMENT TO RAIL ON BRIDGE - SUB REGIONAL TIERGUARDRAIL ANCHOR UNIT, TYPE III FOR ATTACHMENT TO3'-1•"3'-1•" 3'-1•" MIDSPAN SPLICE -SEE SHEET 3 FOR POST SECTIONS 1 THRU 9. -LAP JOINTS IN THE DIRECTION OF TRAFFIC FLOW. -MEASURE GUARDRAIL HEIGHT FROM THE TOP OF ADJACENT SURFACE (SHOULDER, BERM, OR GUTTER). -SHOULDER BERM GUTTER MUST BE INSTALLED TO THE LIMITS 8" x 4" LIP CURB IS SHOWN IF ANCHOR UNIT IS NOT ADJACENT TO AN APPROACH SLAB. *THE DISTANCE FROM END OF BRIDGE RAIL TO CENTER LINE OF THE FIRST POST SHOULD BE 11•" IF CONCRETE BACKWALL IS NOT PRESENT. **POST NOT REQUIRED FOR SKEW ANGLES GREATER THAN 150° OR LESS THAN 30° UNLESS OTHERWISE DIRECTED BY THE ENGINEER. NOTE:RALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OFSHEET OF SHEET OFROADWAY DETAIL DRAWING FORROADWAY DETAIL DRAWING FOR@ 1'-6ƒ"4 SPACES GUARDRAIL THRIE BEAMEND SHOE 10 GA 1'-6ƒ")VAR. (MAX.GRADEFINISH(ONE RAIL INSIDE ANOTHER)THRIE BEAM GUARDRAIL 'NESTED'SEE STRUCTURE PLANSPOINT FOR END SHOE ANCHORAGE,VERTICAL PLANE AT THE ATTACHMENT SEE STRUCTURE PLANS8" x 4" LIP CURBSEE STRUCTURE PLANS8" x 4" LIP CURB1'-9"2'-1"2'-1" 2'-1"2'-1"1'-9"17BP.14.R.2112C-3 BUFFERED END SECTIONRAIL"W" BEAMQTY. 2WITH 2 WASHERSƒ"x7•" BOLTSPAY LIMITS6'-3"STEEL TUBESTD. LINE POSTAND STD. WASHERPOST WITH NUTTHRU RAIL ANDBOLT (10" LONG)BUTTON HEADSTD. WASHERPOST WITH NUT ANDLONG) THRU RAIL ANDBUTTON HEAD BOLT (10"6'-0" POST LENGTH 6'-3"3'-1•"3'-1•"PANEL SPLICEW-BEAM MIDSPAN2'-1"(SEE SHEET 6 OF 8)SHORT WOOD BREAKAWAY POSTTRAILING END UNIT ASSEMBLYELEVATIONPLANPOSTSSTEEL LINEPOSTSSTEEL LINE2'-7"3'-5"A.T.-1 SYSTEMRALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C. DIVISION OF HIGHWAYS DEPT. OF TRANSPORTATION NORTH CAROLINA STATE OFSHEET OFSHEET OFROADWAY DETAIL DRAWING FORROADWAY DETAIL DRAWING FORA.T.-1 SYSTEM3'-4ƒ" GUARDRAIL INSTALLATIONGUARDRAIL INSTALLATIONLEVELGROUNDSHEET NO.PROJECT REFERENCE NO.CHECKED BY:FILE SPEC.:DATE:DATE:FAX 919-250-4119Office 919-707-6950DATE:ORIGINAL BY:MODIFIED BY:AND DEVELOPMENT UNITCONTRACTS STANDARDSPRO F ESSIONALENGINEER NO R T H CAROLINASEAL 022966 NOTREWOH .S LEOJDOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETED17BP.14.R.2112C-4 STRUCTURE ANCHOR UNITTYPE III - SHOP CURVEDDIRECTED BY ENGINEERSEE ROADWAY PLANS OR ASSHOP CURVED GUARDRAILSTRUCTURE ANCHOR UNIT TYPE III - SHOP CURVEDPLAN VIEWEND SHOE10 GAELEVATION(ONE RAIL INSIDE ANOTHER)THRIE BEAM GUARDRAIL 'NESTED'SEE STRUCTURE PLANSPOINT FOR END SHOE ANCHORAGE,VERTICAL PLANE AT THE ATTACHMENT -SEE STANDARD 862.03 SHEET 4 FOR POST SECTIONS 1 THRU 9. -LAP JOINTS IN THE DIRECTION OF TRAFFIC FLOW. -USE NO STEEL POSTS WITHIN THE GUARDRAIL ANCHOR UNIT LIMITS. -MEASURE GUARDRAIL HEIGHT FROM THE TOP OF ADJACENT SURFACE (SHOULDER, BERM, OR GUTTER). TO AN APPROACH SLAB. -SHOULDER BERM GUTTER MUST BE INSTALLED TO THE LIMITS 8" x 4" LIP CURB IS SHOWN IF ANCHOR UNIT IS NOT ADJACENT IS NOT PRESENT. *THE DISTANCE FROM END OF BRIDGE RAIL TO CENTER LINE OF THE FIRST POST SHOULD BE 11•" IF CONCRETE BACKWALL **POST NOT REQUIRED FOR SKEW ANGLES GREATER THAN 150° OR LESS THAN 30° UNLESS OTHERWISE DIRECTED BY THE ENGINEER.NOTE:FOR ATTACHMENT TO RAIL ON BRIDGEGUARDRAIL ANCHOR UNIT, TYPE III - SHOP CURVEDRALEIGH, N.C.DIVISION OF HIGHWAYSDEPT. OF TRANSPORTATIONNORTH CAROLINASTATE OF RALEIGH, N.C. DIVISION OF HIGHWAYS DEPT. OF TRANSPORTATION NORTH CAROLINA STATE OFSHEET OFSHEET OFENGLISH DETAIL DRAWING FORENGLISH DETAIL DRAWING FORT.S.SpellE.E.Ward2-01-18EOPPAVED SHOULDERADDITIONAL4" x 8" APPROACH SLAB LIP CURBCHECKED BY:FILE SPEC.:DATE:DATE:FAX 919-250-4119Office 919-707-6950AND DEVELOPMENT UNITCONTRACT STANDARDSDATE:ORIGINAL BY:MODIFIED BY:5/14/99 SHEET NO.PROJECT REFERENCE NO.01-FEB-2018 09:19S:\Contracts\Contracts\Special Details\jhowerton\Guardrail\31 inch Guardrail\type_iii_sc.dgnjhowerton AT CSD-292595 SKEW1 11 1SEE PLATE FOR TITLE4 SPACES VAR. (MAX. 1'-6ƒ") S H O UL DER BREAK PO@ 1' -6ƒ"TYPE III SCTYPE III SC1'-10"APPROACH SLAB11•" 3 S P A C ES@ 3'- 1•"PAY LIMITS FOR GUARDRAI L ANCHOR UNI T,TYPE III - SHOP CURVE D 1'-10"FINISH GRADECONCRETE BACKWALLFILL FACE1'-9"1234567PAY LIMITSWTR SECTIONAPPROACH SLABCONCRETE BACKWALL1" BRIDGE RAIL4-4-02SEE ROADWAY PLANS FOR END TREATMENTSEE PLANSINT PRO F ESSIONALENGINEER NO R T HCAROLINASEALnotrewoH .S leoJ022966DOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETEDSTD. 6'-3" SPACINGGRADEFINISH892'-1" 2'-1"3'-1•"3'-1•"MIDSPAN SPLICE\jhowerton\guardrail\31inguardrail\typeiiisc.dgn17BP.14.R.2112C-5 SECTION A-AENDSHOE10 GA(ONE RAIL INSIDE ANOTHER)12'-6'' 'NESTED' GUARDRAILGUARDRAIL"W" BEAMFROM BRIDGEFIRST SPLICE POINTBRIDGE RAILCONCRETEPLAN VIEW GUARDRAIL"W" BEAMELEVATION VIEWFRONTSIDEPLAN HOLESL Ž" DIA. HOLESŽ" DIA. 7"WOOD OFFSET BLOCK8"X 8"X 14" ROUTEDSIDEFRONTPLANSTEEL POST"W8 X 21 X 8'-0" -LAP JOINTS IN THE DIRECTION OF TRAFFIC FLOW. -USE NO WOOD POSTS WITHIN THE GUARDRAIL ANCHOR UNIT LIMITS. -MEASURE GUARDRAIL HEIGHT FROM THE TOP OF ADJACENT SURFACE (SHOULDER, BERM, OR GUTTER). *THE DISTANCE FROM END OF BRIDGE RAIL TO CENTER LINE OF THE FIRST POST SHOULD BE 11•" IF CONCRETE BACKWALL IS NOT PRESENT. **ELIMINATE POST 3 AND SHIFT POSTS 1 & 2 ON SKEW ANGLES GREATER THAN 150° OR LESS THAN 30° UNLESS OTHERWISE DIRECTED BY THE ENGINEER.NOTE:FOR END TREATMENTSEE ROADWAY PLANSTYPE B-83 SHOP CURVEDGUARDRAIL ANCHOR UNIT19-NOV-2018 08:26S:\Contracts\Contracts\Special Details\ericward\M isc. guardrail\NCHRP350 Approved\b-83 m inndot.dgnjhowerton AT CSD-292595 SHEET NO.PROJECT REFERENCE NO.CHECKED BY:FILE SPEC.:DATE:DATE:FAX 919-250-4119Office 919-707-6950DATE:ORIGINAL BY:MODIFIED BY:AND DEVELOPMENT UNITCONTRACT STANDARDS1'-4ƒ"AA12BRIDGE DECK12'-6'' STANDARD GUARDRAILFILL FACECONCRETE BACKWALLBRIDGE DECKAPPROACH SLABPAY LIMITS*1" A BRIDGE DECKAAPPROACH SLAB-POSTS 1 AND 2 TO BE W8 x 21 X 8'-0" LONG STEEL POST AND 8" X 8" X 14" WOOD ROUTED OFFSET BLOCK. E.E. WARD7-14-04CCLCL1…"1…"7"CLCLCLƒ"OCLW8 x 21 x 8'-0"‚"7ƒ"1…"2‡"8"8"5‚"8‚"7‚"3**POSTS1 23**5 SPACES@ 1'-6ƒ"3 S P AC E S @ 3'-1•" 6'- 3"E.E. WARD6-10-022'-1''PRO F ESSIONALENGINEER NO R T HCAROLINASEALnotrewoH .S leoJ022966DOCUMENT NOT CONSIDERED FINALUNLESS ALL SIGNATURES COMPLETED17BP.14.R.2112C-6 -- -- -- -- -- -- -- -- -- -- -- -- -- SHEET PILES H-PILES WITH TIMBER LAGGING SLOPE OR SURCHARGE CASE WITH NO TRAFFIC IMPACT ---- ------ SURCHARGE CASE WITH TRAFFIC IMPACT < 6 7 8 9 10 11 12 < 6 7 8 9 10 11 12 7.5 8.5 10.0 11.0 12.5 13.5 15.0 11.5 13.0 15.0 17.0 18.5 20.5 22.5 3.0 4.5 6.5 9.5 13.0 17.0 21.5 4.5 7.0 10.0 14.0 19.5 26.0 33.0 HP 10x42 8.0 9.5 10.5 11.5 13.0 HP 12x53 8.0 9.5 10.5 12.0 11.5 13.0 15.0 17.0 HP 14x73 8.0 9.5 10.5 12.0 13.5 14.5 16.0 11.5 13.0 15.0 17.0 18.5 11.0 12.0 12.5 13.5 14.0 15.0 16.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 10.0 12.0 14.0 16.5 19.5 22.5 25.5 12.0 14.5 17.0 20.0 23.5 28.0 33.0 9.5 10.5 11.5 13.0 14.5 9.5 10.5 11.5 12.5 13.5 13.0 14.5 15.5 17.0 9.5 10.5 11.5 12.5 13.5 14.5 15.5 13.0 14.5 15.5 17.0 18.5 20.0 21.5 HP 10x42 HP 12x53 HP 14x73 SHEET PILES -- -- -- -- -- -- -- -- -- -- -- -- -- STANDARD TEMPORARY SHORING NOTES: TEMPORARY GUARDRAIL STANDARD TEMPORARY SHORING BOTTOM OF SHORING TOP OF SHORING 2:1 (H:V) OR FLATTER 6:1 (H:V) OR FLATTER OR EXISTING GRADE BOTTOM OF EXCAVATION BOTTOM OF SHORING 6:1 (H:V) OR FLATTER OR EXISTING GRADE BOTTOM OF EXCAVATION (SEE NOTE 9) EXTENSION MINIMUM REQUIRED EDGE OF NEAREST TRAFFIC LANE PILE TIPAND PILE TIPBOTTOM OF SHORINGELEVATION BEWTEENGROUNDWATERPILE TIPELEVATION BELOWGROUNDWATERPILE TIP CLASS IV SELECT MATERIAL (ABC) (SEE NOTE 6) CONDITION GROUNDWATER TOP OF SHORING TRAFFIC SIDE OF SHORING EMBEDMENTMINIMUM REQUIREDBOTTOM OF SHORING 6:1 (H:V) OR FLATTER OR EXISTING GRADE BOTTOM OF EXCAVATION (SEE NOTE 9) EXTENSION MINIMUM REQUIRED PILE TIP MIN 24" AND TRAFFIC CONTROL PLANS) CLEAR DISTANCE (SEE NOTE 7 TRAFFIC SIDE OF SHORING PAVEMENT SECTION EDGE OF PAVEMENT **TOP OF SHORING = EDGE OF PAVEMENT **GUARDRAIL FACE = 6" MIN EXTENSION TRAFFIC LANE EDGE OF NEAREST H-PILES WITH TIMBER LAGGING ** TOP OF SHORING** FACE GUARDRAIL (SEE NOTE 8) CLEAR DISTANCE 12. 11. 10. 9. 8. 7. 6. 5. 4. 3. 2. 1. 3 WITH TIMBER LAGGING SHEET PILES OR H-PILES *SEE TABLE ABOVE. (SURCHARGE CASE)VARIES - 12' MAXH - SHORING HEIGHTVARIES - 12' MAXH - SHORING HEIGHTVARIES - 12' MAXH - SHORING HEIGHT*SEE TABLE ABOVE. (SLOPE CASE) MINIMUM REQUIRED EMBEDMENT AND SECTION MODULUS (FT) HEIGHT SHORING H (FT) EMBEDMENT REQUIRED MINIMUM (IN /FT) SECTION MODULUS MINIMUM REQUIRED (FT) EMBEDMENT REQUIRED MINIMUM *WITH TIMBER LAGGING SHEET PILES OR H-PILES * WITH TIMBER LAGGING SHEET PILES OR H-PILES **EMBEDMENTMINIMUM REQUIRED*EMBEDMENTMINIMUM REQUIRED*** (SEE NOTE 10) (FT) MINIMUM REQUIRED EMBEDMENT (SEE NOTE 10) (FT) MINIMUM REQUIRED EMBEDMENT 3(IN /FT) SECTION MODULUS MINIMUM REQUIRED STANDARD SHORING PROVISION) (SEE PLANS AND TEMPORARY GUARDRAIL MIN 24" PAVEMENT SECTION STANDARD SHORING PROVISION) (SEE PLANS AND CONCRETE BARRIER CONCRETE BARRIER ". --SIZE SHOWN IF MINIMUM REQUIRED EMBEDMENT IS " GROUNDWATER CONDITION, SHORING HEIGHT AND H-PILE *DO NOT USE H-PILES WITH TIMBER LAGGING FOR DEPART ME NT OF TRANSPORTATIONSTATE OF NORT H CAR O L I NATEMPORARY SHORING STANDARD DIVISION OF HIGHWAYS DEPARTMENT OF TRANSPORTATION NORTH CAROLINA ENGINEERING UNIT GEOTECHNICAL STANDARD DETAIL NO. 1801.01 DATE: 11-19-13 PROJECT REFERENCE NO. 17BP.14.R.211 2G-1 ENGINEER SIGNATURE DATE SHEET NO. ENGINEER GEOTECHNICAL SIGNATURE DATE 29869PROFESSIONALE NG INEERNORTHCAROLINA SEAL KRALC C ENAHS DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED f g CONTACT THE ENGINEER IF PILES DO NOT ATTAIN THE MINIMUM REQUIRED EMBEDMENT. connect.ncdot.gov/resources/Geological/Pages/Geotech_Forms_Details.aspx STANDARD SHORING SELECTION FORMS ARE AVAILABLE FROM: TEMPORARY SHORING CONSTRUCTION. UP TO 3 SHORING LOCATIONS MAY BE INCLUDED ON EACH FORM. SUBMIT A "STANDARD TEMPORARY SHORING SELECTION FORM" AT LEAST 7 DAYS BEFORE STARTING DRILLED-IN H-PILES. MAXIMUM 6' SPACING. AT THE CONTRACTOR'S OPTION, EMBEDMENT DEPTHS MAY BE REDUCED BY 25% FOR MINIMUM REQUIRED EMBEDMENT FOR H-PILES WITH TIMBER LAGGING IS BASED ON DRIVEN H-PILES AT FOR "SURCHARGE CASE WITH TRAFFIC IMPACT". MINIMUM REQUIRED EXTENSION IS 6" FOR "SLOPE OR SURCHARGE CASE WITH NO TRAFFIC IMPACT" AND 32" CASE WITH TRAFFIC IMPACT". GUARDRAIL, ATTACH GUARDRAIL TO TRAFFIC SIDE OF PILES AS SHOWN IN THE PLANS AND USE "SURCHARGE AT THE CONTRACTOR'S OPTION OR IF AVAILABLE CLEAR DISTANCE IS LESS THAN 4' FOR TEMPORARY "SURCHARGE CASE WITH TRAFFIC IMPACT". FOR CONCRETE BARRIER, SET BARRIER NEXT TO AND UP AGAINST TRAFFIC SIDE OF PILES AND USE AT THE CONTRACTOR'S OPTION OR IF AVAILABLE CLEAR DISTANCE IS LESS THAN THE MINIMUM REQUIRED CONDITION. DO NOT USE STANDARD TEMPORARY SHORING IF GROUNDWATER IS ABOVE BOTTOM OF SHORING. PLANS, USE "GROUNDWATER ELEVATION BETWEEN BOTTOM OF SHORING AND PILE TIP" FOR GROUNDWATER USE GROUNDWATER ELEVATION NOTED IN THE PLANS. IF NO GROUNDWATER ELEVATION IS SHOWN IN THE OR SOFT SOIL OR MUCK IS WITHIN THE EMBEDMENT DEPTH. DO NOT USE STANDARD TEMPORARY SHORING WHEN VERY LOOSE PARAMETERS ARE NOT APPLICABLE. DO NOT USE STANDARD TEMPORARY SHORING IF ASSUMED SOIL COHESION, c = 0 PSF = 30 DEGREESFRICTION ANGLE, = 120 PCFUNIT WEIGHT, IN-SITU ASSUMED SOIL PARAMETERS: STANDARD TEMPORARY SHORING IS BASED ON THE FOLLOWING PROVISION. FOR STANDARD TEMPORARY SHORING, SEE STANDARD SHORING SHORING AS NOTED IN THE PLANS. AT THE CONTRACTOR'S OPTION, USE STANDARD TEMPORARY 250 PSF MAX TRAFFIC SURCHARGE 250 PSF MAX TRAFFIC SURCHARGE COMPUTED BY: SGM DATE:6/28/2019SHEET NO. CHECKED BY: JLT DATE:8/6/20193B-1LOCATIONStation Station Uncl. Embank. Borrow WasteStation Station LT/RT/CL REMOVAL REMOVALExcav. +%‐L‐ 14+50.00‐L‐ 15+84.9956257‐DR‐ 10+30.00‐DR‐10+81.861 138 137BRIDGE‐L‐ 16+41.01‐L‐ 19+30.00495 60 56 491501 260 250 491501 260 250 491SAY:520 260EST. SHALLOW UNDERCUT = 100 CYSELECT GRANULAR MATERIAL = 400 CYGEOTEXTILE FOR SOIL STABILIZATION = 700 SYCLASS IV SUBGRADE STABILIZATION = 200 TONNG = NON-GATING IMPACT ATTENUATOR TYPE 350"N" DIST.TOTALFLAIR LENGTHLINEFROM SHLDR APPR.TRAIL.APPR. TRAIL.E.O.L.WIDTHENDENDENDENDEAGNG‐L‐‐L‐‐L‐‐L‐ADDITIONAL GUARDRAIL POSTS = 5 EA‐L‐Note: Invert Elevations indicated are for Bid Purposes only and shall not be used for project construction stakeout. COMPUTED BY: BJH DATE: 10/31/2018 See "Standard Specifications For Roads and Structures, Section 300-5". CHECKED BY: BJH DATE: 8/7/2019SIZETHICKNESSOR GAUGEEFG‐DR‐ 10+48 LT 04010401 0402 2015.0 2009.240‐L‐ 15+58 LT 0402 2011.41110402 0403 2009.5 2008.596‐L‐ 14+66 LT 0403 2011.21110403 0404 2008.2 2008.0 0.54022‐L‐ 16+52 RT 04051‐L‐ 19+14 CL 0406280406 0407 2001.7 1999.728TOTALS409640 28 2 112122 28 FILL EXIST. 18" CSP REMOVE EXIST. 18" CSP2 FLOWABLE FILL, C.Y.WASTE IN LIEU OF BORROWSAY62.502SUB‐TOTALSGRAND‐TOTALS (TEMP) 62.50112.50TEMP. GREU TL‐2 2@25.00 ft 50.00TEMPORARY GUARDRAILLESS ANCHOR DEDUCTIONS Temporary Guardrail and Anchors215+65+/‐16+77+/‐LT112.502 Temporary Guardrail and Anchors112.5050.00123111ANCHOR TOTALS75.00GREU TL‐2 3@25.00 ft18.75SAY56.2543.75GRAND‐TOTALS 23111VariesR=10'6'25' 0.5'116' 1 116+55.07 17+11.32 LT 56.25 16+55.07 3'25' 0.5GRAND TOTALS:STATE OF NORTH CAROLINAEND STA.15+70.14LOC.17BP.14.R.211TOTALS:50.00 37.50‐DR‐ 10+92.001BEG. STA.TRAIL. ENDDOUBLE FACEDWARRANT POINTAPPR. ENDLENGTHSTRAIGHT16+27.37LESS ANCHOR DEDUCTIONSLT 37.502@18.75 ft15+70.14 6.00'TYPE III15+98.1715+98.1716+27.37 16+83.62 RT 56.25TYPE III SC 1@18.75 ftAT‐1 1@6.25 ft 6.25B‐83 SC 1@25.00 ft 25.00R.C.P.C.S.P.5.0' THRU 10.0'***" RC PIPE CULVERTS, CONTRACTOR DESIGNSTD. 838.01838.11 ORSTD. 838.80(UNLESS NOTEDOTHERWISE) G.D.I. TYPE "D" STD. 840.19 OR STD. 840.28 ** " R.C. PIPE (CLASS V)***" RC PIPE CULVERTS, CONTRACTOR DESIGNCONCRETE TRANSITIONALSECTION10.0' AND ABOVETYPE OF GRATE G.D.I. TYPE "B" STD. 840.18 OR STD. 840.27 G.D.I. (W.S. SAG) FRAME W/ 2 GRATES STD. 840.22C.B.N.D.I.D.I.G.D.I.G.D.I.(N.S.)J.B.M.H.T.B.D.I.T.B.J.B.18" SIDE DRAIN PIPEENDWALLS48''PROJECT NO.REMARKSWIIIGREUTL-2AT‐1ANCHORSREMOVE & RESET EXISTING GUARDRAILREMARKSABBREVIATIONS R.C. PIPE CLASS IVR=87', Extra Depth Guardrail Posts in Front of Wingwalls (15 EA)42''15''LOCATION (LT, RT, OR CL)'30'' 36''.064.064.06424'' 48''42''.064.07948'' 12'' 15'' 18''.10912'' 15'' 18'' 24'' 30''FROMTOTOP ELEVATIONINVERT ELEVATIONINVERT ELEVATIONSLOPE CRITICAL C.S. PIPE 36'' 42''DRAINAGE PIPE(RCP, CSP, CAAP, HDPE, or PVC)DO NOT USE RCPDO NOT USE CSPDO NOT USE CAAPDO NOT USE HDPE.079.10912'' 15''31142'' 48'' 12''18'' 24'' 30'' 18'' 24'' 30'' 36''LIST OF PIPES, ENDWALLS, ETC. (FOR PIPES 48 INCHES & UNDER)STATIONSTRUCTURE NO.CATCH BASINNARROW DROP INLETDROP INLETGRATED DROP INLET(NARROW SLOT)JUNCTION BOXMANHOLETRAFFIC BEARING DROP INLETTRAFFIC BEARING JUNCTION BOXPER EACH (0' THRU 5.0')LIN.FT.DROP INLETCATCH BASIN R.C. PIPE CLASS III MODIFIED CONC. FLUME, SEE DETAIL SHEET 2C-136''15" SIDE DRAIN PIPEQUANTITIESFOR DRAINAGESTRUCTURES*TOTAL L.F. FOR PAYQUANTITY SHALL BE COL.'A' + (1.3 X COL.'B')C.B. STD. 840.01 OR STD. 840.02FRAME, GRATES,AND HOODSTANDARD 840.03PIPE REMOVAL LIN. FT.CU. YARDSABSUMMARY OF EARTHWORK50.0037.50"N" = DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAILTOTAL SHOULDER WIDTH = DISTANCE FROM EDGE OF TRAVEL LANE TO SHOULDER BREAK POINT. FLARE LENGTH = DISTANCE FROM LAST SECTION OF PARALLEL GUARDRAIL TO END OF GUARDRAIL.W = TOTAL WIDTH OF FLARE FROM BEGINNING OF TAPER TO END OF GUARDRAIL.G = GATING IMPACT ATTENUATOR TYPE 350IN CUBIC YARDSSHOP CURVEDSUB‐TOTALSNote: Approximate quantities only. Unclassified Excavation, Borrow Excavation, Fine Grading, Clearing and Grubbing, and Removal of Existing Pavement will be paid for at the contract lump sum price for grading.87.53.00'50.0014+70.14 RT162.50GUARDRAIL SUMMARYIN FEETPER GEOTECH RECOMMENDATION, ESTIMATED 450 CUBIC YARDS OF UNDERCUT TO BE USED IN THE DISCRETION OF THE RESIDENT ENGINEER.B-83REMOVE EXISTING GUARDRAIL25'3'20.5'IIISC111IMP. ATTEN. TYPE 350SCLT 82.94LT 112.5615+3816+80 18+36Note: Earthwork quantities are calculated by the Roadway Design Unit. These earthwork quantities are based in part on subsurface data provided by the Geotechnical Engineering Unit.SAY:260TOTAL:253.35CONCRETEPAVEMENT REMOVAL SUMMARYIN SQUARE YARDS‐L‐16+38 16+80LT 57.85‐L‐SURVEY ASPHALT ASPHALT CONCRETELINEBREAKUP BREAKUP‐L‐16+11 COMPUTED BY: DMM__________ DATE: 1/24/2019___ CHECKED BY: JCK___________ DATE: 1/24/2019_SD 200100 200 400TOTAL LF:200TOTAL CY/TONS/SY:100 200** 400** 0 0*UD = Underdrain*BD = Blind Drain*ASU(1/2) = Aggregate Subgrade (Type 1 or 2)*SD = Subsurface Drain*AST = Aggregate Stabilization(5-15-18)STATE OF NORTH CAROLINADIVISION OF HIGHWAYSLINE3G-1SHEET NO.PROJECT NO.17BP.14.R.211Stabilizer Aggregate TONSClass IV Aggregate Stabilization TONSClass IV Subgrade Stabilization TONSSUMMARY OF SUBSURFACE DRAINAGECONTINGENCYSUMMARY OF AGGREGATE SUBGRADE/STABILIZATIONCONTINGENCYStationLINE Station StationLocation LT/RT/CLDrain Type* UD/BD/SDLFGeotextile for Soil Stabilization SYAggregate Type* ASU(1/2)/ASTStation**Total tons of "Class IV Subgrade Stabilization" and total square yards of "Geotextile for Soil Stabilization" are only the estimated quantities for ASU(1/2)/AST and may only represent a portion of the subgrade stabilization and geotextile quantities shown in the Item Sheets of the Proposal.Aggregate Thickness INCHES[8" for ASU(2)]Shallow Undercut CY 14 15 16 17 18 19 20 2,010 2,020 2,030 2,040 2,050REVISIONS DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED SHEET NO.PROJECT REFERENCE NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER 4 R/W SHEET NO.8/17/998/22/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\Proj\550079_Rdy_psh.dgnUser:smelvinCORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS BRIDGE/ROADWAY RELATIONSHIP SKETCH -L- STA 15+74.40 BEGIN APPROACH SLAB -L- STA 16+51.60 END APPROACH SLAB 04OUTOUT TO 30'-0"10'10'VAR. 3'-4" TO 3'-6" SBG PROP. BRIDGE #550079 MACON COUNTY 17BP.14.R.211 2,050 2,040 2,030 2,020 2,010 2,000 1,990 1,980 1,970 TYPE-III TYPE-III FDPS PROP. FDPS PROP. FDPS PROP. -DR-2,000 2,020 2,030 10 11 2,010 PAVEMENT REMOVAL VAR. 3'-0" NOTE: ALL DRIVE RADII ARE 10', UNLESS OTHERWISE NOTED. 1'-7" 1'-7" TO 3'-10"ROADWAYCLEAR26'-10"BRIDGE HYDRAULIC DATA DESIGN DISCHARGE DESIGN FREQUENCY DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION APPROX. W.S. ELEVATION = = = = = = = = = = 1200 CFS 5 YR* 2009.2 FT 3100 CFS 100 YR 2014.4 FT 1600 CFS 10 YR +/- 2010.1 FT DATE OF SITE VISIT ON DATE OF SITE VISIT LEVEL OF SERVICE *PROP. BRIDGE IMPROVES = 03/07/18 2003.5 FT NAD 83/ 2011 R=87' SC TYPE-III TYPE-B83 SC R=10' FOR STRUCTURE PLANS, SEE SHEET S-1 THRU S-42 PROFESSION A LE NG INE ER N ORTH CARO LINA SEAL 35018 YRRET .L YMMIJPROFESSIONALENGINEER N ORTH CARO LINA SEAL 044158 RAGENEH .J NIMAJN EB 9.0' 8.8' 0102 10'10' -L- STA 14+50.00 17BP.14.R.211 BEGIN PROJECT 9.0'8.8'00044027006 0102 0001 02 04010302020410+0015+00 0 3 02030401000102-L- PC 15+14.78 -L- PRC 15+84.41 -L- PRC 17+83.74 -L- PT 18+68.72 -L- PT 13+52.31 -L- PC 12+38.68 -L- PC 10+00.00 -L- PT 12+29.58 -L- PCC 10+86.17 -L- POC 20+62.87 -L- PC 19+72.77 -L- STA 15+84.99 BEGIN BRIDGE -L- STA 16+41.01 END BRIDGE +30REPAT '05 .TSIXE OT10'10' TYP. 15'+50.4515' TYP.+85+00REPAT '05 .TSIXE OT -L- STA. 17+36.52 END FDPS 8:1 8:1 -L- STA. 17+15.35 END FDPS 8:1 -L- STA. 14+50.00 BEGIN FDPS0201 00 GRAVEL DRIVE PROP. 1 2 -DR- POT 10+00.00 B23 B1 PROP. ASPHALT DRIVE -DR-16'15'TYP.+65 10'TYP.+56.86OF PROPOSED WING WALL FOR ALL AREAS IN FRONT USE 8' GUARDRAIL POSTS REMOVE EXIST. BRIDGE -DR- STA 10+30.00 17BP.14.R.211 END CONSTRUCTION -L- STA. 16+37.40 BEGIN SBG -L- STA. 18+80.00 BEGIN RESURFACING -L- STA 19+30.00 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 16+57.10 END SBG PI Sta 10+71.83 D L = 50.55' T = 39.90' R = 25.00' -DR- CURVE DATA 1 -DR- PC 10+31.93 2 -DR- PT 10+82.49 = -L- POC 15+72.49 3 -DR- POT 10+91.88 PI Sta 10+43.55 D L = 86.17' T = 43.55' R = 241.00' PI Sta 11+61.69 D L = 143.41' T = 75.53' R = 185.00' PI Sta 12+95.54 D L = 113.64' T = 56.86' R = 1,200.00' PI Sta 15+51.08 D L = 69.63' T = 36.29' R = 100.00' PI Sta 16+84.53 D L = 199.32' T = 100.12' R = 850.00' PI Sta 18+26.27 D L = 84.98' T = 42.53' R = 800.00' PI Sta 20+17.84 D L = 90.10' T = 45.07' R = 1,125.00' -L- CURVE DATA SE = 0.04 DS = 20 MPH DS = 15 MPH DS = 15 MPH SE = NCSE = NC GREU TL-2 GREU TL-2 GREU TL-2 GREU TL-2 T WL 12" C MP 18" CMP8 " CMP 12" CMPWALL STN WALL STN WALL EXI STI NG R/WEXI STI NG R/W60.00' EXISTING R/W SR 1369 (TELLI CO RD)18' PAVED ROADWAY50.00'DECKWALL EXISTING R/W GR TELLICO CREEK BM#2 SEP PUMP STEPS 1STFD DECK CONC BL-2 DB N-35 PG 872 SHEILA ANN POSEY DB Q-11 PG 196 BETTY JANE BREEDLOVE FRANKLIN MARSHALL BRADEY DB Y-37 PG 2330 JOSEPH R MARSH JR DB Q-22 PG 287 TT BST 18' PAVED ROADWAYSR 1369 (TELLICO RD) BRK WALK BRK WALK COLUMN BST TELLICO CREEK BL-1 TERRY E HALL DB C-21 PG 1455 BM#1 18" CMPGR GR PI = 15+00.00 EL = 2,012.57' (-)0.6600%(-)0.4360% VC = 100'PI = 17+50.00 EL = 2,011.48' (-)0.4360%(-)4 . 8 0 0 0% VC = 170' DS = 80 MPH -L- STA. 15+84.99 BEGIN BRIDGE -L- STA. 16+41.01 END BRIDGE DS = 35 MPH K = 39 ELEV. 2012.90 -L- STA. 14+50.00 BEGIN GRADE K = 446 SITE VISIT (03/07/18)= 2003.5' APPROX. W.S. ELEV. ON DATE OF ELEV. 2005.24 -L- STA. 18+80.00 BEGIN RESURFACING END GRADE -L- STA. 19+30.00 END RESURFACING 50'-0" TO BE ROMOVED EXIST. BRIDGE PROP. GRADE EX. GRADE SHEET-PILES (TYP.) H-PILES (TYP.) TO ELEV. 2003.6'+/- PROP. EXCAVATION TO ELEV. 2003.9'+/- PROP. EXCAVATION LOW CHORD LOW SIDE GREU TL-2 ELEV. 2020.46 -DR- STA. 10+30.00 BEGIN GRADE K = 1 VC = 10' PI = 10+75.00 EL = 2,013.23' (-)16.0694 %(- )8.0000%ELEV. 2012.63 = -L- STA. 15+78.08 (10'LT) -DR- STA. 10+81.86 END GRADE EX R/W +50.00 01 02 03 58.00' +53.00 EX R/W +68.72 65.00' +55.00 77.00' +93.00 EX R/W +13.00 30.00' +14.78 55.00' +40.00 30.00' +40.00 30.00' +83.74 EX R/W +04.03 30.00' +50.00 30.00' +84.41 30.00' +16.00 30.00' +14.78 EX R/W +88.80EX R/W +61.68 30.00' EX R/W 69.00' +05.00 EX R/W +50.00 30.00' +50.00 40.00' +50.00 30.00' +80.00 40.00' +80.00 SEE DETAIL SHEET 2C-1 MODIFIED CONC. FLUME 0406 0407 0403 0404 0402 0401 2GI 2GI-D 12" CSP 18" RCP-III FILL FLOWABLE REMOVE0405 ( Not to Scale) RIP RAP AT EMBANKMENT -L- STA. 14+66 RT DETAIL 1 1.5'PIPE PROP. Type of Liner= CLASS 'I' RIP-RAP BED STREAM 18" RCP-IV DETAIL 2 ( Not to Scale) 4" 12" E XIST. 4:1GROUNDNATURAL PROP. ROADWAY CONCRETE DITCH FROM -L- 14+50 STA. TO STA. 15+60 RT DITCH CONC. STAKE SLOPE PROP. SEE DETAIL 2 CONC. DITCH 15" RCP-III EST. 4 TONS CLASS 'I' RIP-RAP SEE DETAIL 1 RIP-RAP AT EMBANKMENT EST. 10 SY GEOTEXTILE EST. 3 TONS CLASS 'B' RIP-RAP EST. 10 SY GEOTEXTILE EST. 4 TONS CLASS 'I' RIP-RAP STATE OF NORTH CAROLINA DIVISION OF HIGHWAYS TMP-1 SHEET NO.User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_01(TSH).dgn7/1/2019INDEX OF SHEETS SHEET NO.TITLE TRANSPORTATION MANAGEMENT PLAN WORK ZONE SAFETY & M OBILITY ONFOETATS DEPARTMENT OF TRANSPORTATIONANIL ORACHTR NFO ETATSDEP ART ME N TOFRATNSPOR TATIONANILORA C HTRO "from the M OUNTAINS to the COAST" DEPARTE N OF ANSPORTA TIONTAE OF NORT H ROL NA WORK Z ONE TRAFFIC CONTROLDIVISION OF HI GHW A YS T S CAI M TTR DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED PLAN PREPARED FOR N.C.D.O.T. BY: PROJECT ENGINEER DESIGN ENGINEER PROJECT:LOCATION PROJECT VICINITY MAP APPROVED: DATE: CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 17BP.14.R.211%19 74 1369 1310 1409 SWAIN COUNTY MACON COUNTY MACON COUNTY JIMMY TERRY, PE SANDRA MELVIN 28( 28( %19 74 %19 74 %19 74 TMP-5 PHASE III TMP-4 PHASE II TMP-3 PHASE I TMP-2 PHASING STRATEGIES, GENERAL NOTES, AND LOCAL NOTES) TMP-1B TRANSPORTATION OPERATIONS PLAN: (MANAGEMENT AND LEGEND TMP-1A LIST OF APPLICABLE ROADWAY STANDARD DRAWINGS, TMP-1 TITLE SHEET, VICINITY MAP, AND INDEX OF SHEETS PRO FESSIO NA L E NG INE ERNORTHCAROLI NA SEAL 35018 YRRET .L YMMIJ Little River Te n nessee Cold Beechertown Fairview Briertown Stiles Tellic Nantahala Wesser Almonds Needmore Lauada SOUTHERN Southern Railway Sout her nDock Alarky R155 Elev 3,306 POTATO HILL NCDOT CONTACT INFORMATION: Phone: 828 488 0902 Fax: 828 488 3518 Division Bridge Program Manager ADAM DOCKERY SHEET NO.PROJ. REFERENCE NO.User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_01A(STA & Legend).dgn7/1/2019TMP-1A LEGENDROADWAY STANDARD DRAWINGS TITLESTD. NO. PROJECT SERVICES UNIT - N.C. DEPARTMENT OF TRANSPORTATION - RALEIGH, N.C., FLAGGER TRAFFIC CONTROL DEVICES CONE DRUM STATIONARY SIGN PORTABLE SIGN CHANGEABLE MESSAGE SIGN STATIONARY OR PORTABLE SIGN SKINNY DRUM BARRICADE (TYPE III) TEMPORARY SIGNING SIGNALS PAVEMENT MARKERS CRYSTAL/CRYSTAL CRYSTAL/RED YELLOW/YELLOW PAVEMENT MARKINGS E M P T LAW ENFORCEMENT TEMPORARY CRASH CUSHION PAVEMENT MARKING SYMBOLS EXISTING LINES TEMPORARY LINES PAVEMENT MARKING SYMBOLS EXISTING PROPOSED TEMPORARY DIRECTION OF TRAFFIC FLOW NORTH ARROW GENERAL EXIST. PVMT. PROPOSED PVMT. DIRECTION OF PEDESTRIAN TRAFFIC FLOW TUBULAR MARKER REMOVAL WORK AREA THE FOLLOWING ROADWAY STANDARDS AS SHOWN IN "ROADWAY STANDARD DRAWINGS" - ARE CONSIDERED A PART OF THESE PLANS: DATED JANUARY 2018 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY FLASHING ARROW BOARD TRUCK MOUNTED ATTENUATOR (TMA) TEMP. SHORING (LOCATION PURPOSES ONLY) E M P T DEPARTE N O F ANSPORTA TIONTAE OF NORT H ROL NA WORK Z ONE TRAFFIC CONTROLDIVISION OF HI GHW A YS T S CAI M TTR APPROVED: DATE: SEAL DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED DRAWINGS & LEGEND ROADWAY STANDARD CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 17BP.14.R.211Bridge #550079 Macon County PROFESSION A LE NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ 1261.01 GUARDRAIL AND BARRIER DELINEATORS - INSTALLATION SPACING 1205.12 PAVEMENT MARKINGS - BRIDGES 1261.02 GUARDRAIL AND BARRIER DELINEATORS - TYPES AND MOUNTING 1262.01 GUARDRAIL END DELINEATION 1205.02 PAVEMENT MARKINGS - TWO-LANE AND MULTI-LANE ROADWAYS 1205.01 PAVEMENT MARKINGS - LINE TYPES AND OFFSETS 1160.01 TEMPORARY CRASH CUSHION 1150.01 FLAGGING DEVICES 1145.01 BARRICADES 1135.01 CONES 1130.01 DRUM 1110.02 PORTABLE WORK ZONE SIGNS 1110.01 STATIONARY WORK ZONE SIGNS 1101.11 TRAFFIC CONTROL DESIGN TABLES 1101.04 TEMPORARY SHOULDER CLOSURES 1101.03 TEMPORARY ROAD CLOSURES 1101.02 TEMPORARY LANE CLOSURES 1101.01 WORK ZONE ADVANCE WARNING SIGNS 1170.01 POSITIVE PROTECTION 1180.01 SKINNY-DRUM TMP-1B PLAN OPERATIONS TRANSPORTATION STRATEGIES MANAGEMENT GENERAL NOTES LOCAL NOTES CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 17BP.14.R.211Bridge #550079 Macon County User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_01B(TOP).dgn7/1/2019 DEPARTE N O F ANSPORTA TIONTAE OF NORT H ROL NA WORK Z ONE TRAFFIC CONTROLDIVISION OF HI GHW A YS T S CAI M TTR SHEET NO.PROJ. REFERENCE NO. APPROVED: DATE: SEAL DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETEDPROFESSIONALENGINEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ MARKERS BY THE END OF EACH DAY'S OPERATION. S) REMOVE/REPLACE ANY CONFLICTING/DAMAGED PAVEMENT MARKINGS AND LINES. R) TIE PROPOSED PAVEMENT MARKING LINES TO EXISTING PAVEMENT MARKING Q) INSTALL PAVEMENT MARKINGS AND PAVEMENT MARKERS ON THE FINAL SURFACE. PAVEMENT MARKINGS AND MARKERS ATTACHED, OF SUFFICIENT LENGTH TO CLOSE ENTIRE ROADWAY. P) PLACE TYPE III BARRICADES, WITH "ROAD CLOSED" SIGN R11-2 REQUIREMENTS. 1130 (DRUMS), 1135 (CONES) AND 1180 (SKINNY DRUMS) FOR ADDITIONAL REFER TO STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES SECTIONS 10 FT ON-CENTER IN RADII, AND 3 FT OFF THE EDGE OF AN OPEN TRAVELWAY. AREAS NO GREATER IN FEET THAN TWICE THE POSTED SPEED LIMIT (MPH) EXCEPT, O) WHEN LANE CLOSURES ARE NOT IN EFFECT SPACE CHANNELIZING DEVICES IN WORK TRAFFIC CONTROL DEVICES 60 MPH or HIGHER 30 FT 55 25 FT 45 - 50 20 FT 40 OR LESS 15 FT POSTED SPEED LIMIT MINIMUM OFFSET OR AS SHOWN IN THE PLANS: (SEE ALSO 1101.05) CONCRETE BARRIER IS OFFSET FROM ONCOMING TRAFFIC AS FOLLOWS CRASH CUSHION UNLESS THE APPROACH END OF MOVABLE/PORTABLE BARRIER FROM ONCOMING TRAFFIC AT ALL TIMES BY A TEMPORARY PROTECT THE APPROACH END OF MOVABLE/PORTABLE CONCRETE TEMPORARY CRASH CUSHION. EITHER A TRUCK MOUNTED ATTENUATOR (MAXIMUM 72 HOURS) OR A ALL TIMES DURING THE INSTALLATION AND REMOVAL OF THE BARRIER BY N) PROTECT THE APPROACH END OF MOVABLE/PORTABLE CONCRETE BARRIER AT TEMPORARY BARRIER IS REMOVED. UNTIL THE TEMPORARY BARRIER CAN BE PLACED OR AFTER THE LIMIT (MPH) TO CLOSE OR KEEP THE SECTION OF THE ROADWAY CLOSED INSTALL AND SPACE DRUMS NO GREATER THAN TWICE THE POSTED SPEED THE TRAFFIC FLOW BEGINNING WITH THE DOWNSTREAM SIDE OF TRAFFIC. THE UPSTREAM SIDE OF TRAFFIC. REMOVE TEMPORARY BARRIER AGAINST INSTALL TEMPORARY BARRIER WITH THE TRAFFIC FLOW BEGINNING WITH A HAZARD, OR AS DIRECTED BY THE ENGINEER. TRANSPORTATION MANAGEMENT PLANS, TEMPORARY BARRIER IS PROTECTING COST TO THE DEPARTMENT UNLESS OTHERWISE STATED IN THE THAN TWO (2) MONTHS, REMOVE / RESET TEMPORARY BARRIER AT NO IS PERFORMED BEHIND THE TEMPORARY BARRIER FOR A PERIOD LONGER ONCE TEMPORARY BARRIER IS INSTALLED AT ANY LOCATION AND NO WORK CONCRETE. DO NOT PLACE BARRIER DIRECTLY ON ANY SURFACE OTHER THAN ASPHALT OR MANAGEMENT PLANS OR AS DIRECTED BY THE ENGINEER. IN THAT LOCATION UNLESS OTHERWISE STATED IN THE TRANSPORTATION PROCEED IN A CONTINUOUS MANNER TO COMPLETE THE PROPOSED WORK LOCATION. ONCE TEMPORARY BARRIER IS INSTALLED AT ANY LOCATION PLANS A MAXIMUM OF TWO (2) WEEKS PRIOR TO BEGINNING WORK IN ANY M) INSTALL TEMPORARY BARRIER ACCORDING TO THE TRANSPORTATION MANAGEMENT TRAFFIC BARRIER AT ALL TIMES WITHIN THE PROJECT LIMITS. ACCESS TO ALL DRIVEWAYS ANS SIDE STREETS MUST BE PROVIDED FLAGGERS AS NEEDED AND STAGED BRIDGE CONSTRUCTION. PORTABLE TRAFFIC SIGNAL SYSTEM, LANE CLOSURES UTILIZING COMBINATION OF TEMPORARY LANE SHIFTS USING A TEMPORARY PROPOSED SR 1369 (TELLICO RD)WILL BE CONSTRUCTED USING A ENGINEER. (W8-1) 100 FT IN ADVANCE OF THE UNEVEN AREA, OR AS DIRECTED BY THE L) INSTALL BLACK ON ORANGE ''DIP'' SIGNS (W8-2) AND/OR "BUMP" SIGNS TRAFFIC PATTERN. K) ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO ALTERING ANY TO CLOSE THE ROAD WHEN ROAD CLOSURE IS NOT IN OPERATION. J) COVER OR REMOVE ALL SIGNS AND DEVICES REQUIRED TO THE ROADWAY STANDARD DRAWINGS AND TRAFFIC CONTROL PLANS. I) PROVIDE SIGNING AND DEVICES REQUIRED TO CLOSE THE ROAD ACCORDING (3) DAYS PRIOR TO THE BEGINNING OF CONSTRUCTION. 40 FT FROM THE EDGE OF TRAVEL LANE AND NO MORE THAN THREE H) INSTALL ADVANCE WORK ZONE WARNING SIGNS WHEN WORK IS WITHIN SIGNING PATTERN ALTERATION. G) NOTIFY THE ENGINEER THIRTY (30) CALENDAR DAYS PRIOR TO ANY TRAFFIC TRAFFIC PATTERN ALTERATIONS OF EVERY HALF MILE THROUGHOUT THE UNEVEN AREA. "UNEVEN LANES" SIGNS (W8-11) 100 FT IN ADVANCE AND A MINIMUM OF TRAFFIC FOR NOMINAL LIFTS OF 1.5 INCHES. INSTALL ADVANCE WARNING F) DO NOT EXCEED A DIFFERENCE OF 2 INCHES IN ELEVATION BETWEEN OPEN LANES ENGINEER, AT NO EXPENSE TO THE DEPARTMENT. BACKFILL WITH SUITABLE COMPACTED MATERIAL, AS APPROVED BY THE POSTED SPEED LIMITS LESS THAN 45 MPH. BACKFILL DROP-OFFS THAT EXCEED 3 INCHES ON ROADWAYS WITH POSTED SPEED LIMITS OF 45 MPH OR GREATER. BACKFILL DROP-OFFS THAT EXCEED 2 INCHES ON ROADWAYS WITH EDGE OF PAVEMENT DROP-OFF AS FOLLOWS: PAVEMENT IN AREAS ADJACENT TO AN OPENED TRAVEL LANE THAT HAS AN E) BACKFILL AT A 6:1 SLOPE UP TO THE EDGE AND ELEVATION OF EXISTING PAVEMENT EDGE DROP OFF REQUIREMENTS EQUIPMENT REMAIN WITHIN THE CLOSED TRAVEL LANE. BY THE ENGINEER. CONDUCT THE WORK SO THAT ALL PERSONNEL AND/OR THE TRAFFIC CONTROL PLANS, ROADWAY STANDARD DRAWINGS, OR AS DIRECTED OF AN UNDIVIDED OR DIVIDED FACILITY, CLOSE THE LANE ACCORDING TO D) WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING WITHIN A LANE OF TRAVEL BARRIER OR GUARDRAIL. STANDARD DRAWING NO. 1101.02 UNLESS THE WORK AREA IS PROTECTED BY OPEN TRAVEL LANE, CLOSE THE NEAREST OPEN TRAVEL LANE USING ROADWAY ADJACENT TO AN UNDIVIDED FACILITY AND WITHIN 5 FT OF AN C) WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING ON THE SHOULDER BARRIER OR GUARDRAIL OR A LANE CLOSURE IS INSTALLED. STANDARD DRAWING NO. 1101.04 UNLESS THE WORK AREA IS PROTECTED BY OPEN TRAVEL LANE, CLOSE THE NEAREST OPEN SHOULDER USING ROADWAY B) WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING WITHIN 15 FT OF AN LONGER NEEDED OR AS DIRECTED BY THE ENGINEER. PERFORMED BEHIND THE LANE CLOSURE OR WHEN A LANE CLOSURE IS NO A) REMOVE LANE CLOSURE DEVICES FROM THE LANE WHEN WORK IS NOT BEING LANE AND SHOULDER CLOSURE REQUIREMENTS OR DIRECTED BY THE ENGINEER. THE CONSTRUCTION PROJECT EXCEPT WHEN OTHERWISE NOTED IN THE PLAN THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF ENGINEER. SUPPLEMENTING, COVERING, OR REMOVAL OF DEVICES AS DIRECTED BY THE OVERLAPPING OF DEVICES. MODIFICATION MAY INCLUDE: MOVING, TO MEET FIELD CONDITIONS OR RESULT IN DUPLICATE OR UNDESIRED DRAWINGS, STANDARD DETAILS, AND ROADWAY DETAILS ARE NOT ATTAINABLE CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL PHASING PHASING CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_02(PHASING).dgn7/1/2019 DEPARTE N O F ANSPORTA TIONTAE OF NORT H ROL NA WORK Z ONE TRAFFIC CONTROLDIVISION OF HI GHW A YS T S CAI M TTR 17BP.14.R.211 SHEET NO.PROJ. REFERENCE NO. TMP-2 APPROVED: DATE: DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETEDPROFESSIONALENGINEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ Bridge #550079 Macon County REMOVE THE TEMPORARY PORTABLE CONCRETE BARRIER. (SEE TMP-4 AND STRUCTURE PLANS) (TMP-4) CONSTRUCT THE GRAVEL DRIVEAWAY LT OF -DR- STA . 10+60+/- -DR- STA. 10+30.00 TO 10+81.86 USING TEMPORARY LANE CLOSURES AND FLAGGERS, AS NEEDED, CONSTRUCT -DR- AS FOLLOWS: (SEE TMP-4). -L- STA. 16+41.01 (END BRIDGE) TO 18+80.00. -L- STA. 14+50.00 TO 15+84.99 (BEGIN BRIDGE) CONSTRUCT THE FOLLOWING UP TO BUT NOT INCLUDING THE FINAL LAYER OF SURFACE COURSE: TO 16+41.01. CONSTRUCT THE SECOND SECTION OF THE PROPOSED STRUCTURE FROM -L- STA. 15+84.99 REMOVE THE REMAINING SECTION OF THE EXISTING BRIDGE. (SEE TMP-4 AND STRUCTURE PLANS). SHIFT TRAFFIC IN A ONE-LANE TWO-WAY PATTERN ONTO THE NEW BRIDGE. STEP 2: (SEE TMP- 4 AND RDWY. STD. 1101.02, SHT 1 OF 14). TO THE BRIDGE CONSTRUCTED IN PHASE 1. REMOVE THE TEMPORARY GUARDRAIL , REVISE SIGNAGE AS NECESSARY TO SHIFT ALL TRAFFIC STEP 1: PHASE II: SEE TMP-3 AND STRUCTURE PLANS). ONTO THE PROPOSED BRIDGE. INSTALL TEMPORARY PORTABLE CONCRETE BARRIER, INCLUDING TEMPORARY CRASH CUSHION, -L- STA. 16+41.01 (END BRIDGE) TO 18+80.00. (SEE TMP-3) -L- STA. 14+50.00 TO 15+84.99 (BEGIN BRIDGE) CONSTRUCT THE FOLLOWING UP TO BUT NOT INCLUDING THE FINAL LAYER OF SURFACE COURSE: TO 16+41.01. (SEE TMP-3) CONSTRUCT THE FIRST SECTION OF THE PROPOSED STRUCTURE FROM -L- STA. 15+84.99 (SEE TMP-3 AND STRUCTURE PLANS). PLACE TEMPORARY SHORING AS NEEDED AND REMOVE A SECTION OF THE EXISTING BRIDGE. (SEE TMP-3 AND STRUCTURE PLANS). PATTERN INSTALL TEMPORARY GUARDRAIL ONTO THE EXISTING BRIDGE. AFTER ACTIVATING THE TEMPORARY TRAFFIC SIGNAL AND OPENING TRAFFIC IN A ONE-LANE TWO-WAY STEP 3: (SEE TMP- 3 AND RDWY. STD. 1101.02, SHT 1 OF 14). SIGNALS, AND INSTALL THE APPROPRIATE SIGNAGE. USING TEMPORARY LANE CLOSURES AND FLAGGERS, AS NEEDED, INSTALL TEMPORARY PORTABLE TRAFFIC STEP 2: PLACE ALL ADVANCED WORK WARNING SIGNS IN ACCORDANCE TO NCDOT RDWY. STD. 1101.01, SHT. 3 OF 3. STEP 1: PHASE I: NOTE: UNLESS OTHERWISE STATED ACCESS TO LOCAL DRIVES MUST BE MAINTAINED AT ALL TIMES. REMOVE ALL TRAFFIC CONTROL DEVICES. (SEE PMP-2 AND NCDOT RDWY. STD. 1101.02, SHT 1 OF 14). MARKINGS AS SHOWN ON THE PAVEMENT MARKING PLANS. USING TEMPORARY LANE CLOSURES AND FLAGGERS AS NEEDED INSTALL THE FINAL PAVEMENT STEP 2: (SEE TMP-5) -L- STA 14+50.00 TO 19+30.00 USING LANE CLOSURES AND FLAGGERS AS NEEDED PLACE THE FINAL LAYER OF SURFACE COURSE: DEACTIVATE THE TEMPORARY TRAFFIC SIGNALS, REMOVE ALL SIGNAGE, AND PLACE THE TRAFFIC IN ITS ORIGINAL PATTERN. STEP 1: PHASE III User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_03(Phase 1).dgn8/7/2019 DEPARTE N O F ANSPORTA TIONTAE OF NORT H ROL NA WORK Z ONE TRAFFIC CONTROLDIVISION OF HI GHW A YS T S CAI M TTR SHEET NO. APPROVED: DATE: SEAL DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 200'200'200' E M P T 48'' X 48'' AHEAD ROAD W20-1 WORK 24'' X 36'' R10-6 STOP RED HERE ON 48'' X 48'' W3-3 48'' X 48'' AHEAD ROAD ONE LANE W20-4 30' SR 1369 INSET A CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 14'-9" 11' MIN. CLEAR ROADWAY (RSD 862.03 SHT. 7 OF 7) TEMP. GUARDRAIL TMP-3 E MP T 100'30' E M P T PROJ. REFERENCE NO. BUFFER50' 50' TAPER 30 ' 5 0' 5 0' TA PER SEE INSET A SEE INSET A (10' SPACING) CONES (10' SPACING)CONES X X P2 A1 A1 SECTION REMOVE BRIDGE TEMP. GUARDRAIL TL-2(TEMP.) TL-2(TEMP.) THE ENGINEER AS DIRECTED BY TEMP. SHORING PHASE 1, STEP 3 SR 1369 BARRIER (ANCHORED) PORTABLE CONCRETE CUSHION TEMP. CRASH CUSHION TEMP. CRASH DRUMS(10' SPACING) DRUMS(10' SPACING) SR 1369 TELL ICO RD TELLICO CREEK 1 5 +0 0 20+00Bridge #550079 Macon County 17BP.14.R.211 -L- STA 14+50 -L- STA 15+84.99 -L- STA 16+41.01 BEGIN BRIDGE END BRIDGE -L- STA 18+80 -L--DR- WITH R11-2 TYPE III BARRICADE WITH R11-2 TYPE III BARRICADE R11-2 48'' x 30'' ROAD CLOSED TYPE III BARRICADE DRUM CONE SEE SHEET TMP-1A FOR PAVEMENT MARKING SCHEDULE PHASE I 0.04 -L-CL 16'-7" (PHASE 1 CONSTRUCTION) CLEAR ROADWAY 11' MIN. 5'± PHASE 1, STEP 3 STRUCTURE TO BE REMOVED 15' 2' (RSD 1170.01) BARRIER(ANCHORED) PORTABLE CONCRETE SECTION A1 - A1 -L- STA 16+13± 2'1'-7" THE ENGINEER AS DIRECTED BY TEMPORARY SHORING THE ENGINEER AS DIRECTED BY TEMPORARY SHORING P2 PROFESSION A LE NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_04(Phase 2).dgn8/7/2019DEPARTE N O F ANSPORTA TIONTAEOFNORT H ROL NAWORKZ ONETRAFFIC CONTROLDIVISIONOF HI GHW A YS T SCAI M TTR APPROVED: DATE: SEAL DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 200'200'200' E M P T 48'' X 48'' AHEAD ROAD W20-1 WORK 24'' X 36'' R10-6 STOP RED HERE ON 48'' X 48'' W3-3 48'' X 48'' AHEAD ROAD ONE LANE W20-4 30' SR 1369 INSET A -L-CL (RSD 1170.01) BARRIER(ANCHORED) PORTABLE CONCRETE SECTION A2 - A2 -L- STA 16+13± R11-2 48'' x 30'' ROAD CLOSED TYPE III BARRICADE DRUM CONE SEE SHEET TMP-1A FOR PAVEMENT MARKING SCHEDULE PHASE II PAVEMENT REMOVAL REMOVAL OF STRUCTURE PHASE 2, STEP 2 TO BE REMOVED STRUCTURE (PHASE 2 CONSTRUCTION) 13'-5" 15' CLEAR ROADWAY 11' MIN. 15' CLOSURE POUR INCLUDES PROFESSION A LE NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ SHEET NO. CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS TMP-4 E MP T 100'30' PROJ. REFERENCE NO. BUFFER50' 50' TAPER 100 ' 5 0' 5 0' TA PER SEE INSET A SEE INSET A (10' SPACING) CONES (10' SPACING)CONES BARRIER (ANCHORED) PORTABLE CONCRETE CUSHION TEMP. CRASH CUSHION TEMP. CRASH DRUMS(10' SPACING) DRUMS(10' SPACING) SR 1369 TELL ICO RD TELLICO CREEK 1 5 +0 0 20+00Bridge #550079 Macon County 17BP.14.R.211 -L- STA 14+50 -L- STA 15+84.99 -L- STA 16+41.01 BEGIN BRIDGE END BRIDGE -L- STA 18+80 -L --DR- WITH R11-2 TYPE III BARRICADE WITH R11-2 TYPE III BARRICADE A2 A2 -DR- STA 10+30 STRUCTURE REMOVE IN TO FINAL PATTERN PRIOR TO PLACING TRAFFIC REMOVE STOPBAR MARKINGS IN TO FINAL PATTERN PRIOR TO PLACING TRAFFIC REMOVE STOPBAR MARKINGS 30 ' E M P T TA PER User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\TrafficControl\TCP\Macon_550079_TC_TMP_05(Phase 3).dgn7/1/2019DEPARTE N O F ANSPORTA TIONTAEOFNORT H ROL NAWORKZ ONETRAFFIC CONTROLDIVISIONOF HI GHW A YS T SCAI M TTR APPROVED: DATE: DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED SHEET NO. CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS TMP-5 PROJ. REFERENCE NO. Bridge #550079 Macon County 17BP.14.R.211 -L- STA 15+84.99 BEGIN BRIDGE PHASE III SCHEDULE AND LAYOUT. SEE FINAL PAVEMENT MARKING PLANS FOR PAVEMENT MARKING 1 5 +0 0 SR 1369 TELL ICO RD TELLICO CREEK 20+00-L- STA 14+50 -L- STA 16+41.01 END BRIDGE -L- STA 19+30-L --DR-PROFESSION A LE NG INEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ INDEX ROADWAY STANDARD DRAWING THE FOLLOWING ROADWAY STANDARDS AS APPEAR IN "ROADWAY STANDARD DRAWINGS" - CONSIDERED A PART OF THESE PLANS: PROJECT SERVICES UNIT - N.C. DEPARTMENT OF TRANSPORTATION - RALEIGH, N.C.,7/1/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\Pavement Markings\Macon 550079_Sgn_PMP_01.dgnUser:smelvinGENERAL NOTES STD. NO.TITLE SHEET NO.DESCRIPTION SHEET NO. SEAL DATE: APPROVED: PMP-1 STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION PAVEMENT MARKING PLAN SCHEDULE SHEET PMP-1 PAVEMENT MARKING PLAN TITLE AND 1205.01 PAVEMENT MARKINGS - LINE TYPES AND OFFSETS 1262.01 GUARDRAIL END DELINEATION 1205.02 PAVEMENT MARKINGS - TWO-LANE AND MULTILANE ROADWAYS 1205.12 PAVEMENT MARKINGS - BRIDGES 1261.01 GUARDRAIL AND BARRIER DELINEATORS - INSTALLATION SPACING 1261.02 GUARDRAIL AND BARRIER DELINEATORS - TYPES AND MOUNTING DATED JANUARY 2018 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY ARE PMP-2 PAVEMENT MARKING DETAIL DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETEDPROFESSIONALENGINEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ17BP.14.R.211 CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS PROJECT.: 17BP.14.R.211PROJECT NO. FINAL PAVEMENT MARKING SCHEDULE PI YELLOW DOUBLE CENTER PA WHITE EDGELINE PAINT (4") PAVEMENT MARKINGS SYMBOL DESCRIPTION DEPARTMEN T O F TRA N S PORTATIONSTATEOFNORT H CAR O LI NAPLAN PREPARED FOR N.C.D.O.T. BY: PROJECT ENGINEER DESIGN TECHNICIAN CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS JIMMY TERRY, PE SANDRA MELVIN MACON COUNTY D) REMOVE/REPLACE ANY CONFLICTING/DAMAGED PAVEMENT MARKINGS AND MARKERS. C) TIE PROPOSED PAVEMENT MARKING LINES TO EXISTING PAVEMENT MARKING LINES. TIME OF THE FIRST. SURFACE. PLACE THE SECOND APPLICATION OF PAINT UPON SUFFICIENT DRYING B) PLACE TWO APPLICATIONS OF PAINT PAVEMENT MARKINGS ON THE FINAL WEARING SR 1369 TELLICO RD PAINT NONE ROAD NAME MARKING MARKER A) INSTALL PAVEMENT MARKINGS ON THE FINAL SURFACE AS FOLLOWS: OR DIRECTED BY THE ENGINEER. THE CONSTRUCTION PROJECT, EXCEPT WHEN OTHERWISE NOTED IN THE PLAN, THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF LOCATION: BRIDGE #550079 OVER TELLICO CREEK ON SR 1369 (TELLICO RD) CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 1 5 +0 0 -L- STA 15+84.99 BEGIN BRIDGE SR 1369 TELL ICO RD TELLICO CREEK 20+00-L- STA 14+50 -L- STA 16+41.01 END BRIDGE -L- STA 19+30-L--DR- -DR- STA 10+30 Bridge #550079 Macon County DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED TIP NO.SHEET NO. APPROVED: DATE: SEAL User:smelvinX:\NCDOT\Division 14 - 2017\Macon 550079\Traffic\Pavement Markings\Macon 550079_Sgn_PMP_02.dgn7/1/201917BP.14.R.211 PMP-2 -L- STA 12+50 MARKINGS TIE TO EXIST. PAVEMENT MARKINGS TIE TO EXIST. PAVEMENT THE ENGINEER MARKINGS AS DIRECTED BY REPLACE EXISTING PAVEMENT 150 ' 10 '10 '+3010' 10'+0 0 THE ENGINEER MARKINGS AS DIRECTED BY REPLACE EXISTING PAVEMENT PI PI PI PI PA PA SEE SHEET PMP-1 FOR PAVEMENT MARKING SCHEDULE PAVEMENT MARKING DETAILPROFESSIONALENGINEERNORTHCAROLINA SEAL 35018 YRRET .L YMMIJ for Special Considerations. Refer To E. C. Special Provisions ON THIS PROJECT SENSITIVE AREA(S) EXIST ENVIRONMENTALLY STANDARDS. SENSITIVE WATERSHED BEEN DESIGNED TO THIS PROJECT HAS GRAPHIC SCALE PLANS STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA 6/27/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Drainage\Erosion Control\Macon 550079_EC_dsn_TSH.dgnUser:acochrane0 PLAN FOR PROPOSED HIGHWAY EROSION CONTROL EROSION AND SEDIMENT CONTROL MEASURES CONSTRUCTION. GRUBBING PHASE OF FOR CLEARING AND EROSION CONTROL PLANS THIS PROJECT CONTAINS Temporary Silt Ditch Temporary Silt Fence Silt Basin Type B Stilling Basin TDTemporary Diversion Temporary Rock Silt Check Type-B Temporary Rock Silt Check Type-A Temporary Rock Sediment Dam Type-A Temporary Rock Sediment Dam Type-B Type A Type B Type C A B C Temporary Silt Fence TSD Std. #Description Symbol Temporary Berms and Slope Drains Rock Inlet Sediment Trap: 1630.03 1630.05 1605.01 1622.01 1633.01 1634.01 1634.02 1635.01 1635.02 1630.04 1632.01 1632.02 1632.03 Rock Pipe Inlet Sediment Trap Type-A Rock Pipe Inlet Sediment Trap Type-B Temporary Rock Sediment Dam Type A Temporary Rock Sediment Dam Type B Temporary Silt Fence Roadway Standard Drawings The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design revison thereto are applicable to this project and by reference hereby are considered a part of these plans. Rock Pipe Inlet Sediment Trap Type A EC-1 1606.01 Special Sediment Control Fence 1634.01 1634.02 1635.01 1605.01 1630.01 Temporary Berms and Slope Drains 1606.01 1622.01 Special Sediment Control Fence Riser Basin 1635.02 Rock Pipe Inlet Sediment Trap Type B 1604.01 Railroad Erosion Control Detail 1607.01 Gravel Construction Entrance Skimmer Basin Tiered Skimmer Basin Infiltration Basin Special Stilling Basin1630.06 Temporary Rock Silt Check Type-A with Matting and Polyacrylamide (PAM) Wattle/Coir Fiber Wattle Wattle/Coir Fiber Wattle with Polyacrylamide (PAM) 1630.02 1633.02 1630.05 Temporary Diversion 1630.04 Stilling Basin 1630.03 Temporary Silt Ditch 1630.02 Silt Basin Type B 1630.06 Special Stilling Basin 1631.01 Matting Installation 1632.02 1632.01 Rock Inlet Sediment Trap Type B Rock Inlet Sediment Trap Type A 1632.03 Rock Inlet Sediment Trap Type C 1633.01 1633.02 Temporary Rock Silt Check Type B Temporary Rock Silt Check Type A 1640.01 1645.01 Temporary Stream Crossing EW CFW ROADSIDE ENVIRONMENTAL UNIT Raleigh, NC 27611 1 South Wilmington St. Prepared in the Office of: NAME LEVEL III CERTIFICATION NO. Reviewed by: Reviewed in the Office of: Designed by: TGS ENGINEERS VICINITY MAP 3015 CONTRACT:PROJECT:Andrew H. Cochrane, PE SHELBY, NC 28150 804-C N. LAFAYETTE ST. 2018 STANDARD SPECIFICATIONS 2018 STANDARD SPECIFICATIONS Unit - N. C. Department of Transportation - Raleigh, N. C., dated January 2018 and the latest Coir Fiber Baffle R/W & UTIL. N/A N/A N/A CONST. PE Reid Whitehead, PE, CPESC 25 50 -L- STA. 15+84.99 BEGIN BRIDGE -L- STA. 16+41.01 END BRIDGE 17BP.14.R.211 BEGIN PROJECT -L- STA. 14+50.00 -L-TELLICO CREEK15+00 CREEK RD TO RINEHART -DR- -DR- STA. 10+30.00 17BP.14.R.211 END CONSTRUCTION -L- STA. 18+80.00 BEGIN RESURFACING SR 1369 20+00TELLICO CREEK TELLICO RD MOUNTAIN RDTO BOWERS 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 19+30.00 17BP.14.R.211 17BP.14.R.211MACON COUNTY TYPE OF WORK: GRADING, DRAINAGE, PAVING, AND STRUCTURE ON SR 1369 (TELLICO ROAD) LOCATION: BRIDGE NO. 550079 OVER TELLICO CREEK 17BP.14.R.211 17BP.14.R.211 17BP.14.R.211 DIVISION OF WATER RESOURCES. OF ENVIRONMENTAL QUALITY THE NORTH CAROLINA DEPARTMENT APRIL 1, 2019 AND ISSUED BY CONSTRUCTION PERMIT EFFECTIVE BY THE NCG-010000 GENERAL THE REGULATIONS SET FORTH CONTROL PLANS COMPLY WITH THESE EROSION AND SEDIMENTTIP PROJECT:See Sheet 1A For Index of Sheets 17BP.14.R.211VICINITY MAP M ACON COUNTY SW AIN COUNTY Tellico Creek Tellico1369 1369 1366 1113 1114 1114Creek Rattlesnake 1364 1363 1473 1369 Tennessee Little 28 1133 1131 1132 1133 28 1455 1362 13701364 1369 1372 1370 Ri ver 1372 14451459 1371 1372 1474 1368 1369 Rinehart CreekCreek CoveSugar1369 1367LOCATION PROJECT FINAL PLAN SUBMITTAL( . 1 0 .77 .83 Bush R d.HickoryCoveMarr 1.7( River Need more Rd.Licklog Rd. Breedlove Dr.Bull Hollow R d. Big Dog Rd.Grady Estep Rd. 1.21 .55.62.65.36 1.67 .801.62 3.01 NAD 83/ 2011 EXCELSIOR MATTING AND POLYACRYLAMIDE (PAM) TEMPORARY ROCK SILT CHECK TYPE 'A' WITH HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. 17BP.14.R.211 EC-2 NATURAL GROUND NATURAL GROUND FLOW 2'(MAX.) CROSS SECTION CROSS SECTION TRAPEZOIDAL DITCH VEE DITCH EDGE OF PAVEMENT ISOMETRIC VIEW PAVEMENT SHLD. SLOPE BACK SLOPEDITCH STAKE 2' UPSLOPE MATTING STAKE 2' DOWNSLOPE STAKE 2' UPSLOPE MATTING STAKE 2' DOWNSLOPE TOP VIEW 6'(MIN.) 12"(MIN.) EXCELSIOR WATTLE STAKE UPSLOPE STAKE DOWNSLOPE MATTING MATTING See Inset B INSET B STAPLES VAR. 2'(MIN.) 2 IN. See Inset A INSET A STAKES WATTLE DETAIL STANDARD SPECIFICATIONS. INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE WASH AROUND WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED. ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT CROSS SECTION. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE. NOTES: FLOW A A WIDTH PLAN SECTION A-A SECTION B-B B B 2/3 CHANNEL STRUCTURAL STONE SEDIMENT CONTROL STONE 12" MATTING EXCELSIOR MATTING EXCELSIOR CLASS B STONE PAM INSET A See Inset A USE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR MATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE. TO TOP OF MATTING SECTION AND AFTER EVERY RAINFALL EVENT THAT EQUALS OR EXCEEDS 0.50 INCHES. MATTING EXCELSIOR CLASS B STONE HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. NOT TO SCALE EXCELSIOR MATTING AND POLYACRYLAMIDE (PAM) TEMPORARY ROCK SILT CHECK TYPE 'A' WITH TO BE APPLIED TO EACH ROCK SILT CHECK. MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT A SOIL SAMPLE FROM PROJECT LOCATION, AND FROM OFFSITE PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN INITIALLY APPLY 4 OUNCES OF POLYACRYLAMIDE (PAM) (4 OZ.) H = 2' MIN 1' MIN 1' MIN ACCORDANCE WITH ROADWAY STANDARD DRAWING NO. 1633.01. INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN NOTES: 17BP.14.R.211 EC-2A SHEET NO.PROJECT REFERENCE NO. DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER 17BP.14.R.211 SITE DESCRIPTION SOIL STABILIZATION TIMEFRAMES STABILIZATION TIME 7 DAYS TIMEFRAME EXCEPTIONS PERIMETER DIKES, SWALES, DITCHES AND SLOPES HIGH QUALITY WATER (HQW) ZONES 7 DAYS NONE SLOPES STEEPER THAN 3:1 7 DAYS IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED. NONE SLOPES 3:1 OR FLATTER 14 DAYS 14 DAYS 7 DAYS FOR SLOPES GREATER THAN 50' IN LENGTH. ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1 NONE, EXCEPT FOR PERIMETERS AND HQW ZONES. EC-3 9.0' 8.8' 0102 10'10' -L- STA 14+50.00 17BP.14.R.211 BEGIN PROJECT 9.0'8.8'00044027006 0102 0001 02 04010302020410+0015+00 0 3 02030401000102-L- PC 15+14.78 -L- PRC 15+84.41 -L- PRC 17+83.74 -L- PT 18+68.72 -L- PT 13+52.31 -L- PC 12+38.68 -L- PC 10+00.00 -L- PT 12+29.58 -L- PCC 10+86.17 -L- POC 20+62.87 -L- PC 19+72.77 -L- STA 15+84.99 BEGIN BRIDGE -L- STA 16+41.01 END BRIDGE +30REPAT '05 .TSIXE OT10'10' TYP. 15'+50.4515' TYP.+85+00REPAT '05 .TSIXE OT -L- STA. 17+36.52 END FDPS 8:1 8:1 -L- STA. 17+15.35 END FDPS 8:1 -L- STA. 14+50.00 BEGIN FDPS0201 00 GRAVEL DRIVE PROP. 1 2 -DR- POT 10+00.00 B23 B1 PROP. ASPHALT DRIVE -DR-16'15'TYP.+65 10'TYP.+56.86OF PROPOSED WING WALL FOR ALL AREAS IN FRONT USE 8' GUARDRAIL POSTS REMOVE EXIST. BRIDGE -DR- STA 10+30.00 17BP.14.R.211 END CONSTRUCTION -L- STA. 16+37.40 BEGIN SBG -L- STA. 18+80.00 BEGIN RESURFACING -L- STA 19+30.00 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 16+57.10 END SBG PI Sta 10+71.83 D L = 50.55' T = 39.90' R = 25.00' -DR- CURVE DATA 1 -DR- PC 10+31.93 2 -DR- PT 10+82.49 = -L- POC 15+72.49 3 -DR- POT 10+91.88 PI Sta 10+43.55 D L = 86.17' T = 43.55' R = 241.00' PI Sta 11+61.69 D L = 143.41' T = 75.53' R = 185.00' PI Sta 12+95.54 D L = 113.64' T = 56.86' R = 1,200.00' PI Sta 15+51.08 D L = 69.63' T = 36.29' R = 100.00' PI Sta 16+84.53 D L = 199.32' T = 100.12' R = 850.00' PI Sta 18+26.27 D L = 84.98' T = 42.53' R = 800.00' PI Sta 20+17.84 D L = 90.10' T = 45.07' R = 1,125.00' -L- CURVE DATA SE = 0.04 DS = 20 MPH DS = 15 MPH DS = 15 MPH SE = NCSE = NC T 12" C MP 18" CMP8 " CMP 12" CMPWALL STN WALL STN WALL EXI STI NG R/WEXI STI NG R/W60.00' EXISTING R/W S SR 136 9 (TELLI CO RD)18' PAVED ROADWAY50.00'DECKWALL EXISTING R/W GR TELLICO CREEK SEP PUMP STEPS 1STFD DECK CONC S SHEILA ANN POSEY BETTY JANE BREEDLOVE FRANKLIN MARSHALL BRADEY JOSEPH R MARSH JR TT PM BST 18' PAVED ROADWAYSR 1369 (TELLICO RD) BRK WALK BRK WALK COLUMN 2027.46'LOW WIRE BST TELLICO CREEK R L LUNDBERG TERRY E HALL 18" CMPGR GR S S S S 20002000 2000 2000 2000 2000 200020002000200020002000200020002000 2020 2020 2 0 2 0 2020 2020 2020 2020 2020 20202020 2020 2020 2020202020202020 20202020202020202020202020202020202020202020202020202020202020202 0 2 0 2040204020402040204020402040204020402040204020402040204020402040204020402040 20402040 2040 2040 20402040 2040 2040 2040 2040204020402040 20402040 2040 2040206020602060206020602060206020602060206020602060206020602060206020602060206020602060 20602060 2060 2060 2060 2060 2060206020602 0 6 0 20602060 2080208020802080208020802080208020802080208020802080208020802080208020802080 2080 2080 2080 2080 2080 2080 2080208021002100210021002100210021002100210021002100210021002100210021002100210021002100 2100 2100 2100 2100 2100 2100 21202120212021202120 212021202120 21202120212021202120212021202120212021202120212021202120212021202120214021402140214021402140214021402140214021402140214021402140214021402140 2 14 0 214021402140 216021602160216021602160216021602160216021602160216021602160 2160 218021802180218021802180218022002200220022202220SEE DETAIL SHEET 2C-1 MODIFIED CONC. FLUME 0406 0407 0403 0404 0402 0401 2GI 2GI-D 12" CSP 18" RCP-III FILL FLOWABLE REMOVE0405 ( Not to Scale) RIP RAP AT EMBANKMENT -L- STA. 14+66 RT DETAIL 1 1.5'PIPE PROP. Type of Liner= CLASS 'I' RIP-RAP BED STREAM 18" RCP-IV DETAIL 2 ( Not to Scale) 4" 12" E XIST. 4:1GROUNDNATURAL PROP. ROADWAY CONCRETE DITCH FROM -L- 14+50 STA. TO STA. 15+60 RT DITCH CONC. STAKE SLOPE PROP. SEE DETAIL 2 CONC. DITCH CLASS 'I' RIP-RAP SEE DETAIL 1 RIP-RAP AT EMBANKMENT GEOTEXTILE CLASS 'B' RIP-RAP GEOTEXTILE CLASS 'I' RIP-RAP 15" RCP-III01 02 03 30.00' +80.00 40.00' +80.00 40.00' +50.00 HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. EC-4/CONST.4 SEE PROJECT SPECIAL PROVISIONS ENVIRONMENTALLY SENSITIVE AREA CONSTRUCTION SHEET 4 EROSION CONTROL FOR CLEARING AND GRUBBINGNOTE: STILLING BASIN WHERE APPLICABLE. UTILIZE SPECIAL STILLING BASIN(S) AS NOTE: PLACE TEMPORARY ROCK SEDIMENT DAMS TYPE - B DRAINAGE OUTLETS. AND TEMPORARY ROCK SILT CHECKS TYPE - A AT CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 17BP.14.R.211 Bridge #550079 Macon County NAD 83/ 2011BY REMOVAL OF END BENTS. STREAMBANK AT LOCATIONS EXPOSED PLACE COIR FIBER MATTING ALONG THE B B DIKE IMPERVIOUS 9.0' 8.8' 0102 10'10' -L- STA 14+50.00 17BP.14.R.211 BEGIN PROJECT 9.0'8.8'00044027006 0102 0001 02 04010302020410+0015+00 0 3 02030401000102-L- PC 15+14.78 -L- PRC 15+84.41 -L- PRC 17+83.74 -L- PT 18+68.72 -L- PT 13+52.31 -L- PC 12+38.68 -L- PC 10+00.00 -L- PT 12+29.58 -L- PCC 10+86.17 -L- POC 20+62.87 -L- PC 19+72.77 -L- STA 15+84.99 BEGIN BRIDGE -L- STA 16+41.01 END BRIDGE +30REPAT '05 .TSIXE OT10'10' TYP. 15'+50.4515' TYP.+85+00REPAT '05 .TSIXE OT -L- STA. 17+36.52 END FDPS 8:1 8:1 -L- STA. 17+15.35 END FDPS 8:1 -L- STA. 14+50.00 BEGIN FDPS0201 00 GRAVEL DRIVE PROP. 1 2 -DR- POT 10+00.00 B23 B1 PROP. ASPHALT DRIVE -DR-16'15'TYP.+65 10'TYP.+56.86OF PROPOSED WING WALL FOR ALL AREAS IN FRONT USE 8' GUARDRAIL POSTS REMOVE EXIST. BRIDGE -DR- STA 10+30.00 17BP.14.R.211 END CONSTRUCTION -L- STA. 16+37.40 BEGIN SBG -L- STA. 18+80.00 BEGIN RESURFACING -L- STA 19+30.00 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 16+57.10 END SBG PI Sta 10+71.83 D L = 50.55' T = 39.90' R = 25.00' -DR- CURVE DATA 1 -DR- PC 10+31.93 2 -DR- PT 10+82.49 = -L- POC 15+72.49 3 -DR- POT 10+91.88 PI Sta 10+43.55 D L = 86.17' T = 43.55' R = 241.00' PI Sta 11+61.69 D L = 143.41' T = 75.53' R = 185.00' PI Sta 12+95.54 D L = 113.64' T = 56.86' R = 1,200.00' PI Sta 15+51.08 D L = 69.63' T = 36.29' R = 100.00' PI Sta 16+84.53 D L = 199.32' T = 100.12' R = 850.00' PI Sta 18+26.27 D L = 84.98' T = 42.53' R = 800.00' PI Sta 20+17.84 D L = 90.10' T = 45.07' R = 1,125.00' -L- CURVE DATA SE = 0.04 DS = 20 MPH DS = 15 MPH DS = 15 MPH SE = NCSE = NC T 12" C MP 18" CMP8 " CMP 12" CMPWALL STN WALL STN WALL EXI STI NG R/WEXI STI NG R/W60.00' EXISTING R/W S SR 136 9 (TELLI CO RD)18' PAVED ROADWAY50.00'DECKWALL EXISTING R/W GR TELLICO CREEK SEP PUMP STEPS 1STFD DECK CONC S SHEILA ANN POSEY BETTY JANE BREEDLOVE FRANKLIN MARSHALL BRADEY JOSEPH R MARSH JR TT PM BST 18' PAVED ROADWAYSR 1369 (TELLICO RD) BRK WALK BRK WALK COLUMN 2027.46'LOW WIRE BST TELLICO CREEK R L LUNDBERG TERRY E HALL 18" CMPGR GR S S S S SEE DETAIL SHEET 2C-1 MODIFIED CONC. FLUME 0406 0407 0403 0404 0402 0401 2GI 2GI-D 12" CSP 18" RCP-III FILL FLOWABLE REMOVE0405 ( Not to Scale) RIP RAP AT EMBANKMENT -L- STA. 14+66 RT DETAIL 1 1.5'PIPE PROP. Type of Liner= CLASS 'I' RIP-RAP BED STREAM 18" RCP-IV DETAIL 2 ( Not to Scale) 4" 12" E XIST. 4:1GROUNDNATURAL PROP. ROADWAY CONCRETE DITCH FROM -L- 14+50 STA. TO STA. 15+60 RT DITCH CONC. STAKE SLOPE PROP. SEE DETAIL 2 CONC. DITCH CLASS 'I' RIP-RAP SEE DETAIL 1 RIP-RAP AT EMBANKMENT GEOTEXTILE CLASS 'B' RIP-RAP GEOTEXTILE CLASS 'I' RIP-RAP 15" RCP-III01 02 03 30.00' +80.00 40.00' +80.00 40.00' +50.00 HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. EC-4/CONST.4 NOTE: STILLING BASIN WHERE APPLICABLE. UTILIZE SPECIAL STILLING BASIN(S) AS CORP. LICENSE NO.: C-0275 PH (704) 476-0003 SHELBY, NC 28150 804-C N. LAFAYETTE ST TGS ENGINEERS 17BP.14.R.211 Bridge #550079 Macon County NAD 83/ 2011BY REMOVAL OF END BENTS. STREAMBANK AT LOCATIONS EXPOSED PLACE COIR FIBER MATTING ALONG THE B B B B Entire Slope as Work Allows. Install Matting for Erosion Control on For Slopes Excavated Greater Than 10 feet EC-5/CONST.4 EST. 200 SY -L- STA 17+00 TO 18+50 RT PROPOSED DITCH LINE INSTALL MATTING IN THE STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS SHEET HEALING IN DIBBLE PLANTING METHOD firming soil at top. 5. Push handle forward PLANTING NOTES: N.C.D.O.T. - ROADSIDE ENVIRONMENTAL UNIT protected area. 1. Locate a healing-in site in a shady, well the root collar is at ground level. against the sloping end so that 4. Place a single layer of plants as necessary and water thoroughly. 6. Repeat layers of plants and sawdust correct depth. and place seedling at 2. Remove planting bar USING THE KBC PLANTING BAR SEEDLING / LINER BAREROOT PLANTING DETAIL PLANTING DETAILS MIXTURE, TYPE, SIZE, AND FURNISH SHALL CONFORM TO THE FOLLOWING: toward planter. as shown and pull handle 1. Insert planting bar root systems from drying. container to prevent the canvas bag or similar shall be kept in a moist During planting, seedlings PLANTING BAG soil at bottom. toward planter, firming 4. Pull handle of bar thoroughly. hole open. Water 6. Leave compaction 12 inches deep and provide drainage. 2. Excavate a flat bottom trench a sloping angle. sawdust over the roots maintaining 5. Place a 2 inch layer of well rotted at one end of the trench. well rotted sawdust at a sloping angle rotted sawdust. Place a 2 inch layer of 3. Backfill the trench with 2 inches well 2 inch from seedling. 2 inches toward planter 3. Insert planting bar 1 inch thick at center. 4 inches wide and be 12 inches long, cross section, and shall blade with a triangular Planting bar shall have a KBC PLANTING BAR root collar. 10 inches below the no roots extend more than pruned, if necessary, so that All seedlings shall be root ROOT PRUNING REFORESTATION AVERAGING 8 FT. ON CENTER, APPROXIMATELY 680 PLANTS PER ACRE. TREE REFORESTATION SHALL BE PLANTED 6 FT. TO 10 FT. ON CENTER, RANDOM SPACING, REFORESTATION REFORESTATION DETAIL SHEET RF-1N.C.17BP.14.R.211 34% BETULA NIGRA 33% PLATANUS OCCIDENTALIS 33% LIRIODENDRON TULIPIFERA RIVER BIRCH SYCAMORE TULIP POPLAR 12 in - 18 in BR 12 in - 18 in BR 12 in - 18 in BR DO NOT USE FOR CONSTRUCTION PRELIMINARY PLANS 09/08/9926-JUN-2019 08:40C:\Users\NCDOTuser1\Desktop\17BP.14.R.211\Utilities\Engineering\UBO\Proj\290_001_17BP.14.R.211_ut_tsh_UO01_psh.dgn$$$$USERNAME$$$$ INDEX OF SHEETS SHEET NO. 17BP.14.R.211 UO-1STATE OF NORTH CAROLINA DIVISION OF HIGHWAYS T.I.P. NO. ON SR 1369 (TELLICO RD) LOCATION: BRIDGE #550079 OVER TELLICO CREEK TYPE OF WORK: TELEPHONE RELOCATION MACON COUNTY UTILITIES BY OTHERS PLANS 0 0 0 PROFILE (HORIZONTAL) GRAPHIC SCALES PLANS PROFILE (VERTICAL) 0 00 50 50 50 50 2010510 25 100 25 100 XX DEPART ME NT OF TRANSPORTATION STATE OF NORTH CARO LI NABRIAN BURCH BOB GOLDING VACANT BILL GREEN UTILITIES REGIONAL ENGINEER UTILITIES ENGINEER UTILITIES COORDINATOR STEVE MODE JAMES MELTON UTILITY OWNERS WITH CONFLICTS FAX (919) 250-4151 PHONE (919) 707-6690 RALEIGH NC 27699-1555 1555 MAIL SERVICES CENTER DIVISION OF HIGHWAYS UTILITIES UNIT PREPARED IN THE OFFICE OF: (A) COMMUNICATIONS - FRONTIER COMMUNICATIONS UBO PLAN SHEETS TITLE SHEET DESCRIPTION: UO-2 UO-1 SHEET NO.: UTILITY PROJECT MANAGER PROJECT UTILITY COORDINATORTIP PROJECT: 17BP.14.R.211UTILITIES AREA COORDINATOR SHOWN ON THIS SHEET. THE CONTRACTOR FOR UTILITY WORK NO PAYMENT WILL BE MADE TO SHEET WILL BE DONE BY OTHERS. ALL UTILITY WORK SHOWN ON THIS NOTE: UO-2 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED GRAPHIC SCALES TIP PROJECT:See Sheet 1A For Index of Sheets 17BP.14.R.211GRADING, DRAINAGE, PAVING, AND STRUCTURE TOTAL LENGTH PROJECT 17BP.14.R.211 #550079 LENGTH STRUCTURE PROJECT 17BP.14.R.211 #550079 LENGTH ROADWAY PROJECT 17BP.14.R.211 #550079 VICINITY MAP -L- STA. 15+84.99 BEGIN BRIDGE -L- STA. 16+41.01 END BRIDGE 17BP.14.R.211 BEGIN PROJECT -L- STA. 14+50.00 -L- SR 1369 4 20+00THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II. TELLICO CREEKTELLICO CREEK TELLICO RD 15+00 CREEK RD TO RINEHART MOUNTAIN RDTO BOWERS 1369 1369 1366 1113 1114 1114 1364 1363 1473 1369 28 1133 1131 1132 1133 28 1455 1362 13701364 1369 1372 1370 1372 14451459 1371 1372 1474 1368 13691369 1367 -DR- -DR- STA. 10+30.00 17BP.14.R.211 END CONSTRUCTION 17BP.14.R.211 END RESURFACING END PROJECT -L- STA. 19+30.00 -L- STA. 18+80.00 BEGIN RESURFACINGRIGHT OF WAY PLANS( . 1 0 .77 .8 3 1.7( River Breedlove Dr.Bull Hollow Rd. Big Dog Rd.Grady Estep Rd. 1.21 .55.62.65.36 1.67 .801.62 3.01 T 60.00' EXISTING R/W EXISTING R/W GR BD4 BD1 BD2BD3 TT GR GR NAD 83/ 2011 PHONE (704) 732-3241 LINCOLNTON, NC 28092 849 SOUTH LAUREL ST TELICS Little Tennessee River SWAIN COUNTY MACON COUNTYRattlesnakeCreek Creek Tellico CreekSugarCoveCreekCreekRinehartLOCATION PROJECT Bush R d.HickoryCoveMarrNeed more Rd. Licklog Rd. GRAVEL DRIVE PROP. PROP. ASPHALT DRIVE OF PROPOSED WING WALL FOR ALL AREAS IN FRONT USE 8' GUARDRAIL POSTS REMOVE EXIST. BRIDGE MINIMUM ROAD CLEARENCE. ROAD CROSSING. 18' TIED TO TREES FOR TEMP. FRONTIER CABLE FRONTIER TEMP. AERIAL MINIMUM ROAD CLEARENCE. ROAD CROSSING. 18' TIED TO POLE FOR TEMP. FRONTIER CABLE TO REMAIN AND DOWNGUY FRONTIER POLE DOWNGUY TEMP. FRONTIER CONSTRUCTION. GROUND DURING LAID OUT ON THE TEMPORARILY FRONTIER CABLE POLE REMOVED FRONTIER REMOVED POLE AND PED FRONTIER ABANDONED UG FRONTIER ABANDONED UG FRONTIER TO REMAIN UG FRONTIER REMOVED FRONTIER PED TO REMAIN FRONTIER PED CONSTRUCTION. GROUND DURING LAID OUT ON THE TEMPORARILY FRONTIER CABLE CONSTRUCTION. GROUND DURING LAID OUT ON THE TEMPORARILY FRONTIER CABLE REMOVED FRONTIER AERIAL AERIAL FRONTIER PERMANENT POLE AND DOWNGUYS PERMANENT FRONTIER AERIAL FRONTIER PERMANENT UG FRONTIER PERMANENT UG FRONTIER PERMANENT AND DOWNGUY FRONTIER POLE PERMANENT 26-JUN-2019 08:42C:\Users\NCDOTuser1\Desktop\17BP.14.R.211\Utilities\Engineering\UBO\Proj\290_003_17BP.14.R.211_ut_rdy4_UO02_psh.dgn$$$$USERNAME$$$$5/14/99SHEET NO.PROJECT REFERENCE NO. NAD 83/ 2011 BRIDGE/ROADWAY RELATIONSHIP SKETCH FOR STRUCTURE PLANS, SEE SHEET S-1 THRU S-?? NOTE: ALL DRIVE RADII ARE 10', UNLESS OTHERWISE NOTED. -L- STA 14+50.00 17BP.14.R.211 BEGIN PROJECT10+0015+00 -L- STA 15+84.99 BEGIN BRIDGE -L- STA 16+41.01 END BRIDGEB2B1-DR- -DR- STA 10+30.00 17BP.14.R.211 END CONSTRUCTION -L- STA 19+30.00 17BP.14.R.211 END RESURFACING END PROJECT -DR- CURVE DATA EX R/W +50.00 01 02 03 30.00' +50.00 EX R/W +50.00 EX R/W +68.72 30.00' +14.78 30.00' +83.74 EX R/W +04.03 30.00' +50.00 30.00' +84.41 30.00' +14.78 EX R/W +88.80EX R/W +61.68 30.00' EX R/W 2GI 2GI-D 12" CSP 18" RCP-III REMOVE18" RCP-IV 15" RCP-III T WL 12" C MP 18" CMP8 " CMP 12" CMPWALL STN WALL STN WALL EXI STI NG R/WEXI STI NG R/W60.00' EXISTING R/W S SR 13 69 (TELLI CO RD)18' PAVED ROADWAY50.00'DECKWALL EXISTING R/W GR TELLICO CREEK SEP PUMP STEPS 1STFD DECK CONC BD4 BD1 BD2BD3 S E1 N1W1 S1 DB N-35 PG 872 SHEILA ANN POSEY DB Q-11 PG 196 BETTY JANE BREEDLOVE FRANKLIN MARSHALL BRADEY DB Y-37 PG 2330 JOSEPH R MARSH JR DB Q-22 PG 287 TT PM BST 18' PAVED ROADWAYSR 1369 (TELLICO RD) BRK WALK BRK WALK COLUMN EIP EIP EIP EIP N 07°11'47" E158.80' S 8 1° 2 4' 5 0 " E 2 8. 7 3' S 00°05'00" E 100.00'S 23°02'06" E72.84'S 62°10'21" E29.06'N 60°30'01" E138.83' N 80°12'03" E S 04°39'46" E516.87' 2027.46'LOW WIRE BST TELLICO CREEK TO R/WEIP 1.20' TO R/WEIP 0.56' TERRY E HALL DB C-21 PG 1455 18" CMPGR GR S S S S UTILITIES BY OTHERS THIS SHEET. FOR PROPOSED UTILITY WORK SHOWN ON PAYMENT WILL BE MADE TO THE CONTRACTOR SHEET WILL BE DONE BY OTHERS. NO ALL PROPOSED UTILITY WORK SHOWN ON THIS THIS SHEET CORRESPONDS TO RDY- 17BP.14.R.211 UO-2 4 REVISIONS R/W SHEET NO. SHEET NO.8/7/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl_Index.dgnUser:smelvin8/17/99 X-1A PROJECT REFERENCE NO. 17BP.14,R.211 -DR- ........................... X-7 THRU X-8 -L- ............................ X-1 THRU X-6 EARTHWORK VOLUME SUMMARY........ X-1B XS-INDEX ....................... X-1A CROSS-SECTION INDEX Macon 550079 PROJ. REFERENCE NO. SHEET NO.X-1BNOTE: EMBANKMENT COLUMN DOES NOT INCLUDES BACKFILL FOR UNDERCUTStation Uncl. Exc. EmbtL (cu. yd.) (cu. yd.)14+50.00 0 015+00.00 2 615+20.00 1 515+40.00 1 615+60.00 1 1815+80.00 0 1815+84.99 0 2Station Uncl. Exc. EmbtL (cu. yd.) (cu. yd.)16+41.01 0 016+50.00 3 317+00.00 95 1617+50.00 164 1218+00.00 108 918+50.00 39 918+80.00 5 319+30.00 0 0Station Uncl. Exc. EmbtDr (cu. yd.) (cu. yd.)10+30.00 0 010+40.00 0 010+60.00 0 3810+81.86 0 81CROSS-SECTION SUMMARY17BP.14.R.211STATE OF NORTH CAROLINADIVISION OF HIGHWAYSApproximate quantities only. Unclassified excavation, borrowexcavation, fine grading, clearing and grubbing, and removal of existing pavement will be paid for at the lump sum price for "Grading". 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2000 2000 14+50.00 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 15+00.00 X-117BP.14.R.211 -L- 5 10 BEGIN PROJECT -L- STA. 14+50.00 BRIDGE #550079 MACON COUNTY 2012.87EXI S T.EXIST. 2012.49 0.003 0.0204:1 S.S. 2012.10 2:1S.S. 2010.42 E XIS T. 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2070 2070 2000 2000 15+20.00 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2070 2070 2000 2000 15+40.00 X-217BP.14.R.211 -L- 5 10 BRIDGE #550079 MACON COUNTY 2012.28 0.017 0.0204:1 S.S. 2012.20 S.S. 2010.772:1E XIS T. 2011.98 0.030 0.0304:1 S.S. 2011.83 S.S. 2011.59 WALL WING PROP. E XIST. 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2070 2070 2000 200015+60.00 2000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 15+80.00 X-317BP.14.R.211 -L- 5 10 BEGIN BRIDGE -L- STA. 15+84.99 BRIDGE #550079 MACON COUNTY 2011.47 0.040 0.0404:1 S.S. 2012.18 S.S. 2011.31 WALL WING PROP. E XIST.EXIST. 2010.79 0.040 -DR- INTERSECTION (SEE PROFILE FOR GRADE) 0.040 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 1990 1990 16+00.00 2000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 16+50.00 X-417BP.14.R.211 -L- 5 10 END BRIDGE -L- STA. 16+41.01 BRIDGE #550079 MACON COUNTY 2002.80 0.040 0.040 2010.50 0.040 S.S. 2015.64 0.040 2:1 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2070 2070 2000 200017+00.00 2000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 17+50.00 X-517BP.14.R.211 -L- 5 10 BRIDGE #550079 MACON COUNTY 2011.10 0.020 0.0202:1 S.S. 2011.12 2010.074:1 S.S. 2029.31 1.5:1 2010.16 0.013 0.020 S.S. 2010.10 2009.114:1S.S. 2030.04 1.5:1 3:1 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 8/7/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 1990 1990 18+00.00 2000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 18+50.00 2000 2000 2010 2010 2020 2020 2030 2030 2040 2040 2050 2050 18+80.00 X-617BP.14.R.211 -L- 5 10 BRIDGE #550079 MACON COUNTY END PROJECT -L- STA. 19+30.00 2008.69 0.020 0.0203:1 S.S. 2008.02 2007.48 4 :1 S.S. 2019.55 1.5:1 2006.59 0.030 0.0202:1 S.S. 2002.83 2004.254:1 S.S. 2010.63 1.5:1 2005.23 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl_DR.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2010 201010+00.00 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2010 201010+20.00 2020 2020 2030 2030 2040 2040 2050 2050 2060 2060 2010 201010+40.00 X-717BP.14.R.211 -DR- 5 10 BRIDGE #550079 MACON COUNTY 2024.71 2021.91 2018.70 0.020 0.020 S.S. 2018.39 2:1S.S. 2018.54 2:1 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 35'-6"6/28/2019X:\NCDOT\Division 14 - 2017\Macon 550079\Roadway\XSC\550079_Rdy_xpl_DR.dgnUser:smelvinPROJ. REFERENCE NO.SHEET NO.0 6/23/162010 2010 2020 2020 2030 2030 2000 2000 10+60.00 2010 2010 2020 2020 2000 200010+81.86 X-817BP.14.R.211 -DR- 5 10 BRIDGE #550079 MACON COUNTY 2013.58 0.020 0.020 2:1S.S. 2012.03PROP. GRAVEL DR 4% 2011.56 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON LOW CHORD ELEVATIONS OVERTOPPING FLOOD DATA: HYDRAULIC DATA: OVERTOPPING FLOOD ELEVATION FREQUENCY OF OVERTOPPING FLOOD OVERTOPPING DISCHARGE * PI = 15+00.00 (-)0.6600% VERTICAL GRADE DATA -L- (-)4 .8000% PI = 17+50.00 VERTICAL GRADE DATA -L- EB2: BASE HIGH WATER ELEVATION BASE DISCHARGE (Q100) DRAINAGE AREA DESIGN HIGH WATER ELEVATION FREQUENCY OF DESIGN DISCHARGE DESIGN DISCHARGE SECTION ALONG -L- SECTIONS THROUGH END BENTS ARE TAKEN AT RIGHT ANGLES (-)0.4360% EL = 2,012.57 EL = 2,011.48' 2010.1 10 YR| 1600 CFS 2,010 2,000 1,090 1,080 2,020 2,030 EB1: END BENT 2END BENT 1 SPAN A 2014.4 3100 CFS 10.5 SQ. MI. 2009.2 5 YRS. 1200 CFS * 16+00 16+5015+5015+00 17+00 17+50 APPROXIMATE GROUND LINE (Q100) EL. 2,014.4 (Q5) EL. 2,009.2 DATE: 3/7/18 APPROX. W.S. ELEV.= 2,003.5 FIX. (TYP.) HP 12x53 STEEL PILESEL. 2,012|EL. 2,012|EL. 2,002|EL. 2,003|EL. 2,004|EL. 2,011|EL. 2,011| E L. 2,0 1 1|EL. 2,011| VC = 100' (-)0.4360% VC = 170' (GRADE TO DRAIN) TO EL. 2,003.9 EXCAVATE 1'-6" TO LIMITS OF UNCLASSIFIED (GRADE TO DRAIN) TO EL. 2,003.6 EXCAVATE N C G RI D N A D 83/ N A 2011 -L- TO SR 1367 TO SR 1368 END APPROACH SLAB TELLICO CREEK STRUCTURE EXISTING BRIDGE I.D. STA. STA. 16+13.00 -L- BEGIN APPROACH SLAB PRC 15+84.41 -L- & DETAIL) (TYP.) (ROADWAY PAY ITEM TEMPORARY SHORING -L- CURVE DATA € -L- CURVE DATA € PI Sta 15+51.08 D = 57° 17' 44.8" L = 69.63' T = 36.29' R = 100.00' PI Sta 16+84.53 D = 6° 44' 26.4" L = 199.32' T = 100.12' R = 850.00' STA. 16+51.60 -CHORD EXT.-STA. 15+74.40 -CHORD EXT.- 56'-0" = LENGTH OF BRIDGE PLAN PILES & SHEET PILES NOT SHOWN IN PLAN VIEW FOR CLARITYCHECKED BY : DATE : DATE : DRAWN BY : CCC DATE :DESIGN ENGINEER OF RECORD : MGC MGC 1/19 7/19 7/19 GENERAL DRAWING BETWEEN SR 1368 AND SR 1367 ON SR 1369 TELLICO CREEK FOR BRIDGE OVER REPLACES BR. NO. 550079 S-1 42 SHEET 1 OF 4 PRC STA. 15+84.41-L- WORKPOINT #1 DETAIL WORK POINT #1 @ EB1 FILL FACE -L- STA. 15+84.99-L- * IGNORE CURVE* @ EB2 FILL FACE STA. 16+41.01-L- * IGNORE CURVE* WORK POINT #2 WORKPOINT #2 DETAIL*PROPOSED BRIDGE IMPROVES LEVEL OF SERVICE 2,008.55 2,008.34 (TYP.) (TO CHORD) 135°00'00" 28'-0" (ALONG CHORD) EXP. STRUCTURE EXCAVATION EXCAVATION STRUCTURE UNCLASSIFIED EXTENDED CHORD STATIONING OCCURS ALONG THE CHORD EXTENDED. IN ADDITION, THE CONTRACTOR SHALL ASSUME THAT ALL SLAB ELEVATIONS 3. COMPUTATIONS OF BRIDGE OR APPROACH 2. LAYOUT OF APPROACH SLAB AT END BENT 1 1. LAYOUT OF END BENT 1 @ END BENT 1 FOR THE LAYOUT OF THE FOLLOWING: THE CONTRACTOR SHALL USE THE TANGENT EXTENDED STATIONING OCCURS ALONG THE CHORD EXTENDED. IN ADDITION, THE CONTRACTOR SHALL ASSUME THAT ALL 2. COMPUTATIONS OF APPROACH SLAB ELEVATIONS 1. LAYOUT OF APPROACH SLAB AT END BENT 2 @ END BENT 2 FOR THE LAYOUT OF THE FOLLOWING: THE CONTRACTOR SHALL USE THE TANGENT EXTENDED EXTENDED CHORD #1 DETAIL'') (SEE ``WORKPOINT -CHORD EXT.- #2 DETAIL'') (SEE ``WORKPOINT -CHORD EXT.- (TYP.) STEEL SHEET PILES WORK POINT 1 WORK POINT 2 G.P. EL. 2,012.20 STA. 15+84.99 -L- FILL FACE @ END BENT 1 G.P. EL. 2,01196 STA. 16+41.01 -L- FILL FACE @ END BENT 2 FILL FACE @ END BENT 1 STA. 15+84.99 -L- FILL FACE @ END BENT 2 STA. 16+41.01 -L- FILL FACE TO FILL FACE (ALONG CHORD) STA. 16+13.00-L- BRIDGE ID STA. -L- STA. 15+84.99-L- W.P. #1 END BENT 2 FILL FACE @ END BENT 1 FILL FACE @ END BENT 2 END BENT 1 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON GENERAL DRAWING BETWEEN SR 1368 AND SR 1367 ON SR 1369 TELLICO CREEK FOR BRIDGE OVER CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 2/19 MGC S-2 SHEET 2 OF 41'-9" TO { PILES1'-9" TO { PILESSTEEL PILES { HP 12x53 1'-8"4'-10"6'-6"6'-6"6'-6"6'-6"7'-6"7'-6"9'-0"7'-0" SHEET PILES STEEL { PZ27 SHEET PILES STEEL { PZ27 SHEET PILES STEEL { PZ27 SHEET PILES STEEL { PZ27 STEEL PILES { HP 12x53 FOUNDATION RECOMMENDATION NOTES FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS. PILES AT END BENT No. 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 60 TONS PER PILE. DRIVE PILES AT END BENT No. 1 TO A REQUIRED DRIVING RESISTANCE OF 100 TONS PER PILE. DRILLED-IN PILES ARE REQUIRED FOR END BENT NO. 1. EXCAVATE HOLES AT PILE LOCATIONS TO 450 OF THE STANDARD SPECIFICATIONS. PILES AT END BENT No. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 60 TONS PER PILE. DRIVE PILES AT END BENT No. 2 TO A REQUIRED DRIVING RESISTANCE OF 100 TONS PER PILE. DRILLED-IN PILES ARE REQUIRED FOR END BENT 2. EXCAVATE HOLES AT PILE LOCATIONS TO SECTION 450 OF THE STANDARD SPECIFICATIONS. CONCRETE IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION AT END BENT NO. 1 AND END BENT NO. 2. OF 1996.3 FT. FOR END BENT No. 1 AND AT 1998.2 FT. FOR END BENT No. 2. THE SCOUR CRITICAL ELEVATION FOR THE SHEET PILES AT END BENT No. 1 IS 1996 FT. ELEVATION 1998.2 FT. OR A MINIMUM OF 5 FT. INTO ROCK. FOR PILE EXCAVATION, SEE IF REFUSAL IS ENCOUNTERED ABOVE THE MINIMUM ELEVATIONS SPECIFIED, THE RESIDENT ENGINEER WILL NEED TO CONTACT THE GEOTECHNICAL OPERATIONS PERSON TO REVIEW AND MAKE RECOMMENDATIONS. AND END BENT No. 2 IS 1998 FT. RESPECTIVELY. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE. CHORD EACH END BENT AS SHOWN. SOME EXCAVATION MAY BE REQUIRED DUE TO BOULDERS. W.P. #2 STA. 16+41.01-L-10'-0"9'-3"7'-3"6'-6"6'-6"6'-6"6'-6"7-PZ27 STEELSHEET PI LES9-PZ27 STEEL SHEET PILES8-PZ27 STEEL SHEET PILES16-PZ27 STEEL SHEET PILES BRACE PILE HP 12x53 STEEL 6'-6"37'-4ƒ"6"(TYP.) (TO CHORD) 135°00'00" FOUNDATION LAYOUT 8/19 8/19 42STAGE ISTAGE II21-PZ27 STEEL SHEET PILES 17-PZ27 STEEL SHEET PILES15-PZ27 STEEL SHEET PILES22-PZ27 STEEL SHEET PILES STAGE ISTAGE II4'-0" TO { STEEL SHEET PILES4'-0" TO { STEEL SHEET PILESELEVATION 1991.3 FT. OR A MINIMUM OF 5 FT. INTO ROCK. FOR PILE EXCAVATION, SEE SECTION PZ27 STEEL SHEET PILES ARE TO BE DRIVEN IN FRONT (STREAM SIDE) OF HP 12x53 STEEL PILES AT SHEET PILES SHOULD BE DRIVEN TO REFUSAL AND AT MINIMUM ELEVATION SHOWN TO THE CENTERLINE PILE. DIMENSIONS LOCATING PILES ARS NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON LOCATION SKETCH THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. PLANS AND SPECIAL PROVISIONS FOR UTILITY INFORMATION SEE UTILITY BM#1: SPIKE IN BASE OF 20" TREE, -L- STA. 14+31.00, 27.5' LT, ELEV. 2017.42' N C G RI D N A D 83/ N A 2011 PROPOSED STRUCTURE EXISTING STRUCTURE (ROADWAY PAY ITEM & DETAIL) PROPOSED GUARDRAIL (TYP.) -L- ITEM & DETAIL) (ROADWAY PAY CLASS B RIP RAP BRIDGE I.D. STA. STA. 16+13.00 -L- TELLICO CREEK TO SR 1367 SR 1369 TELLICO RD. TO SR 1368 ITEM & DETAIL) (ROADWAY PAY CLASS B RIP RAP 1STFD SR 1369 EXISTING CHECKED BY : DATE : DATE : DRAWN BY : CCC DATE :DESIGN ENGINEER OF RECORD :MGC MGC 7/19 1/19 1/19 GENERAL DRAWING BETWEEN SR 1368 AND SR 1367 ON SR 1369 TELLICO CREEK FOR BRIDGE OVER 42 ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING. FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS. THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1. SPECIFICATIONS. STRUCTURE EXCAVATION, SEE SECTION 412 OF THE STANDARD WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED CENTERLINE OF THE BRIDGE AS DIRECTED BY THE ENGINEER. THIS WORK BE EXCAVATED FOR THE DISTANCE OF 30 FT. EACH SIDE OF THE THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA ON SHEET S-1 SHALL NOTES: 18-EVALUATING SCOUR AT BRIDGES." THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS. ACTIVITIES, SEE SPECIAL PROVISIONS. FOR ASBESTOS ASSESMENT FOR BRIDGE DEMOLITION AND RENOVATION SHEET 3 OF 4 S-3 STRUCTURE." SHALL BE INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT THE COMPIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS 107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS RESULTING FROM CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL FOR CRANE SAFETY, SEE SPECIAL PROVISIONS. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS. FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS. MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT. DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE, THIS LOAD LIMIT IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE INTEGRITY OF THE BRIDGE AT THE SITE OF THE PROPOSED BRIDGE SHALL BE REMOVED. THE EXISTING BRIDGE SUBSTRUCTURE CONSISTING OF TIMBER POST AND BEAM ABUTMENTS, AND LOCATED ROADWAY WIDTH OF 19'-0‚" AND A 1" ASPHALT WEARING SURFACE; AND A (1 @ 40'-6) CONSISTING OF A TIMBER FLOOR ON STEEL I-BEAMS, WITH A CLEAR AFTER SERVING AS A TEMPORARY STRUCTURE, THE EXISTING 1 SPAN STRUCTURE THE STANDARD SPECIFICATIONS. PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE WITH ARTICLE 402-2 OF DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL SUBMIT DEMOLITION REMOVAL OF THE EXISTING BRIDGE SHALL BE PREFORMED IN A MANNER THAT PREVENTS ROADWAY PLANS. PLANS. FOR PAY ITEM FOR TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC, SEE FOR THE LIMITS OF TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC, SEE TRAFFIC CONTROL SHEET 1 OF 4. TEMPORARY SHORING WILL BE REQUIRED IN THE AREA INDICATED IN THE PLAN VIEW, THE REINFORCED CONCRETE DECK SLAB. WILL BE MADE FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE COST OF ACCORDANCE WITH ARTICLES 1024-5 AND 1024-6 OF THE STANDARD SPECIFICATIONS. NO PAYMENT BLAST FURNACE SLAG AT THE SUBSTITUTION RATE SPECIFIED IN ARTICLE 1024-1 AND IN THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY ASH OR GROUND GRANULATED SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OTHERWISE NOTED ON THE PLANS. WITH SYSTEM 5 OR SYSTEM 6 OF THE STRUCTURAL STEEL SHOP COATINGS PROGRAM AND ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 50W AND PAINTED IN ACCORDANCE WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONS. REMOVABLE FORMS MAY BE USED IN LIEU OF METAL STAY-IN-PLACE FORMS IN ACCORDANCE ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE. INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOWN FOR THE THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM (TYP.) (TO CHORD) 135°00'00" FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE NOTES SHEET S-42. FOR 18" GALVANIZED STEEL SHEET PILES, SEE SPECIAL PROVISIONS. NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW MGC TOTAL BILL OF MATERIAL ITEM SUPERSTRUCTURE END BENT 1 END BENT 2 TOTALS LUMP SUM LUMP SUM EXCAVATION STRUCTURE UNCLASSIFIED LUMP SUM LUMP SUM SLABS APPROACH BRIDGE (BRIDGE) STEEL REINFORCING LUMP SUM LBS. LUMP SUM NO.LIN. FT.LIN. FT. SHEET 4 OF 4 2/19 DECK SLAB CONCRETE REINFORCED FLOORS BRIDGE GROOVING SQ. FT.SQ. FT. 9 8 17 ASSESSMENT SBESTOSA LUMP SUM LUMP SUM (BRIDGE) CONCRETE CLASS A CU. YDS. STEEL PILES HP 12 x 53 SETUP FOR EQUIPMENT PILE DRIVING EA. 9 8 17 LUMP SUM LUMP SUM BEARINGS ELASTOMERIC LUMP SUM LUMP SUM RAIL 32" ALASKA BETWEEN SR 1368 AND SR 1367 ON SR 1369 TELLICO CREEK FOR BRIDGE OVER GENERAL DRAWING S-4 ( 75 CY ) IN SOIL EXCAVATION PILE NOT IN SOIL EXCAVATION PILE LIN. FT.LIN. FT.LUMP SUM LUMP SUM SEALS JOINT FOAM STRUCTURE EXISTING REMOVAL OF 88.50 61.50 150.00 45.00 40.00 85.00 1592 1592 STEEL STRUCTURAL 42,700 LBS. APPROXIMATE PILES STEEL HP 12x53 SQ. FT. 1750 1750 44.6 40.3 84.9 5647 4920 10,567 144 112 256 87.71 87.71 951 673 1624 8/19 8/19 42 PILES SHEET STEEL GALVANIZED 18" NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACONLEVELVEHICLE(TONS)WEIGHT (W)LOAD RATINGCONTROLLING(RF)RATING FACTORSMINIMUMTONS = W x RFFACTORS (DF)DISTRIBUTIONSTRENGTH I LIMIT STATE SHEARMOMENT RATING FACTORSPAN (ft)LEFT END OFDISTANCE FROMFACTORS (DF)DISTRIBUTIONRATING FACTORSPAN (ft)LEFT END OFDISTANCE FROMFACTORSLIVE-LOADFACTORS (DF)DISTRIBUTIONMOMENT RATING FACTORSPAN (ft)LEFT END OFDISTANCE FROMCOMMENT NUMBERHL-93 (INVENTORY) HL-93 (OPERATING) HS-20 (INVENTORY) HS-20 (OPERATING) N/A N/A 36.00 36.00 1.75 1.35 1.75 1.35 1.30 1.00FACTORSLIVE-LOAD1.30 1.00 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 HL-93 (INVENTORY)FATIGUE LL=0.75g #SERVICE II LIMIT STATE NOTES: COMMENTS: 4. 3. 2. 1. LOAD AND RESISTANCE FACTOR RATING (LRFR) SUMMARY FOR STEEL GIRDERS -- -- 1 FOR DESIGN. ALLOWABLE STRESS FOR SERVICE II LIMIT STATE ARE AS REQUIRED SERVICE II LIMIT STATES. MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND # 1 2 3 * * SEE CHART FOR VEHICLE TYPE DESIGN LOAD RATING (HL-93) * * DESIGN LOAD RATING (HS-20) * * LEGAL LOAD RATING * * CONTROLLING LOAD RATING I EL ER - INTERIOR GIRDER 20.000 22.000 34.925 35.550 39.950 42.000 42.000 42.000 41.600 45.000 43.000 33.000 45.000 27.250 33.075 SNSH 13.500 GIRDER LOCATIONGIRDER LOCATIONGIRDER LOCATIONGIRDER LOCATIONSPANSPANSPAN - EXTERIOR LEFT GIRDER - EXTERIOR RIGHT GIRDER SNGARBS2 SNAGRIS2 SNCOTTS3 SNAGGRS4 LIMIT STATE STRENGTH I DC 1.25 1.00 1.50 1.00 DWgg FACTORS RATING LOAD DESIGN (SV)SINGLE VEHICLE(TTST)TRUCK TRACTOR SEMI-TRAILERLL( )gLL( )gTNAGRIT3 TNAGRIT4 RATING LOAD DESIGN RATING LOAD LEGAL SNS5A SNS6A SNS7B TNT4A TNT6A TNT7A TNT7B TNAGT5A TNAGT5B SERVICE II 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 LOAD FACTORS: END BENT 1 1 LRFR SUMMARY STEEL GIRDERS LRFR SUMMARY FOR STANDARD (NON-INTERSTATE TRAFFIC) STD. NO. LRFR3 END BENT 2 S-5 1.78 2.31 2.20 2.87 5.85 4.61 4.45 2.92 2.54 2.47 2.31 2.20 2.83 2.85 2.38 2.41 2.51 2.38 2.23 2.18 79.20 103.32 78.98 92.20 97.90 79.57 88.71 87.81 92.28 92.40 93.39 94.26 99.01 101.22 105.42 102.34 100.35 98.10 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 1.91 2.47 2.37 3.07 6.04 4.76 4.57 3.02 2.62 2.55 2.39 2.27 2.92 2.95 2.45 2.49 2.60 2.46 2.30 2.26 24.75 24.75 .698 .698 .698 .698 .698 3.59 4.66 4.32 5.60 12.34 8.94 8.36 6.18 5.24 5.37 4.95 4.93 5.85 5.65 5.37 5.05 4.76 4.59 4.64 4.36 24.75 24.75 24.75 24.75 29.70 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 .698 24.75 24.75 24.75 24.75 24.75 19.80 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 24.75 INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. 1.78 2.31 2.20 2.87 5.85 4.61 4.45 2.92 2.54 2.47 2.31 2.20 2.83 2.85 2.38 2.41 2.51 2.38 2.23 2.18 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 .608 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 49.50 INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. INT. 49'-6" 2 3 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : CHECKED BY : 7/19 7/19 MGC GM/DI 2/08 1/08 REV. 11/12/08RR REV. 10/1/11 REV. 12/17 MAA/GM MAA/GM MAA/THC MAA NMW/ZCS MGC 7/19 2 3 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON 11'-0"2'-0" 16'-7" 15'-0" (MIN. CLEAR ROADWAY) 6'-8"6'-8"2'-3"1'-0" GRADE POINT 5'-6" 11'-0" (MIN. CLEAR ROADWAY) 862.03 SHEET 7 OF 7) STANDARD DRAWING (SEE ROADWAY TEMPORARY GUARDRAIL CUT LINE 0.04 1'-7"2'-0" 19'-0" | (MIN.) 14'-9" = TWO WAY TRAFFIC NOTE: STAGE I 6'-1"7" 2'-3" 30'-0" (OUT TO OUT) 3'-1" 1'-0" 11'-0"2'-0" 16'-7"9'-5" 15'-0"15'-0" (MIN. CLEAR ROADWAY) 26'-10" (CLEAR ROADWAY) 4'-0" (CLOSURE POUR) 6'-0"6'-8"6'-8"2'-3" 1'-0" GRADE POINT (TRAFFIC CONTROL PAY ITEM) PORTABLE CONCRETE BARRIER (ANCHORED) 0.04 1'-7" (TYP.) STAGE II 3'-1" 0.04 CONSTRUCTION STAGING CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC MGC SBW 12/18 7/19 S-6 427/19 (STAGE I TRAFFIC)(STAGE I) (TRAFFIC CONTROL PAY ITEM) PORTABLE CONCRETE BARRIER (ANCHORED) LIMITS OF THE ANCHORED PORTABLE CONCRETE BARRIER. SEE TRAFFIC CONTROL PLANS FOR LOCATION AND PAY SEE ROADWAY PLANS. FOR TEMPORARY GUARDRAIL DETAILS AND PAY ITEM, FOR TRAFFIC PHASING, SEE TRAFFIC CONTROL PLANS. (STAGE II) SEQUENCE CONSTRUCTION STAGING (STAGE I) CHORD -L- CHORD -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON TYPICAL SECTION AT INTERMEDIATE DIAPHRAGMS GRADE POINT 6'-8"6'-8"6'-0"3'-1"3'-1"2'-3"2'-3" -L- 15'-0"15'-0" 1'-7"1'-7" CLOSURE POUR 7" 6•"6•" 8"8" 8"8"2'-0"2'-0"VARIES 6" 6" 1'-0" 1'-0" 1 2 3 4 5 6 NOTES: (SEE NOTES) 1‚" HIGH B.B.U. (LEVEL) CONST. JT. (LEVEL) CONST. JT. FORMS (TYP.) METAL STAY-IN-PLACE 3'-0" CTS. 1•" B.B. @3'-0" CTS. 1•" B.B. @ @ 8" CTS. 4 #5 B2 CONST. JT. 7" SEE DETAIL A (SEE PLAN OF SPANS) SUPERSTRUCTURE TYPICAL SECTIONS CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 2/19 MGC #5 B2 #5 B2 FORMS (TYP.) METAL STAY-IN-PLACE 10•" TOP OF SLAB 8" UNIFORM SLAB { GIRDER 4" 4" #6 D1 #6 D1 3 4 DETAIL A CLOSURE POUR DETAIL 3'-3" 2'-6" SPLICE #6 D1 PROJECTION PROJECTION 2'-8" (TYP.)3'-3" 4'-0" CLOSURE POURSTAGE II STAGE I 3 #4 B1 BARS 6'-0" S-7 @ 1'-6" CTS. 4"6 #5 B2 BARS4" @ 8" CTS. CONST. JT. CONST. JT. 30'-0" (OUT TO OUT) 9'-5" (STAGE II)4'-0"16'-7" (STAGE I) 3"3" FLANGE @ { BRG. TO BOTT. OF TOP @ { BRG. 2•" BUILD-UP SHEET 1 OF 3 #5 "A" @ 6" CTS. #5 "A" @ 6" CTS. #5 "A" @ 6" CTS. #5 "A" @ 6" CTS. 1 & 2) (TYP. BAY OF SLAB) (BOTTOM 1'-0"1'-0"11"8•"11"8•"2 - 1" GROOVES 2 - 1" GROOVES 6 #4 B1 @ 1'-6" CTS. 1'-5"3•"3•"13 #4 B1 @ 1'-4" CTS. (SEE PLAN OF SPANS) @ 8" CTS. 3 #5 B2 6'-1"7" 9 #5 B2 @ 8" CTS. (TYP. BAY 4 & 5) (BOTTOM OF SLAB) 26'-10" (CLEAR ROADWAY) @ 8" CTS. 3 #5 B2 #4 B1 32" ALASKA RAIL (TYP.) 3•" HIGH B.B. 4‚" HIGH B.B. POUR DETAIL" SEE "CLOSURE 6"6" 7/19 7/19 CHORD MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. CONCRETE IN THE SLAB HAS BEEN CAST AND HAS REACHED A THE CURB AND END POST SHALL NOT BE CAST UNTIL ALL METAL STAY-IN-PLACE FORM WORKING DRAWINGS. APPROPRIATE, ON EITHER THE STEEL WORKING DRAWINGS OR THE CONNECTOR PLATES. THE PROPOSAL SHALL BE INDICATED, AS FORM SUPPORTS OR FORMS AND BEAM/GIRDER STIFFENERS OR FOR AVOIDING INTERFERENCE BETWEEN METAL STAY-IN-PLACE THE CONTRACTOR MAY, WHEN NECESSARY, PROPOSE A SCHEME OF THE REMOVABLE FORM. OF "A" BARS A CLEAR DISTANCE OF 2•" ABOVE THE TOP @ 4'-0" CTS. WITH A HEIGHT TO SUPPORT THE BOTTOM MAT PROVIDE CONTINUOUS HIGH CHAIRS FOR METAL DECK (C.H.C.M.) BOTTOM MAT OF "A" BARS. WHEN USING REMOVABLE FORMS, ATOP THE METAL STAY-IN-PLACE FORMS TO SUPPORT THE PROVIDE 1‚" HIGH BEAM BOLSTERS UPPER AT 4'-0" CTS.2•" CL.0.04 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON SUPERSTRUCTURE TYPICAL SECTIONS CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 2/19 MGC GRADE POINT 6'-8"6'-8"6'-0"3'-1"3'-1"2'-3"2'-3" -L- 15'-0"15'-0" 1'-7"1'-7" CLOSURE POUR 2'-0"2'-0"VARIES 6" 6" 1 2 3 4 5 6 (LEVEL) CONST. JT. (LEVEL) CONST. JT. CONST. JT. TYPICAL SECTION AT END BENT DIAPHRAGMS * ** * * * * ** 2" B.B. @ 5'-0" CTS. 7- #4 S1 @ 1'-0" CTS. STAGE II STAGE I4'-0" CLOSURE POUR 3 4 6'-0" CLOSURE POUR DETAIL OVER GIRDER 6 3 #5 K1 OVER GIRDER 5 3 #5 K2 OVER GIRDER 4 3 #5 K3 OVER GIRDER 3 3 #5 K4OVER GIRDER 1 3 #5 K6 OVER GIRDER 2 3 #5 K5 4-#5 S1 @ 1'-0" CTS. 2" B.B. @ 4'-0" CTS. CONST. JT. CONST. JT. OVER GIRDER 4 3 #5 K3OVER GIRDER 3 3 #5 K4 FORMS (TYP.) METAL STAY-IN-PLACE (ALONG SKEW) (ALONG SKEW) 2" B.B. @ 2'-0" CTS. S-8 SHEET 2 OF 3 2 - 1" GROOVES 2 - 1" GROOVES11"8•"11"8•"30'-0" (OUT TO OUT) 9'-5" (STAGE II)4'-0"16'-7" (STAGE I) 26'-10" (CLEAR ROADWAY) (TYP. BAY 4 & 5) (ALONG SKEW) (STAGE I) (TYP. BAY 4 & 5) (ALONG SKEW) (ALONG SKEW) 3-#4 S1 @ EQUAL SPACES 32" ALASKA RAIL (TYP.) POUR DETAIL" SEE "CLOSURE CHORD 7/19 7/19 0.04 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW MGC 2/19 END BENT DIAPHRAGM PLAN 2•" CLR.8" SLAB1'-3"METAL FORMS STAY-IN-PLACE METAL FORMS STAY-IN-PLACE B.B.U. 1‚" HIGH B.B.U. 1‚" HIGH @ 3'-0" CTS. 1•" B.B.U. @ 3'-0" CTS. 1•" B.B.U. "A" BARS "B" BARS "A" BARS "B" BARS 3•" CL. TO S1 2" CL. TO S1 APPROACH SLAB" SEE "BRIDGE * #4 S1 * AND STIRRUPS. CLEAR REINFORCING STEEL SLIGHTLY, AS NECESSARY, TO #5 "G" BAR MAY BE SHIFTED BOTT.FLANGE3'-3" 3-#5 "K" BARS 1'-8•" { BEARING 2" HIGH B.B. DIAPHRAGM BACKWALL2'-2•" DIAPHAGRMPILESFOR SHEETSTEP DOWN3"1'-0"1'-6"3'-3" CAP5'-0" = TOTAL CAP WIDTH2'-3Œ"S-9 SHEET 3 OF 3 CONN. } SUPERSTRUCTURE DETAILS TYPICAL SECTION FILL FACE { JOINT FILL FACE #5 "G" SECTION THRU END BENT DIAPHRAGM SECTION THRU INTERMEDIATE DIAPHRAGM 2'-2•" SHEET APPROACH SLAB DETAILS" DETAILS, SEE "BRIDGE FOR FOAM JOINT SEAL END STIFFENER1" FORMED OPENINGBEARING{ 7/19 7/19 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 MGC SUPERSTRUCTURE S-1015'-0"1'-7"4 5 6 GUTTER LINE 73 #5 A1 @ 6" CTS. (TOP OF SLAB) 73 #5 A2 @ 6" CTS. (BOTTOM OF SLAB) #5 A101 THRU A128 @ 6" CTS. (TOP OF SLAB) #5 A201 THRU A228 @ 6" CTS. (BOTT. OF SLAB) #5 A228 THRU A201 @ 6" CTS. (BOTT. OF SLAB)15'-0"1'-7"6" 6" 3'-3•"3•"3•"13 #4 B1 @ 1'-4" CTS.(2-BAR RUNS) (TOP OF SLAB)56'-0" (FILL FACE @ END BENT #1 TO FILL FACE @ END BENT #2)8"8" 7" (TOP AND BOTTOM OF SLAB) 6'-7•"94 #6 D1 @ 6" CTS. #5 A2 #5 A1 OR #5 A2 #5 A1 OR#5 A201 #5 A101 OR #5 A201 #5 A101 OR #5 A228 #5 A128 OR #5 A228 #5 A128 OR SEE " DETAIL A" DETAIL A END BENT 1 FILL FACE AT SEE " DETAIL B" DETAIL B END BENT 2 FILL FACE AT CONST. JT. CONST. JT.1'-0•"1'-0•" OVER GDR. 6 3 #5 K1 OVER GDR. 5 3 #5 K2 OVER GDR. 4 3 #5 K3 OVER GDR. 5 3 #5 K2 OVER GDR. 6 3 #5 K1 OVER GDR. 4 3 #5 K3 * * * #5 G1 #5 G1 #5 B2 PLAN OF SPAN A STAGE I STAGE I PLAN OF SPAN A30'-0" (OUT TO OUT)16'-7" (STAGE I) 1'-0•"1'-0•"1'-5•" 1'-5•" (BOTTOM OF SLAB) 3 #5 B2 @ 8" CTS. (TYP. EA. BAY) (BOTTOM OF SLAB) 9 #5 B2 @ 8" CTS. A1 OR A2 TO FIRST CURB8"3'-3…"20'-2ˆ"22'-3ˆ"1'-2…"@ END BENT 1 { JOINT @ END BENT 2 { JOINT END BENT 1 FILL FACE AT END BENT 2 FILL FACE AT WP 1 WP 2 #5 A128 THRU A101 @ 6" CTS. (TOP OF SLAB) WP 1 WP 2 CHORD CHORD 7/19 7/19 SHEET 1 OF 2 (TO CHORD) (TYP.) 135° 00' 00" (TYP. INTERIOR BAYS) 7- #4 S1 @ 1'-0" CTS. (ALONG SKEW) 2'-2•" END BENT DIAPHRAGM CHORD CONST. JT. 2'-2•" END BENT DIAPHRAGM FOR ADDITIONAL STEEL REINFORCING AND ANCHOR ASSEMBLIES, SEE ``PLAN OF PARAPET FOR 32" ALASKA RAIL" SHEET. 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 MGC S-114'-0"1'-7"POURCLOSURE 1 2 3 GUTTER LINE 87 #5 A3 @ 6" CTS. (TOP OF SLAB) 87 #5 A4 @ 6" CTS. (BOTTOM OF SLAB)#5 A401 THRU A414 @ 6" CTS. (BOTT. OF SLAB) #5 A301 THRU A314 @ 6" CTS. (TOP OF SLAB) #5 A314 THRU A301 @ 6" CTS. (TOP OF SLAB) #5 A414 THRU A401 @ 6" CTS. (BOTT. OF SLAB)7'-10"6" 6" SUPERSTRUCTURE3"3"6"6"56'-0" (FILL FACE @ END BENT #1 TO FILL FACE @ END BENT #2)(TOP OF SLAB)(2-BAR RUNS) @ 1'-6" CTS.6 #4 B1 7" (TOP AND BOTTOM OF SLAB) 10'-0•"94 #6 D1 @ 6" CTS. #5 A4 #5 A3 OR #5 A4 #5 A3 OR #5 A401 #5 A301 OR #5 A401 #5 A301 OR #5 A414 #5 A314 OR #5 A414 #5 A314 OR SEE " DETAIL C" DETAIL C SEE " DETAIL D" DETAIL D END BENT 1 FILL FACE AT END BENT 2 FILL FACE AT CONST. JT. CONST. JT.1'-0•"1'-0•" OVER GDR. 3 3 #5 K4 OVER GDR. 2 3 #5 K5 OVER GDR. 1 3 #5 K6 OVER GDR. 1 3-#5 K6 OVER GDR. 2 3 #5 K5 OVER GDR. 3 3 #5 K4 (CLOSURE POUR) 4- #4 S1 @ 1'-0" CTS. (ALONG SKEW) #5 G2 #5 G26•"6•"#5 B2 4" 4""A" "B" "C" "D" "D" "E" "E" 6 #5 B2 @ 6" CTS (BOTT. OF SLAB) PLAN OF SPAN A STAGE II STAGE II PLAN OF SPAN A30'-0" (OUT TO OUT)(STAGE II)@ END BENT 1 { JOINT @ END BENT 2 { JOINT 1'-5•" 1'-5•"1'-0•"1'-0•"CURBTO FIRST A3 OR A48'-11‚"13'-3Ž"6'-10‚"13'-3Ž"END BENT 2 FILL FACE AT END BENT 1 FILL FACE AT 8"1'-5"SHEET 2 OF 2 7/19 7/19 WP 1 WP 2 WP 2 CHORDCHORD WP 1 (TO CHORD) (TYP.) 135° 00' 00" #4 B1 (BOTTOM OF SLAB) 3 #5 B2 @ 8" CTS. 3 #4 B1 @ 1'-6" CTS (2-BAR RUNS) (TOP OF SLAB) 4 #5 B2 @ 8" CTS (BOTT. OF SLAB) (BAY 1 & 2) (TYP. INTERIOR BAYS) 3- #4 S1 @ EQUAL SPACINGS (ALONG SKEW) 2'-2•" END BENT DIAPHRAGM CHORD CONST. JOINT 2'-2•" END BENT DIAPHRAGM "A" : "B" : "C" : "D" : "E" : 42 FOR ADDITIONAL STEEL REINFORCING AND ANCHOR ASSEMBLIES, SEE ``PLAN OF PARAPET FOR 32" ALASKA RAIL" SHEET. 16'-9•"9'-5"1'-7" -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON SUPERSTRUCTURE CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 3/19 MGC 4 5 6 1 2 3 6'-8"6'-8"6'-0"3'-1"3'-1"56'-0" (FILL FACE @ END BENT #1 TO FILL FACE @ END BENT #2)STAGE IISTAGE I49'-6" ({ BEARING TO { BEARING) 24'-9"24'-9" { BEARING { BEARING BEARINGS { BETWEEN S-12 7/19 7/19 WP 1 WP 2 FRAMING PLAN FRAMING PLAN END BENT 1 FILL FACE AT END BENT 2 FILL FACE AT (TO CHORD) (TYP.) 135° 00' 00"4'-4Š"4'-4Š"8'-5Ž"9‡"8'-7‚"9'-5„"(TYP.) DIAPHRAGM D2 INTERMEDIATE (TYP.) DIAPHRAGM D1 END BENT (TYP.) DIAPHRAGM D1 END BENT { BM 1 { BM 2 { BM 3 { BM 4 { BM 5 { BM 6 FIX E1, P1 EXP. E2, P2 6'-1"7"CHORD 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW MGC SUPERSTRUCTURE GIRDER ELEVATION W/ SHEAR STUD SPACING & STIFF. DETAILS BOTTOM FLANGE DETAIL 50'-7" 6•"6•" 28 ROWS OF ƒ" ~ x 5" SHEAR STUDS @ 1'-10" CTS. (3 STUDS PER ROW) = 84 STUDS PER GIRDER DRIP BEAD DETAILS DIRECTION OF FLOW VIEW A-ASECTION ‚" ‚" •" x 1" } ‚" ‚" •" x •" } (TYP.) (TYP.) (TYP.) (TYP.) (TYP.) •" x 1" } BEAD WELD AND DRIP BETWEEN FILLET OR STEEL EPOXY SILICONE CAULK A A 3 1 (TYP.) PART PLAN - BOTTOM FLANGE { BEARING (TYP.) DRIP BEAD (TYP.) DRIP BEAD FLOW DIRECTION OF 5'-0" |5'-0" | 1" ‚" | „" ‚" | „" ‚" | „" 1" CL. W 27 X 129 END BENT 2 2" (TYP.) END BENT 1 { BEARING 3 1 (TYP.)2" (TYP.)BELOW) (SEE DETAILS DRIP BEAD 5'-0" | (TYP. EA. END) TO DRIP BEAD 6•"6•"2'-9"2'-9"3'-3" 3'-3" (TYP.) END BENT DIAPHRAGM (TYP.) END BENT DIAPHRAGM 49'-6" ({ BEARING TO { BEARING) DETAIL A5"3"3" STUDS { ƒ" ~ x 5" DIRECTION OF FLOW DIRECTION OF FLOW ( SEE DETAIL "A" ) S-13 SHEET 1 OF 3 3/19 7/19 7/19 49'-6" @ END BENT 1 { BEARING @ END BENT 2 { BEARING END BENT 2 FILL FACE AT END BENT 1 FILL FACE AT STRUCTURAL STEEL END STIFFENER †" x 4•"†" CONN. } END STIFFENER †" x 4•" †" CONN. } †" CONN. } †" CONN. } @ END BENT 1 { BEARING @ END BENT 2 { BEARINGEND STIFFENER †" x 4•" END STIFFENER †" x 4•" †" CONN. } †" CONN. } †" CONN. } †" CONN. } (TYP.) †" GUSSET } (TYP.) †" GUSSET } 42 ‚" | „"‚" | „"(TYP.)(TYP.)TYPICAL STIFFENER OR CONNECTOR PLATE CONNECTIONS Š Š Š Š(TYP.)END OF WELD END OF WELD (TYP.)* * A CONNECTOR PLATE STIFFENER IS USED AS WELD ONLY WHEN WELD TERMINATION DETAIL Š Š 4"NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON SUPERSTRUCTURE DETAILS STRUCTURAL STEEL S-14 (TYP.) END OF WELD GUSSET } TYPICAL GUSSET PLATE CONNECTION OR ANGLE CHANNEL WELD TERMINATION DETAILS ‚" | „" CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW MGC 3/19 SHEAR STUD DETAIL4"1•" { STUD SHEAR STUD ƒ" ~ x 4" (TYP. EACH END BENT DIAPHRAGM) WELD DETAILS STIFFENER/CONNECTOR PLATE DETAILS") (SEE "WELD TERMINATION WELDED CONECTION CONNECTION BOLTED STRUCTURAL STEEL NOTES : OTHERWISE NOTED. ALL DIMENSIONS SHOWN ARE HORIZONTAL OR VERTICAL UNLESS UNLESS OTHERWISE NOTED. ALL FIELD CONNECTIONS TO BE ‡" DIA. HIGH STRENGTH BOLTS FORM WORKING DRAWINGS. EITHER THE STEEL WORKING DRAWINGS OR THE METAL STAY-IN-PLACE PLATES. THE PROPOSAL SHALL BE INDICATED, AS APPROPRIATE, ON SUPPORTS OR FORMS AND BEAM/GIRDER STIFFENERS OR CONNECTOR AVOIDING INTERFERENCE BETWEEN METAL STAY-IN-PLACE FORM THE CONTRACTOR MAY, WHEN NECESSARY, PROPOSE A SCHEME FOR MARK D1 - END BENT DIAPHRAGM MARK D2 - INTERMEDIATE DIAPHRAGM @ 1'-0" CTS. ALONG SKEW TOP OF SLAB TOP OF SLAB { C 12x20.7{ C 12x20.7 2" 2" H.S. BOLTS { ‡" ~ H.S. BOLTS { ‡" ~ 2" 2" @ 3" 2 SPA. @ 3" 2 SPA.4"4"(TYP.)(TYP.)(TYP.) †" CONN. } END STIFFENER 7/19 7/19 (TYP.) GUSSET } (TYP.)& CONN. } †" END STIFFENER STIFFENER END 1•" CLIP1•" CLIP Š Š WEB END STIFFENER CONN. } OR GUSSET } C 12x20.7 C 12x20.7 SHEET 2 OF 3 OTHERWISE NOTED ON THE PLANS. SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OF THE STRUCTURAL STEEL SHOP COATINGS PROGRAM AND AND PAINTED IN ACCORDANCE WITH SYSTEM 5 OR SYSTEM 6 ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 50W THE BEAM AND SHALL BE PLUMB. END STIFFENERS ARE TO BE PLACED NORMAL TO THE WEB OF 440-8 OF THE STANDARD SPECIFICATIONS. DIRECT TENSION INDICATOR WASHERS IN ACCORDANCE WITH ARTICLE TENSION ON THE ASTM A325 BOLTS SHALL BE CALIBRATED USING ENDS OF BEAMS SHALL BE PLUMB. ACCORDANCE WITH ARTICLE 1072-9 OF THE STANDARD SPECIFICATIONS. A CHARPY V-NOTCH TEST IS REQUIRED ON ALL BEAM SECTIONS IN AT NO ADDITIONAL COST TO THE DEPARTMENT. PLATES MAY BE USED IN LIEU OF THE DIAPHRAGM WITH BOLTED ANGLES AT THE CONTRACTOR'S OPTION, THE DIAPHRAGM WITH THE WELDED GUSSET STAGES HAVE BEEN POURED. PLATES SHALL BE LEFT LOOSE FOR PURPOSE OF ADJUSTMENT UNTIL BOTH NUTS AND BOLTS FOR CONNECTING CLOSURE BAY DIAPHRAGMS TO CONNECTOR DEAD LOAD IS APPLIED. DEAD LOAD FIT UP. BEAMS SHALL BE PLUMB AFTER THE FULL AMOUNT OF FABRICATORS SHALL DETAIL DIAPHRAGM MEMBERS AND CONNECTIONS FOR FULL NEEDLE BEAM TYPE SUPPORTS ARE REQUIRED FOR THE OVERHANG FALSEWORK. END STIFFENERS ARE NOT REQUIRED ON THE OUTSIDE OF THE EXTERIOR BEAMS. ƒ" ~ x 4" STUDS CONN. } 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 3/19 MGC SUPERSTRUCTURE SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 S-15 BEAM 1 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.006 0.001 0.132 „" SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 Š"…"•"•"•"…"Š" BEAM 2 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. „" 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.008 0.005 0.000 0.156 „" SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 ‚"…"‹"‹"‹"…"‚" BEAM 3 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. „" 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.007 0.005 0.000 0.140 „" SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 Š"‹"•"•"‹"Š" BEAM 4 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. ‰" 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.007 0.003 0.163 ‰" SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 Š"‹"•"Œ"•"‹"Š" BEAM 5 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. ‰" 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.008 0.003 0.170 ‰" SPAN A .2 .4 .6 .8 DEFLECTION DUE TO WEIGHT OF SLAB DEFLECTION DUE TO WEIGHT OF ALASKA RAIL TOTAL DEAD LOAD DEFLECTION REQUIRED CAMBER TENTH POINTS .1 .3 .5 .7 .9 Š"‹"•"•"‹"Š" BEAM 6 DEAD LOAD DEFLECTIONS DEFLECTION DUE TO WEIGHT OF BEAM * { BRG.{ BRG. ALL VALUES ARE SHOWN IN FEET (DECIMAL FORM) EXCEPT ``REQUIRED CAMBER'', WHICH IS SHOWN IN INCHES (FRACTION FORM). * INCLUDES SLAB, BUILD-UP AND STAY-IN-PLACE FORMS. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.007 0.003 0.162 ‰" 0.007 0.012 0.002 0.249 ‚"Š"…"‹"…"„" 0.009 0.016 0.003 0.341 0.011 0.018 0.004 0.399 Š"‚" 0.012 0.019 0.004 0.419 0.011 0.018 0.004 0.399 0.009 0.016 0.003 0.341 0.007 0.012 0.002 0.249 0.004 0.006 0.001 0.132 0.015 0.010 0.000 0.295 0.020 0.013 0.000 0.404 0.024 0.015 0.000 0.000 0.473 0.025 0.016 0.497 0.024 0.015 0.000 0.473 0.020 0.013 0.000 0.404 0.015 0.010 0.000 0.295 0.008 0.005 0.000 0.156 0.012 0.010 0.000 0.265 0.017 0.013 0.000 0.363 0.020 0.016 0.000 0.425 0.021 0.016 0.000 0.447 0.020 0.016 0.000 0.425 0.017 0.013 0.000 0.363 0.012 0.010 0.000 0.265 0.007 0.005 0.000 0.140 0.007 0.013 0.006 0.308 0.009 0.017 0.008 0.422 0.011 0.020 0.010 0.494 •" 0.012 0.021 0.010 0.519 0.011 0.020 0.010 0.494 0.009 0.017 0.008 0.422 0.007 0.013 0.006 0.308 0.004 0.007 0.003 0.163 0.007 0.014 0.005 0.321 0.009 0.020 0.007 0.439 0.011 0.023 0.009 0.514 0.012 0.024 0.009 0.540 0.011 0.023 0.009 0.514 0.009 0.020 0.007 0.439 0.007 0.014 0.005 0.321 0.004 0.008 0.003 0.170 0.007 0.013 0.006 0.306 0.009 0.018 0.008 0.419 0.011 0.021 0.009 0.491 •" 0.012 0.022 0.010 0.515 0.011 0.021 0.009 0.491 0.009 0.018 0.008 0.419 0.007 0.013 0.006 0.306 0.004 0.007 0.003 0.162 ‰" SHEET 3 OF 3 DEAD LOAD DEFLECTIONS 0 0 0 0 0 0 0 0 0 0 0 0 8/19 8/19 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON 12 GAGE STEEL }‰'' STEEL } ELASTOMER ‰'' RIB ( TYP.)‚''„'' ( TYP.) „'' ALL AROUND ‚''1 ƒ''8''.381''.381''E2 ``P'' PLAN VIEW OF ELASTOMERIC BEARING1'-5''8''8'' 4''4''4''4'' FIXED EXPANSION END VIEW TYPICAL SECTION OF ELASTOMERIC BEARINGS 1'-10''2 •" WITH STANDARD WASHER EXTENDING „'' ABOVE SOLE } 2'' • PIPE SLEEVE SLOTS À 2 Œ'' X 3 ƒ'' À BEAM 1 •° MOLD DRAFT 2 •''E1 ``P'' (TYP.) SWEDGE 15" BRIDGE SEAT (TYP.) 4" THREAD HOLES À 1 •'' • CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : JMB 1 1/87 CHECKED BY : ARB 1 1/87 REV. 10/1/11 MAA/GM REV. 6/13 AAC/MAA REV. 12/17 MAA/THC DETAILS ELASTOMERIC BEARING STANDARD STD. NO. EB1 NOTES APPROVAL. DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND THE CONTRACTOR MAY PROPOSE ALTERNATE METHODS, PROVIDED 1. AND END ROTATION: RESET ELASTOMERIC BEARINGS DUE TO GIRDER TRANSLATION PROCEDURE, WHICH MAY BE REQUIRED BY THE ENGINEER, TO THE CONTRACTOR'S ATTENTION IS CALLED TO THE FOLLOWING 60° F. THIS OPERATION SHALL BE PERFORMED AT APPROXIMATELY AS NEARLY AS PRACTICAL ABOUT THE BEARING STIFFENER. JACKED AND THE ELASTOMERIC BEARING SLOTS CENTERED ONCE THE DECK HAS CURED, THE GIRDERS SHALL BE S-16 NMW 3/19 MGC SERVICE LOADS MAXIMUM ALLOWABLE D.L.+L.L. (NO IMPACT) TYPE I TYPE I SOLE PLATE DETAILS ( ``P'' ) Š" Š" Š" Š" ANCHOR BOLTS 1 ƒ'' • x 1'-11•" PROVISIONS. FOR STEEL REINFORCED ELASTOMERIC BEARINGS, SEE SPECIAL AASHTO M251. HAVE A SHEAR MODULUS OF 0.160 KSI, IN ACCORDANCE WITH THE ELASTOMER IN THE STEEL REINFORCED BEARINGS SHALL STRAIGHT. ALL SURFACES OF BEARING PLATES SHALL BE SMOOTH AND DAMAGE THE ELASTOMER. DOES NOT EXCEED 300°F. TEMPERATURES ABOVE THIS MAY MEANS, TO ENSURE THAT THE TEMPERATURE OF THE SOLE PLATE USE TEMPERATURE INDICATING WAX PENS, OR OTHER SUITABLE WHEN FIELD WELDING THE SOLE PLATE TO THE GIRDER FLANGE, BOLTS, NUTS AND WASHERS. SHOP INSPECTION IS REQUIRED. AASHTO M293. SHOP DRAWINGS ARE NOT REQUIRED FOR ANCHOR AASHTO M292-2H. WASHERS SHALL MEET THE REQUIREMENTS OF NUTS SHALL MEET THE REQUIREMENTS OF AASHTO M291-DH OR ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A449. SPECIFICATIONS. GALVANIZED IN ACCORDANCE WITH THE STANDARD GALVANIZED. ANCHOR BOLTS, NUTS AND WASHERS SHALL BE SHALL BE AASHTO M270 GRADE 50W AND SHALL NOT BE FOR AASHTO M270 GRADE 50W STRUCTURAL STEEL, SOLE PLATE THE SEVERAL PAY ITEMS. THE PAYMENT FOR THE PIPE SLEEVES SHALL BE INCLUDED IN REQUIREMENTS OF ASTM D1785. PLASTIC PIPE. THE PVC PLASTIC PIPE SHALL MEET THE THE 2'' • PIPE SLEEVE SHALL BE CUT FROM SCHEDULE 40 PVC BURRED WITH A SHARP POINTED TOOL. • TURN. THE THREAD OF THE NUT AND BOLT SHALL THEN BE ARE TO BE TIGHTENED FINGER TIGHT AND THEN BACKED OFF AT ALL FIXED POINTS OF SUPPORT, NUTS FOR ANCHOR BOLTS 1'-5''HOLES À 1 •'' • 10" 5"5" 10" 5"5"1'-11''3"10" 5"5" 10" 5"5" SLOTS À 2 Œ'' X 5''1‚"1‚"3"7/19 ( 6 REQ'D ) P1 FIX. ( 6 REQ'D ) P2 EXP. ( 6 REQ'D ) E1 ( 6 REQ'D ) E2 105 k 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON 3'-9" SUPERSTRUCTURE CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 3/19 MGC 1'-4"4'-6"4'-6"7'-8ƒ"7'-8ƒ"7'-8ƒ"4'-6"4'-6" 4'-6"4'-6"7'-8ƒ"7'-8ƒ"7'-8ƒ"4'-6"4'-6" 1'-4" 1'-4"1'-4" 17'-8‹"17'-7ƒ"17'-8‹" 17'-8‹"17'-7ƒ"17'-8‹" 4'-2Ž"5'-9Ž" 4'-2Ž"5'-9Ž"15'-0"15'-0"44 #4 S2 @ 1'-0" CTS. 44 #4 S2 BARS @ 1'-0" CTS. -L- (2-BAR RUN) IN CURB & END POST 2 #4 B12 BARS (2-BAR RUN) IN CURB & END POST 2 #4 B12 BARS (2-BAR RUN) IN CURB & END POST 2 #4 B12 BARS (2-BAR RUN) IN CURB & END POST 2 #4 B12 BARS IN CURB (2-BAR RUN) 2 #4 B12 BARS IN CURB (2-BAR RUN) 2 #4 B12 BARS { POST ANCHOR ASSEMBLY { POST ANCHOR ASSEMBLY ANCHOR ASSEMBLY @ 6" CTS. EACH 6 #5 A10 BARS ANCHOR ASSEMBLY @ 6" CTS. EACH 6 #5 A10 BARS 5 SPA. (TYP.) @ 6" CTS. 5 SPA. (TYP.) @ 6" CTS. (TYP.) MAT'L. IN CURB { •" EXP. JT. (TYP.) MAT'L. IN CURB { •" EXP. JT. LINE GUTTER 10"10"ASSEMBLY { POST ANCHOR ASSEMBLY { POST ANCHOR S-17 3" (TYP.) 3" (TYP.) 3" (TYP.) 3" (TYP.)1'-7" CURB1'-7" CURBSTAGE II STAGE I 30'-0" (OUT TO OUT)END BENT 1 FILL FACE AT END BENT 2 FILL FACE AT 32" ALASKA RAIL PLAN OF CURB FOR PLAN OF CURB FOR 32" ALASKA RAIL 7/19 7/19 SHEET 1 OF 2 3'-9" 3'-9"3'-9" END POST END POST END BENT 2 { JOINT @ END BENT 1 { JOINT @ END POST END POST NOTE: #4 S2, #4 S3, & #5 A10 BARS ARE INCLUDED IN THE SUPERSTRUCTURE BILL OF MATERIAL LINE GUTTER SHEET 2 OF 2 SEE END POST DETAILS, CHORD 53'-0†" ({ JOINT @ END BENT 1 TO { JOINT @ END BENT 2) 42 2'-10•"1'-9"1'-7"2" CLR.ANCHOR ASSEMBLY { GUARDRAIL 8•"JT. CONST.CURB(EA. FACE)@ 7•" CTS.2 #4 B12 #7 E1 2'-2"8•"1'-9"2'-2"2'-10•"4"10"4"5•"2•" ANCHOR ASSEMBLY { GUARDRAIL(EA. FACE)@ 7•" CTS.1'-0" CTS. #4 S2 @ RAIL BRACKET { CONC. INSERTS FOR (EA. FACE) (EA. FACE) #6 "F" ELEVATION CURB AND END POST FOR 32" ALASKA RAIL END VIEW PLAN OF CURB PLAN OF END POST SLIGHTLY TO AVOID GUARDRAIL ANCHOR ASSEMBLY. REINFORCING STEEL IN END POST MAYBE SHIFTED 3'-9" END POST 3'-9" END POST 1'-6"1"(EA. FACE) #4 B12 3'-9" 2•"5-#7 E1 @ 9•" CTS. (EA. FACE) 1'-10"7"1'-6"1"ANCHOR ASSEMBLY { GUARDRAIL RAIL BRACKET { CONC. INSERTS FOR 10" 1" ASSEMBLY ANCHOR À POST ASSEMBLY POST ANCHOR À POST AND POST LOCATION SIDE VIEW AT AT EACH POST ASSEMBLY) (SHOWING ADDITIONAL A10 BARS 6"3" 3" 3" CHAMFER CHAMFER ƒ" ƒ" CONST. JT. S S WHEN SLIP FORM IS USED) (NOTE: OMIT EXP. JT. MAT'L. PLACE WITH GALVANIZED NAILS. À •" EXP. JT. MAT'L HELD IN ELEVATION AT EXPANSION JOINTS IN CURB SECTION S-S WHEN SLIP FORM IS USED ) ( THIS IS TO BE USED ONLY AT DAM IN OPEN JOINT 4" NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 4/19 MGC 32" ALASKA RAIL DETAILS FOR CURB AND END POST 4 #4 S3 @ 1'-0" CTS.2•" ALASKA 2-#4 B12 1'-6" 1'-7"2•"3" #5 A102" MIN.5 #4 S3 @ 1'-0" CTS.2•"2" CL.#4 S2 @ 1'-0" CTS. 3" 6 #5 A10 BARS S-18 (TYP.) EA. ANCHOR ASSEMBLY) @ 6" CTS. (TYP. RAIL CURB SECTION BAR SIZE TYPE LENGTH WEIGHT CLASS AA CONCRETE * EPOXY COATED REINFORCING STEEL *STRB12 *STRE1 #4 #7 10'-8" 2'-8" 12 22 *STRF1#6 3'-7"8 NUMBER 307 LBS BILL OF MATERIAL FOR END POSTS AND CURB STAGE I 86 43 120 3.7 CY8•"ANCHOR PLATE #4 S2 #4 S2 BAR 4'-2Ž" #4 B12 CONST. JT. #6 F1 #6 F2 3"3 #6 "F"1'-0" CTS. #4 S3 @ 3 #6 "F"CONST. JT. #7 E1 @ 9•" CTS. 6 #7 E1 @ 9•" CTS. (EA. FACE) 1'-0" CTS. #4 S3 @ OR F2 #6 F1 NOTES *STRF2#6 4'-10"8 58 BAR SIZE TYPE LENGTH WEIGHT CLASS AA CONCRETE * EPOXY COATED REINFORCING STEEL *STRB12 *STRE1 #4 #7 10'-8" 2'-8" 12 22 *STRF1#6 3'-7"8 NUMBER 307 LBS BILL OF MATERIAL FOR 86 43 120 3.7 CY *STRF2#6 4'-10"8 58 END POSTS AND CURB STAGE II 10 FEET IN LENGTH. CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN OF CURB SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT SHALL BE LOCATED AT EACH THIRD POINT BETWEEN CURB EXPANSION 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT ALL EXPOSED FACES OF THE CURB AND IN ACCORDANCE WITH ARTICLE GROOVED CONTRACTION JOINTS, •'' IN DEPTH, SHALL BE TOOLED IN REQUIRED. IS 18.6 KIPS. FIELD TESTING FOR THE ADHESIVE BONDING SYSTEM IS NOT SYSTEM, AFTER SAWING THE JOINT. THE YIELD LOAD FOR THE #4 S3 BARS THE #4 S3 BARS SHALL BE INSTALLED, USING AN ADHESIVE ANCHORING ALL REINFORCING IN THE CURB AND END POSTS SHALL BE EPOXY COATED. THE CURB. THE JOINT IN THE DECK SHALL BE SAWED PRIOR TO THE CASTING OF STRENGTH OF 3000 PSI. IN THE SLAB HAS BEEN CAST AND HAS REACHED A MINIMUM COMPRESSIVE THE CURB AND END POST SHALL NOT BE CAST UNTILL ALL CONCRETE 7/19 7/19 SHEET 2 OF 2 { JOINT 1'-7"{ JOINT 1'-7"THE CONST. JT. 11" MIN. ABOVE TO PROJECT ANCHOR BOLTS X 1'-8" 4- ‡" ~ 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON ELEVATION NOTE : FOR ATTACHMENT OF METAL RAIL TO END POST, SEE STANDARD NO. BMR9. 1'-4"1'-4" 10'-0" MAX CURB 10•" SEE ``RAIL POST SPACINGS AND END OF RAIL DETAILS'' SHEET SPLICE NOT @ EXP. JT. 1" NOTES GENERAL NOTES BE SPLICED AS DETAILED. PANEL LENGTHS OF RAIL SHALL BE ATTACHED TO A MINIMUM OF THREE POSTS. RAILING SHALL BE CONTINUOUS FROM END POST TO END POST OF BRIDGE. EACH JOINT IN RAIL LENGTH SHALL CERTIFIED MILL REPORTS ARE REQUIRED FOR RAILS AND POSTS. SHOP INSPECTION IS NOT REQUIRED. METAL RAIL POSTS SHALL BE SET NORMAL TO CURB GRADE. SHIMS SHALL BE USED AS NECESSARY FOR POST ALIGNMENT. APPEARANCE OF THE POST, BUT REMAINS VISIBLE AFTER RAIL PLACEMENT. ON EACH POST. THE METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE TO INSURE FUTURE IDENTIFICATION OF THE FABRICATOR, A PERMANENT IDENTIFYING MARK SHALL BE PLACED GALVANIZED STEEL RAILS MATERIAL AND GALVANIZING ARE TO CONFORM TO THE FOLLOWING SPECIFICATIONS: SPECIFICATIONS TT-P-641. RICH PAINT MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION MIL-P-26915 USAF TYPE 1, OR OF FEDERAL THE CUT ENDS OF GALVANIZED STEEL RAILING, AFTER GRINDING SMOOTH SHALL BE GIVEN TWO COATS OF ZINC LIN. FT. ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH. REQUIRED AT MIDPOINT OF CURB SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS BE LOCATED AT EACH THIRD POINT BETWEEN CURB EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS AND IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL GROOVED CONTRACTION JOINTS, •" IN DEPTH, SHALL BE TOOLED IN ALL EXPOSED FACES OF THE CURB LOCKWASHERS, AND NUTS. THE RAIL SECTIONS SHALL BE ATTACHED TO THE POSTS BY TWO THREADED ƒ" ~ WELDED STUDS, PLATE WASHERS, STEEL-GALVANIZED TO AASHTO M111. POST, POST BASES, ANCHOR PLATES AND RAIL SPLICE TUBES: AASHTO M270 GRADE 36 STRUCTURAL FOR END OF RAIL TO CLEAR FACE OF CONCRETE END POST DIMENSION, SEE STANDARD NO. BMR9. GENERAL NOTES AND THE FOLLOWING SPECIFICATIONS. ALUMINUM RAIL WILL NOT BE AN OPTION. METAL RAIL SHALL BE GALVANIZED STEEL IN ACCORDANCE WITH THE REQUIREMENTS OF THE RAILS: ASTM A500 GRADE B - GALVANIZED TO AASHTO M111. WELDED RAIL STUDS: ASTM A108-GALVANIZED TO AASHTO M111. CURVATURE IN A UNIFORM MANNER ACCEPTABLE TO THE ENGINEER. IN THE FIELD. IN EITHER EVENT, THE RAIL SHALL CONFORM WITHOUT BUCKLING OR KINKING TO THE REQUIRED THE CONTRACTOR MAY, AT HIS OPTION, HAVE THE REQUIRED CURVATURE IN THE RAIL FORMED IN THE SHOP OR CURVED RAIL USAGE: WHERE RAILS ARE TO BE USED ON BRIDGES ON HORIZONTAL AND/OR VERTICAL CURVATURE TO AASHTO M111. ASTM A563 DH, AND WASHERS TO ASTM F436,TYPE 1. ANCHOR BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED HIGH STRENGTH ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 105. HEAVY HEX NUTS SHALL CONFORM TO FOR 32" ALASKA RAIL, SEE THE STANDARD SPECIFICATIONS. 6•" SIDE ELEVATIONFRONT ELEVATION 2"6" 8"1'-11"DETAILS OF POST1'-11"1'-2"2•"W 8 X 24 2" 2" IN FLANGE SLOTS HORIZONTAL 1" X 1•" RAIL SPLICE DETAILS ‰"4‚"* * 4‚" ‰" ‚" } (TYP.) (TYP.) 5•"5" PLATE WASHER 2„" ‡"‡"‡"1ƒ"1‚" ‡" ~ HOLE‚"2„" PLAN ELEVATION TUBE RAIL SPLICE * * 1'-6"1"8•"7•"1'-2"ANCHOR PLATE DETAILS POST BASE DETAILS ANCHOR PLATE (LEVEL) CONST. JT. POST BASE 1'-0"4•"4•"1•"1•"PLAN 1'-0"ROADWAY FACE Š"6"POST ATTACHMENT DETAIL { PLATE 6"W 8 X 24 POST { PLATE & 5"5"1•"1•" 1'-1"1'-1" 6•"6•" PLAN 6" ~ HOLE …"1•"1"FRONT ELEVATION 1•"5"5" { PLATE SECTION THRU RAIL 1'-0"4•"4•"1•"1•"{ PLATE 5"5"1•"1•" 1'-1" 1•"1•" 1'-1" 5"5" { PLATE CHECKED BY : DATE : DATE : ASSEMBLED BY : ELEVATION 10" DRAWN BY : RWW 7/14 ~ HOLES { 1„" IN TWO PLACES (TYP.) ANCHOR BOLT HEAD PLATE TO EACH TACK WELD ANCHOR 1'-7" POST À W 8 X 24 { HSS 5 X 5 X Š" { HSS 5 X 5 X Š" HOLES { 1" ~ CHECKED BY : TMG 7/14 MAA/THCREV. 12/17 MAA/THCREV. 5/18 STANDARD 32" ALASKA RAIL SHEET 1 OF 2 STD. NO. BMR8 1'-1" NMW 4/19 MGC S-19 THE CONST. JT. 11" MIN. ABOVE TO PROJECT ANCHOR BOLTS x 1'-8" 4- ‡" ~ METAL RAIL LENGTH 7/19 87.71 * * -1" FOR SPLICE NOT AT EXPANSION JOINT. EDGES PRIOR TO GALVANIZING TO ASSURE FIT. TO MATCH INSIDE OF METAL RAIL. GRIND ALL * - DIMENSION AFTER GRINDING RADIUS ON CORNERS 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : RWW 7/14 CHECKED BY : TMG 7/14 MAA/THCREV. 12/17 MAA/THCREV. 5/18 (TYP.)2•"2•"À POST 2" (TYP.) 4" 2" (TYP.) { HSS 5 X 5 X Š" RAIL STUD DETAILS ‰" TYP. SLOTTED HOLES 2- ‡" X 2" METAL RAIL 1•" 6"8"•"4‹"4‚"Š"4‚"1‡"2"7" 9"2"4"2"8"1‡"2"INSERT TUBE METAL RAIL INSERT TUBE METAL RAIL THE METAL RAIL INSERT TUBE SHALL BE FABRICATED FROM ‚" PLATES.7"À RAIL POST 1'-4" 4•'' END POST FACE ROADWAY 2" RAIL SECTION ATTACHMENT BRACKET METAL RAIL ELEVATION PLAN RAIL SECTION AND 2'' O.D.WASHER ƒ'' • X 1†'' BOLT CONCRETE INSERT, À ƒ" STRUCTURAL RAIL STUDS ƒ" ~ WELDED RAIL STUDS 2-ƒ" ~ WELDED 1'-7"APPROX.4''FERRULE ELEVATIONPLAN * STRENGTH OF THE WIRE. FERRULE SHALL DEVELOP THE TENSILE * EACH WELDED ATTACHMENT OF WIRE TO CLOSED-END FERRULECONTACT POINTS ) R.P.W.( TYP.ALL WIRE STRUT .375'' ~ PLAN OF RAIL POST SPACINGS NOTES STRUCTURAL CONCRETE INSERT METAL RAIL TO END POST CONNECTION NOTES A. B. C. A. B. FERRULES SHALL ENGAGE A ƒ''• X 1†'' BOLT WITH 2'' O.D. WASHER IN PLACE. THE ƒ''• X 1†'' BOLT SHALL HAVE N. C. THREADS. THE ƒ'' STRUCTURAL CONCRETE INSERTS WITH BOLTS SHALL BE ASSEMBLED IN THE SHOP. THE ADHESIVE BONDING SYSTEM IS NOT REQUIRED. THAT APPLY TO THE ƒ'' • X 1†'' BOLTS SHALL APPLY TO THE ƒ'' • X 6•'' BOLTS. FIELD TESTING OF BOLTS WITH WASHERS SHALL BE REPLACED WITH ƒ'' • X 6•'' BOLTS AND 2'' O.D. WASHERS. ALL SPECIFICATIONS CONCRETE INSERT EMBEDDED IN THE END POST. IF THE ADHESIVE BONDING SYSTEM IS USED, THE ƒ'' • X 1†'' THE CONTRACTOR, AT HIS OPTION, MAY USE AN ADHESIVE BONDING SYSTEM IN LIEU OF THE STRUCTURAL EACH STRUCTURAL CONCRETE INSERT ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS: EACH METAL RAIL TO END POST CONNECTION SHALL CONSIST OF THE FOLLOWING COMPONENTS: ƒ'' STRUCTURAL CONCRETE INSERTS SHALL HAVE A WORKING LOAD SHEAR CAPACITY OF 4800 LBS. THE A MINIMUM TENSILE STRENGTH OF 90,000 PSI IS ACCEPTABLE. SHALL HAVE A MINIMUM TENSILE STRENGTH OF 100,000 PSI. AS AN OPTION, A ‹'' ~ WIRE STRUT WITH WIRE STRUT SHOWN IN THE STRUCTURAL CONCRETE INSERT DETAIL IS THE MINIMUM ALLOWABLE SIZE AND SHALL BE APPROVED BY THE ENGINEER.) CONFORM TO OR EXCEED THE MECHANICAL REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE MAY BE USED AS AN ALTERNATE FOR THE ƒ'' ~ X 1†'' GALVANIZED BOLT AND WASHER. THEY SHALL AND WASHER SHALL BE GALVANIZED. ( AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLT AND WASHER 1 - ƒ'' • X 1†'' BOLT WITH WASHER. BOLT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307. BOLT SHALL HAVE A MINIMUM LENGTH OF THREADS OF 1•''. FERRULE SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO M169, GRADE 12L14 AND AND SHALL BE GALVANIZED AFTER FABRICATION TO AASHTO M111. •'' METAL BRACKET PLATE AND ‚" METAL RAIL INSERT TUBE SHALL CONFORM TO AASHTO M270 GRADE 36 COMPLETE IN PLACE SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS. THE COST OF THE ƒ'' STRUCTURAL CONCRETE INSERT, THE •'' BRACKET PLATES, AND THE RAIL INSERT TUBES STANDARD END OF RAIL DETAILS AND RAIL POST SPACINGS FOR 32" ALASKA RAIL SHEET 2 OF 2 STD. NO. BMR9 NMW MGC 4/19 S-20 END POST END POST 3'-9"4'-6"4'-6"7'-8ƒ"7'-8ƒ"7'-8ƒ"4'-6"4'-6"1'-4"1'-4"3'-9" END POST END POST 1'-4"3'-9"4'-6"4'-6"7'-8ƒ"7'-8ƒ"7'-8ƒ"4'-6"4'-6"1'-4" PLAN - RAILS AND END POST STRUCTURAL CONCRETE INSERT METAL RAIL ATTACHMENT BRACKET 8 RAIL POSTS SPACED AS SHOWN 8 RAIL POSTS SPACED AS SHOWN 7/19 LEFT SIDE (STAGE I) RIGHT SIDE (STAGE II) 1'-7"3'-9"1'-7"42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON FOR METAL RAILS DETAILS GUARDRAIL ANCHORAGE STANDARD STD. NO. GRA3 CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : MAA 5/10 CHECKED BY : GM 5/10 REV. 1/15 MAA/TMG REV. 12/17 MAA/THC REV. 5/18 MAA/THC NMW MGC 4/19 PLAN GUARDRAIL ANCHOR ASSEMBLY DETAILS END VIEW À GUARDRAIL ANCHOR ASSEMBLY 11"1'-6"À 1ˆ" ~ HOLES (TYP.) ‚" HOLD-DOWN } ASSEMBLY ANCHOR À GUARDRAIL 1‚" ~ HOLE (TYP.)3•"3Ž"3Ž"3•"ANCHOR ASSEMBLY À GUARDRAIL 4"4"3 •"3 Ž"3 Ž"3 •"WASHERS (TYP.) WITH ROUND { ‡" ~ X 1'-9" BOLT 1'-7" ‚" HOLD-DOWN } * LOCATION OF GUARDRAIL ATTACHMENT SKETCH SHOWING POINTS OF ATTACHMENT 1'-10" 4" 4" ANCHOR ASSEMBLY { GUARDRAIL 4" 4" 1'-10" ANCHOR ASSEMBLY { GUARDRAIL PLAN LOCATION OF GUARDRAIL ANCHOR AT END POST (END BENT 1 SHOWN, END BENT 2 SIMILAR) TO THE SATISFACTION OF THE ENGINEER. WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED THE 1 ‚'' ~ HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS CLEAR ASSEMBLY BOLTS. THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE END POST TO COMPLETE IN PLACE, SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS. THE COST OF THE GUARDRAIL ANCHOR ASSEMBLIES WITH BOLTS, NUTS AND WASHERS SHARP POINTED TOOL. AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A ATTACHMENT, SEE SKETCH. GUARDRAIL IS TO BE ATTACHED TO THE END OF THE PARAPET. FOR POINTS OF THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH THE ENGINEER. REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE ‡'' ~ GALVANIZED BOLTS, BE GALVANIZED. AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS, NUTS CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL WITH AASHTO M111. FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER 7 - ‡'' ~ BOLTS WITH NUTS AND WASHERS. THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A ‚'' HOLD DOWN PLATE AND NOTES S-21 END VIEW (32" ALASKA RAIL) 1'-7" ASSEMBLY ANCHOR À GUARDRAIL 1'-9"6/19 @ EB 1 { JOINT @ EB 1 { JOINT @ EB 2 { JOINT 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON SUPERSTRUCTURE BILL OF MATERIAL CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : NMW 6/19 MGC MGC BAR NO.SIZE TYPE LENGTH WEIGHT STR. STR. STR. STR. A101 STR. A102 STR. A103 STR. A104 STR. A105 STR. A106 STR. A107 STR. A108 STR. A109 STR. A110 STR. A111 STR. A112 STR. A113 STR. A114 STR. A115 STR. A116 STR. A117 STR. A118 STR. A119 STR. A120 STR. A121 STR. A122 STR. A123 STR. A125 STR. A124 STR. A126 STR. A127 A128 BAR NO.SIZE TYPE LENGTH WEIGHT BAR NO.SIZE TYPE LENGTH WEIGHT STR. STR. * A201 A202 A203 A204 A205 A206 A207 A208 A209 A210 A211 A212 A213 A214 A215 A216 A217 A218 A219 A220 A221 A222 A223 A224 A225 A226 A227 A228 B1 B2 STR.G1 K1 K2 K3 S1 #5 16'-3" #5 16'-3"1,237 2 33#5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 15'-4" 14'-4" 13'-4" 12'-4" 11'-4" 10'-4" 9'-10" 9'-4" 8'-10" 8'-4" 7'-10" 7'-4" 6'-10" 6'-4" 5'-10" 5'-4" 4'-10" 4'-4" 3'-10" 3'-4" 2'-10" 2'-4" 26 25 24 23 22 21 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 STR. STR. #5 #5 26 #4* 22 52'-5"1,203 2 #5 48* * * * * 1 2 2 3 13'-7" 13'-1" 4'-2" 6 6 6 28 #4 TOTAL EPOXY-COATED REIN. STEEL: TOTAL REINFORCING STEEL:2,971 LBS. 4,717 LBS. A1 A2 * * * * * * * * * * * * * * * * * * * * * * * * * * * *27'-3"473 BAR TYPES 5'-2" 1'-9"9"2 1 ALL BAR DIMENSIONS ARE OUT TO OUT 4 OVER GIRDER THIS LEG 3'-8" K2, K3 K2, K3 5'-2"K2 K3 5'-2" 4'-8" 6" 1'-8" 3 73 1,237 73 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 15'-10" 32 14'-10"31 30 13'-10"29 28 12'-10"27 11'-10" 10'-10" 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 15'-10"33 15'-4" 14'-4" 13'-4" 12'-4" 11'-4" 10'-4" 9'-10" 9'-4" 8'-10" 8'-4" 7'-10" 7'-4" 6'-10" 6'-4" 5'-10" 5'-4" 4'-10" 4'-4" 3'-10" 3'-4" 2'-10" 2'-4" 26 25 24 23 22 21 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 32 14'-10"31 30 13'-10"29 28 12'-10"27 11'-10" 10'-10" #5 STR.D1 5'-11"1,671#6*188 22'-11" #5 #5 #5 9'-7"60 82 S-229"16'-7" STAGE IW.P. #2 W.P. #1 -L- SHEET 1 OF 2 1'-1" S1, S2 S2 S1 S1S2S1 S2 4'-6"6"#5 5'-0"*48A10 4 250 S2*4'-10"44 S3*2'-6"18 #4 30 #4 9'-5"4'-0" STAGE IIICHORD 53'-0†" CONST. JT. END BENT 1 @ FILL FACE END BENT 2 @ FILL FACE CONST. JT. END BENT 2 { JOINT @ END BENT 1 { JOINT @STAGE IICLOSURE POUR30'-0" (OUT TO OUT)(STAGE III = 212 SQ. FT.) (STAGE II = 500 SQ. FT.) (STAGE I = 880 SQ. FT.) 7/19 7/19 6" 1'-0"1'-1•"9"STAGE I REINFORCING BAR SCHEDULE * 85 3 STR. 78 142 OF SUPERSTRUCTURE OUTSIDE EDGE OF SUPERSTRUCTURE OUTSIDE EDGE (TOTAL SQ. FT. = 1,592) REINFORCED CONCRETE DECK SLAB LAYOUT FOR COMPUTING AREA OF1'-7"135° 00' 00" (TO CHORD) 42 BAR SIZE SUPERSTRUCTURE PARAPET AND BARRIER RAIL #4 #5 #6 #7 EXCEPT APPROACH AND BARRIER RAIL SLABS, PARAPET, 1'-9" 2'-2" 2'-7" 3'-6" EPOXY COATED UNCOATED EPOXY COATED UNCOATED APPROACH SLABS 2'-9" 3'-5" 4'-4" 2'-0"2'-0" 2'-6"2'-6" 3'-0"3'-10" 5'-3" SUPERSTRUCTURE REINFORCING STEEL LENGTHS ARE BASED ON THE FOLLOWING MINIMUM SPLICE LENGTHS 1'-9" 2'-2" 2'-7" #8 4'-7"6'-10" NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON SUPERSTRUCTURE BILL OF MATERIAL CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : NMW 6/19 MGC MGC BAR NO.SIZE TYPE LENGTH WEIGHT STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. REINFORCING BAR SCHEDULE BAR NO.SIZE TYPE LENGTH WEIGHT BAR NO.SIZE TYPE LENGTH WEIGHT STR. STR. B1 B2 STR.G2 K4 K5 K6 S1 #5 9'-1" #5 9'-1" 2 18#5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 8'-3" 7'-3" 6'-3" 5'-3" 4'-3" 3'-3" 2'-9" 2'-3" 11 10 9 8 7 6 5 14 #4* 12 52'-5" 2 #5 27* * * * * 2 2 1 3 8'-5" 7'-0" 4'-2" 6 6 6 8 #4 TOTAL REINFORCING STEEL: A3 A4 * * * * * * * * * * * * * * *27'-3"255 TOTAL STEEL (LBS.) REINFORCING BAR TYPES 2 1 ALL BAR DIMENSIONS ARE OUT TO OUT OVER GIRDER THIS LEG K4, K5 4'-8" 87 87 2 2 2 2 2 2 2 2 2 2 2 2 2 17 16 15 14 13 12 #5 STR.D1 #6*188 12'-10" #5 #5 #5 10'-6"66 44 22 S-239"K5 K4, K5K49"824 824 A301 A302 A303 A304 A305 A306 A307 A308 A309 A310 A311 A312 A313 A314 8'-9" 7'-9" 6'-9" 5'-9" 4'-9" 3'-9" STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. STR. 2 18#5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 #5 8'-3" 7'-3" 6'-3" 5'-3" 4'-3" 3'-3" 2'-9" 2'-3" 11 10 9 8 7 6 5 2 2 2 2 2 2 2 2 2 2 2 2 2 17 16 15 14 13 12 A401 A402 A403 A404 A405 A406 A407 A408 A409 A410 A411 A412 A413 A414 8'-9" 7'-9" 6'-9" 5'-9" 4'-9" 3'-9" 656 5'-11"1,671 53 TOTAL REINFORCING STEEL:1,641 LBS. 3,581 LBS. STR. STR. B1 B2 6 #4* 6 52'-5" 27'-3"109 #5 328 131 LBS. 328 LBS. CONCRETE CLASS AA STAGE I STAGE II STAGE III BILL OF MATERIAL SUPERSTRUCTURE QUANTITIES FOR CLOSURE POUR ARE INCLUDED IN STAGE III QUANTITIES FOR CURB AND END POSTS ARE NOT INCLUDED. GROOVING BRIDGE FLOORS BRIDGE DECK APPROACH SLABS STAGE I STAGE II STAGE I TOTAL 328 131 1,641 3,581 2,971 4,717 8,4294,940 SHEET 2 OF 2 707 SQ. FT. 317 SQ. FT. 185 SQ. FT. 1,750 SQ. FT. 27.5 18.2 7.6 53.3 6" 1'-8" 3 1'-1" S1, S2 S2 S1 S1S2S1 S2 4 4'-6"6"#5 5'-0"*48 250A104 S1*3 4'-2"12 #4 S2*4'-10"44 S3*2'- 6"18 #4 30 #4 STAGE II STAGE III 3'-8" 2'-7" 1'-9" 2'-7" 2'-7" 6" 1'-0"9"1'-1•"* 33 3 STR. 142 * 7/19 7/19 STEEL (LBS.) REINFORCING EPOXY COATED STAGE II & STAGE III 541 SQ. FT. TOTAL EPOXY COATED REIN. STEEL: TOTAL EPOXY COATED REIN. STEEL: BAR SIZE SUPERSTRUCTURE PARAPET AND BARRIER RAIL #4 #5 #6 #7 EXCEPT APPROACH AND BARRIER RAIL SLABS, PARAPET, 1'-9" 2'-2" 2'-7" 3'-6" EPOXY COATED UNCOATED EPOXY COATED UNCOATED APPROACH SLABS 2'-9" 3'-5" 4'-4" 2'-0"2'-0" 2'-6"2'-6" 3'-0"3'-10" 5'-3" SUPERSTRUCTURE REINFORCING STEEL LENGTHS ARE BASED ON THE FOLLOWING MINIMUM SPLICE LENGTHS 1'-9" 2'-2" 2'-7" #8 4'-7"6'-10" 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 1 OF 4 NOTES S-24 7'-7"22'-0" 22'-4„"2'-6"1'-6"1'-0"1'-3"FILL FACE W.P. 1 1'-9" TO{ OF PILES2'-3Œ" TO{ OF BRG.4'-0" TOPILES{ OF SHEET -L- CHORD 5'-0"1'-0"2'-6"1'-6"PLAN STAGE I END BENT 1 56'-4" (STAGE I AND STAGE II) 29'-7" (STAGE I) W2 21-PZ27 STEEL SHEET PILES WORK LINE ELEVATION (TYP.) EMBEDMENT 1'-0" MIN. X X X X (TYP.) CONST. JT. 4'-10"1'-8"2'-6"1'-6"{ HP 12 x 53 STEEL PILES @ 5'-0" CTS. (TYP. EA. PILE) 2-#4 S3 EL. 2008.78 EL. 2008.66 EL. 2008.42 EL. 2008.54 EL. 2008.18 EL. 2008.30 EL. 2008.18 EL. 2010.36 EL. 2011.06 1'-0"6 754 & BACKWALL OF WING UPPER PART POUR #2 1'-0" PROJ. TYP. A A X 6'-6"6'-6"6'-6"6'-6" 82"6"10 #4 U1 BARS @ 1'-6" CTS. 2'-7" PROJ. 4-#4 B12 9"9" 9" 6 #5 S1 & S2 BAY 4 BAY 5 BAY 6 BAY 7 #5 S1 & S2 6'-0Š" DETAIL "B" PZ27 PZ135 4" 4" 1'-6" (TYP.) (TYP.) (TYP.) AS SHOWN. SHEET PILE CONNECTION WELDED TO EVERY OTHER ƒ" ~ x 5" ANCHOR STUDS ANCHOR STUD DETAIL SEE DETAIL "B" (BAYS 4 THRU 7) @ 1'-0" CTS. 9" 3 #5 S1 & S2 3'-2" PROJ.#5 B14 BARS #5 B14 BARS 3" (SHEET 4 OF 4) SEE DETAIL "A"{ BM. 4 { BM. 5 { BM. 6 22'-0" 9'-1‡"BACKWALL8'-7‚"9'-5„"9‡" 7'-7"20'-0‹" 2'-6" (TYP.) 3'-6" (TYP.) 27 #4 U2 @ 1'-0" CTS.CL.3" HIGH BEAM BOLSTERS 21'-7Ž"29'-7" 30 - #5 S8 @ 1'-0" CTS. TO CHORD 135°00'00" FOR WING DETAILS, SEE SHEET 3 OF 4. CAST IF SLIP FORMING IS USED. SHALL BE POURED AFTER THE CONCRETE CURB IS THE CONCRETE IN THE SHADED AREA OF THE WING FACE AT THE RATE OF 2%. TRANSVERSELY FROM THE FILL FACE TO THE BACK THE BRIDGE SEAT BUILDUPS SHALL BE SLOPED THE TOP SURFACE OF THE END BENT CAP EXCEPT BE USED. MEMBRANE CURING COMPOUND METHOD SHALL NOT STANDARD SPECIFICATIONS EXCEPT THAT THE SHALL BE CURED IN ACCORDANCE WITH THE THE TOP SURFACE AREAS OF THE END BENT CAP THE EPOXY PROTECTIVE COATING. BACKWALL SHALL BE PLACED BEFORE APPLYING FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4. NECESSARY TO CLEAR ANCHOR BOLTS. STIRRUPS IN CAP MAY BE SHIFTED AS 8'-8…"1'-6"12'-6"14'-0"2 5'- 4 Ž" 1 6-PZ2 7 STEEL SHEET PI LES2 5'- 0" 5'- 0" 2 0'- 0" 1'-0"#5 S5 #5 S4 & #5 S7 #5 S6 & 37'-4ƒ" (2'-5" SPLICE) (2 BAR RUN) (EA. FACE) 3 #4 B13 BARS TOP OF WING EL. 2,012.06 EL. 2,010.87 THRU B4 #9 B1 THRU B8 #9 B5 (3'-0" SPLICE) (2 BAR RUN) (EA. FACE) #5 B9 (MIN.)(LEVEL) BOTT. OF CAP EL. 2005.68 2 OF 4) DETAIL" (SHEET SEE "SHEAR KEY 2'-0" EXTENSION #9 B1 THRU B4 (TYP. #9 B5 THRU B8 MECHANICAL COUPLERS #9 B5 THRU B8 #5 B9 BARS 3'-2" PROJ. #4 B10 BARS OR @ 10" CTS. (2'-5" SPLICE) (2 BAR RUN) OVER PILES 4-#4 B10 (8 REQ'D) #4 B11 @ 4'-0" CTS. PILES DETAIL", SHEET 4 OF 4. CLARITY. SEE "CORROSION PROTECTION FOR STEEL CONCRETE COLLARS FOR STEEL PILES NOT SHOWN FOR FOR SECTION A-A, SEE SHEET 4 OF 4. WING & SHEET PILES NOT SHOWN FOR CLARITY. 8/19 8/19 MAT'L. 1" EXP. JT.6'-6"28 #5 V1 @ 1'-0" CTS. (FILL FACE); 27 #5 V1 @ 1'-0" CTS. (FRONT FACE) 22'-4Ž" (TYP.) PART OF WING COLLARS & LOWER POUR #1 CAP, COPING,1'-0"42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 2 OF 4 STAGE I DETAILS END BENT 1 (TYP.) TO CHORD 135°00'00" W.P. 1 FILL FACE (TYP.) TO CHORD 135°00'00" W.P. 1 FILL FACE CHORD -L- CHORD -L- SHEAR KEY DETAIL SECTION F-F OF CAP BOTTOM OF CAP BOTTOM COUPLERS (TYP.) MECHANICAL F F FACE FILL 2‚"1ƒ"1'-0"1'-0"1'-3"1'-0"1'-3"1'-0"1'-0"7•"(TYP.)#9 B1 #9 B2 #9 B3 #9 B4 29'-7" 22'-0"7'-7" 2'-0" 3'-6" 29'-7" 22'-0"7'-7" 1'-0" #9 B6 #9 B7 S-25 #9 B5 #9 B8 #9 "B" BARS - TOP OF CAP #9 "B" BARS - BOTTOM OF CAP 8/19 8/19 PROJ. PROJ. 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW SECTION Y-Y TBE 7/19 WING DETAILS STAGE I END BENT 1 1'-0" 1'-5" FACE FILL CONST. JT. 2" CL. 2" CL. 2" CL.1'-6"1'-6" 2'-6"3 SPA. @ 1'-0" CTS.2 SPA. @ 1'-0" CTS.SHEET PILES { PZ27 STEEL 2-#5 B15 #5 B15 #4 "V" SHEET 3 OF 4 S-26 5'- 0" 3'- 6" 2'- 6" 1'- 0" 1'- 6" 3"2'-6"1'-6"1'-0"2" CL.2" CL.7'-3•" 6'-0Š "2" C L. 2" C L.5 SPA. @ 1'-0" CTS. (EA. FACE) 15 #4 V2 SPACED AS SHOWN 30 #5 S8 @ 1'-0" CTS. MAT'L. 1" EXP. JT. #4 K1 #4 "H"FILL FACE #5 B15 3 SPA. @ 1'-0" CTS.2 SPA. @1'-0" CTS.5 #4 H5 (FRONT FACE)5 #4 H6 (FILL FACE)3"1'-0" SHEET PILEEMBEDMENT3" HIGH B.B. @ 5'-0" CTS. CONST. JT.1'-0"#4 K1 (EA. FACE) SHEET PILES { PZ27 STEEL SHEET 1 0F 4 SEE DETAIL B PLAN OF WING W2 WING DETAILS ELEVATION OF WING W2 2'-0" 2'-3" 1'-1•"1'-1•"1'-0"(LEVEL) EL. 2005.68 EL 2012.06 EL 2010.46 6'-8"13'-4" 20 - #4 "V" @ 1'-0" CTS. (EA. FACE) 16 - PZ27 STEEL SHEET PILES 25 - #5 U3 @ 1'-0" CTS. 20'-0"5'-0" 25'-0" 25'-4Ž" 8/19 8/19 STEEL PILE { HP 12x53 4" 4"2" CL. #6 S9 #6 S10 STEEL PILE { HP 12x53 #4 H4 (FILL FACE) #4 H3 (FRONT FACE)7 #4 "H" BARS SPACED AS SHOWN (EA. FACE)7 #4 "H" (EA. FACE)3" HIGH B.B. STEEL PILE { HP 12x53 1'-3"1'-0"1'-0"3"2'-3"#6 S10 3 #6 S9 #6 S9 #6 S10 2 #4 V2 (EA. FACE) (EACH FACE) #4 V8 (EACH FACE) #4 V3 (EACH FACE) #4 V2 #5 U3 •"POUR #1POUR #2(FIELD BEND) #4 H2 (FILL FACE) #4 H1 (FRONT FACE) (TYP.) 1'-0"1'-5•1'-0•" 3'-6" #5 U3 (TYP.) SHEET PILE FOR MAX. HOLE IN DRILL 2" ~ #4 V3 BARS THRU #4 V8 (3-BARS PER MARK) (EA. FACE) (SPACED AS SHOWN ABOVE) TO FIT AROUND STEEL PILE. BE FIELD CUT AS NECESSARY * BOTTOM #4 H6 BAR SHALL * 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 4 OF 4 STAGE I DETAILS END BENT 1 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUS FOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPEFABRIC,SECURELY TIED. BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER- MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERAL PAY ITEMS. TEMPORARY DRAINAGE AT END BENT BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION PIPE WILL NOT BE ALLOWED. STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT (MIN.)SECTION A-A B1 3'-6"1'-6•"1'-6"•"1'-0"6"5'-0" 1'-0"2'-3"1'-9" 1'-4"1'-1" STEEL PILES { HP 12x53 #4 S3 #9 B5 THRU B8 (OVER PILES) @ 4" CTS. 4-#4 B10 FACE FILL 2'-6"1'-0"1'-3"(TYP.) 2" CL. #5 S2 #4 B11 2" CL. 1'-6" 1'-0" #5 B14 #5 B14 #5 B9 #5 B9 1'-3"1'-0"1'-3"2" CL.#5 S1 SHEET PILES { PZ27 STEEL (MIN.)9"9"3 #4 B13 BARS(EA. FACE)#4 U2 #5 V12" CL. TO#4 U2B.B. 3" HIGH BILL OF MATERIAL POUR #1 POUR #2 BAR NO.SIZE TYPE LENGTH WEIGHT TOTAL CLASS A CONCRETE 1 #9 1 END BENT 1 STAGE I S-27 #5 B14 1'-0" CTS. #5 S8 @ B2 1 #9 1 B3 1 #9 1 B4 1 #9 1 B5 1 #9 2 37'-1"126 B6 1 #9 2 35'-9"122 B9 4 #5 20'-8"STR.86 8 #4 19'-2"STR.102 8 #4 3'-2"STR. 4 #4 STR. 12 #4 20'-2"STR.162 3 #5 32'-9"STR.102 3 #5 25'-2"STR. B12 B13 B14 B15 17 39 79 1 #4 20'-6"14H13 1 #4 21'-2"14H23 4 #4 6'-11"18K1STR. 28 #5 8'-4"S1 28 #5 4'-1"S2 10 #4 6'-6"43S3 1 #5 8'-10"S4 ALL BAR DIMENSIONS ARE OUT TO OUT. HK.HK.1'-3'' LAP HK.HK. BAR TYPES 1'-3" 1'-8" ~2'-1•"8" 4 5 6 19'-9" 7 H1 H2 HK.HK.8 1'-0"5•"5•"4'-8" 6•" 35'-10" B5 3 U1 U2 8" 3'-2"1'-6"2'-3"34'-6" B6 32'-2" B7 30'-9" B8 5•"5•"6'-4"5•"3'-2" 10 #4 6'-2"U1 27 #4 5'-2"93U2 55 #5 4'-4"V1 STR. 19 #4 6'-0"V2 STR. HP 12 X 53 STEEL PILES NO: 6 HP 12 X 53 STEEL PILES SETUP FOR PILE DRIVING EQUIPMENT 576 SQ. FT. PILE EXCAVATION IN SOIL PILE EXCAVATION NOT IN SOIL 18.2 C.Y. 5.4 C.Y. 23.6 C.Y. REINFORCING STEEL 4 243 5 119 6 4 7 7 1 1'-3" HK. 1'-3" HK.2 B10 B11 B7 1 #9 2 33'-5"114 B8 1 #9 2 109 36'-10" B1 35'-2" B2 33'-5" B3 31'-9" B4 37'-8"128 39'-4"134 34'-3"116 122 CLASS A CONCRETE BREAKDOWN 45 60 60 POSITION OF PILE DURING WELDING. DETAIL B 0'' TO „'' 0'' TO „''0'' TO „''0'' TO „''PILE SPLICE DETAILS 10° 0° BACK GOUGE BACK GOUGE DETAIL A DETAIL B PILE VERTICAL OR VERTICAL PILE HORIZONTAL 45+10°-0°DETAIL A 2'-2"U3 1'-2" 1 #5 4'-7"S5 5 5 14'-9" 249 8/19 8/19 (TYP. EACH PILE) PLAN COLLAR CONCRETE BOTTOM OF CAP ELEVATION CONCRETE COLLARS { PILES &1'-6"2'-0" STEEL PILE { HP 12 X 53 FILL FACE 2'-0" ~ CONCRETE COLLAR 1'-9"FILL FACE BOLTS { ANCHOR8"4"4"3'-6"2'-3Œ"1'-10"1'-5"8•"8•"BEARING PAD ELASTOMERIC 1'-10" x 8" x 1ƒ" { BRG. DETAIL "A" PROJ. 5•" ABOVE CAP ANCHOR BOLTS TO 1 ƒ'' • x 1'-11•"11"11"S7 5•"5•"3'-8"S5 5•"5•"3'-2"S2 2'-1•"5•"2'-1•"5•" 3'-8" 6'-4" S1 S4 S6 2'-0"1'-11"2'-0"1'-4"HK. 8"1'-4"1'-1"10 9 H3 H4 H5 H6 20'-6" 15'-7" 16'-9" 1 #4 16'-3"11H33 1 #4 12H43 5 #4 20'-5"68H53 5 #4 21'-7"72H63 1 #5 11'-6"S6 4 12 1 #5 7'-3"S7 5 8 S8 3 #6 3'-1"S9 10 14 1 #6 8'-7"9 13S10 25 #5 5'-6"U3 7 6 #4 5'-9"V3 STR. 6 #4 5'-6"V4 STR. 6 #4 5'-3"V5 STR. 6 #4 5'-0"V6 STR. 6 #4 4'-8"V7 STR. 6 #4 4'-5"V8 STR. 35'-11" 32'-0" 30 #5 6'-7"8 206 9 41 143 76 23 22 21 20 19 18 3,164 LBS. 19'-10" 20'-11" 17'-5" 96 LIN. FT. NO: 6 EA. #9 B1 THRU B4 PART OF WING & COPING CAP, COLLAR, LOWER 59.00 LIN. FT. 30.00 LIN. FT. { BEAM CORROSION PROTECTION FOR STEEL PILES DETAIL SHEET 1 OF 4 STUD DETAIL", SEE "ANCHOR PART OF WING BACKWALL & UPPER 42 18" GALV. STEEL SHEET PILES NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 1 OF 4 STAGE II END BENT 1 (TYP.) TO CHORD 135°00'00"1'-9" TO{ OF PILES2'-3Œ" TO{ OF BRG.4'-0" TOPILES{ OF SHEET PLAN 5'-7•"27'-7…"5'-0"9'-8•"1'-6"27'-7…"7'-7" 7'-7"26'-9" (STAGE II) 17- PZ27 STEEL SHEET PILES1'-3"W.P. 1 FILL FACE 56'-4" (STAGE I AND STAGE II) XXX (TYP.) EMBEDMENT 1'-0" MIN. (TYP. EA. PILE) 2-#4 S3 @ 5'-0" CTS.1'-0"ELEVATION1'-6"EL. 2008.99 EL. 2009.10EL. 2009.21EL. 2009.09 EL. 2008.87 EL. 2008.98 EL. 2008.87 EL. 2011.37 (TYP.) CONST. JT. 10'-0"9'-3"12'-1"{ HP 12 x 53 STEEL PILES 1 BAY 1 2 3 BAY 2 (EA. FACE) 3 #4 B32 BARS EL. 2011.06 2"OVER PILES 4-#4 B29 4-#4 B31 27 - #5 S4 @ 1'-0" CTS.7" WORK LINE 9" 7•"7•" & BACKWALL OF WING UPPER PART POUR #2 @ 10" CTS. 6" W1 PZ27 DETAIL "C" SEE DETAIL "C" S-28 2'- 6" 1'- 0" 1'- 6" CHORD -L- PZ1352'-10†"7'-6"7 - PZ27 STEEL SHEET PILES10'-4†"15'-1•" 5 #5 S1 & S2 13 #5 S1 & S2 @ 8" CTS. 11 #5 S1 & S2 @ 10•" CTS. 1'-0" CTS. #5 B33 BARS SHEET 4 OF 4) SEE DETAIL "A" 4" 4" 1'-6" (TYP.) (TYP.) (TYP.) AS SHOWN. SHEET PILE CONNECTION WELDED TO EVERY OTHER ƒ" ~ x 5" ANCHOR STUDS ANCHOR STUD DETAIL 3" B B 3" HIGH BEAM BOLSTERS 9"CL.{ BM. 1 { BM. 2 { BM. 3 20'-0‹" 4'-4Š"4'-4Š"9'-3ƒ" 2'-6" (TYP.)(TYP.) 3'-6" (TYP.)8'-11•"9'-1‡" 13 #5 V3 BARS @ 1'-0" CTS. (EACH FACE) 13 #4 U2 @ 1'-0" CTS. 8/19 8/19 NOTES FOR WING DETAILS, SEE SHEET 3 OF 4. CAST IF SLIP FORMING IS USED. SHALL BE POURED AFTER THE CONCRETE CURB IS THE CONCRETE IN THE SHADED AREA OF THE WING FACE AT THE RATE OF 2%. TRANSVERSELY FROM THE FILL FACE TO THE BACK THE BRIDGE SEAT BUILDUPS SHALL BE SLOPED THE TOP SURFACE OF THE END BENT CAP EXCEPT BE USED. MEMBRANE CURING COMPOUND METHOD SHALL NOT STANDARD SPECIFICATIONS EXCEPT THAT THE SHALL BE CURED IN ACCORDANCE WITH THE THE TOP SURFACE AREAS OF THE END BENT CAP THE EPOXY PROTECTIVE COATING. BACKWALL SHALL BE PLACED BEFORE APPLYING FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4. NECESSARY TO CLEAR ANCHOR BOLTS. STIRRUPS IN CAP MAY BE SHIFTED AS PILES DETAIL", SHEET 4 OF 4. CLARITY. SEE "CORROSION PROTECTION FOR STEEL CONCRETE COLLARS FOR STEEL PILES NOT SHOWN FOR FOR SECTION B-B, SEE SHEET 4 OF 4. WING & SHEET PILES NOT SHOWN FOR CLARITY. JOINT CONST. MAT'L. 1" EXP. JT. STAGE I STAGE I TOP OF WING EL. 2,013.01 10 #4 U1 @ 1'-6" CTS. 1'-0" THRU B23 #9 B20 THRU B27 #9 B24 (LEVEL) BOTT. OF CAP EL. 2005.68 (3'-0" SPLICE) (2 BAR RUN) (EA. FACE) #5 B28 (7 REQ'D) #4 B30 @ 4'-0" CTS. 3 #5 S1 & S2 7•"7•"11'-3"5'-2Š"1'-0"BACKWALLJOINT CONST.LOWER PART OF WING CAP, COLLARS, COPING POUR #1 2'-6"1'-0"42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 2 OF 4 STAGE II DETAILS END BENT 1 FILL FACE (TYP.) TO CHORD 135°00'00" W.P. 1 FILL FACE (TYP.) TO CHORD 135°00'00" W.P. 1 CHORD -L- CHORD -L- 34'-4" 26'-9"7'-7" 34'-4" 26'-9"7'-7" #9 B25 #9 B26 #9 B20 #9 B21 #9 B22 #9 B23 #9 B27 #9 B24 PROJECT NO. S-29 8/19 8/19 #9 "B" BARS - TOP OF CAP #9 "B" BARS - BOTTOM OF CAP 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON WING DETAILS PLAN OF WING W1 ELEVATION OF WING W1 CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW TBE 7/19 WING DETAILS STAGE II END BENT 1 3" HIGH B.B. @ 5'-0" CTS. SECTION Y-Y 1'-0" 1'-5" 1'-0"1'-6" 2'-6" FACE FILL CONST. JT. B.B. 3" HIGH 2" CL. 2" CL. 2" CL.1'-6"1'-6" 2'-6"3 SPA. @ 1'-0" CTS.3 SPA. @ 1'-0" CTS.8 #4 "H" (FILL FACE)5'-0" 3'-6" 1'-6"2'-6" 1'-0" 7'-6"2'-10†" 2" CL. 2" CL.2'-6"1'-6"1'-0"1'-0"2" CL.2" CL.3"1'-0" SHEET PILEEMBEDMENT14 S P A. @ 1'- 0" C T S. ( E A. F AC E) 3 4 # 4 V4 S P AC E D AS S HOWN10 - #5 U3 @ 1'-0" CTS. 6" 7 - PZ27 STEEL SHEET PILES 7 #4 "V" BARS @ 1'-0" CTS. (EA. FACE) #4 "H"#4 "H" FILL FACE #4 K2 MAT'L. 1" EXP. JT. #5 B15 2 7 # 5 S 4 @ 1'- 0" C T S. Y Y SHEET PILES { PZ27 STEEL SHEET PILES { PZ27 STEEL 1'-0"3 SPA. @ 1'-0" CTS.3 SPA. @5 #4 H4 (FILL FACE)5 #4 H3 (FRONT FACE)EL. 2013.01 EL. 2010.43 (EA. FACE) #4 V5 CONST. JT. 15'- 1• " 14'- 8 ‡ "1'-0" CTS.#4 K3 #4 "K" (EA. FACE) (EA. FACE) #4 V11 #4 "V" #4 V5 THRU #4 V11 (EACH FACE) #5 B15 2-#5 B15 S-30 SHEET 3 OF 4 8/19 8/19 •"11'-3" (LEVEL) EL. 2005.68 SHEET 1 0F 4 SEE DETAIL C POUR #1POUR #28 #4 "H" (FRONT FACE)1#5 U3 #5 U3 (TYP.) SHEET PILE FOR MAX. HOLE IN DRILL 2" ~ 6'-4"1'-2" (FIELD BEND) #4 H6 (FILL FACE) #4 H5 (FRONT FACE) #4 H8 (FILL FACE) #4 H7 (FRONT FACE) #4 H10 (FILL FACE) #4 H9 (FRONT FACE)#4 H5 THRU H1010'-4†" 42 FILL FACE BOLTS { ANCHOR8"4"4"3'-6"2'-3Œ"1'-10"1'-5"8•"8•"BEARING PAD ELASTOMERIC 1'-10" x 8" x 1ƒ" { BRG. DETAIL "A"NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 4 OF 4 STAGE II DETAILS END BENT 1 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUS FOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPEFABRIC,SECURELY TIED. BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER- MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERAL PAY ITEMS. TEMPORARY DRAINAGE AT END BENT BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION PIPE WILL NOT BE ALLOWED. STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT BILL OF MATERIAL BAR NO.SIZE TYPE LENGTH WEIGHT 1 (MIN.)#9 1 3'-6"1'-6•"1'-6"•"1'-0"6"5'-0" 1'-0"2'-3"1'-9" 1'-4"1'-1" STEEL PILES { HP 12x53 #4 S3 (OVER PILES) @ 4" CTS. 4-#4 B29 FACE FILL 1'-0"1'-3"4-#4 B31 BARS (TYP.) 2" CL. #4 U1 #4 B30 2" CL. 1'-6" 1'-0" #5 B33 #5 B33 #5 B28 #5 B28 1'-3"1'-0"1'-3"2" CL.#5 S1 SHEET PILES { PZ27 STEEL9"9"3 #4 B32 BARS(EA. FACE)#4 U2 #5 V32" CL. TO#4 U2B.B. 3" HIGH S-31 #5 B33 1'-0" CTS. #5 S4 @ ALL BAR DIMENSIONS ARE OUT TO OUT. HK.HK.1'-3'' LAP HK.HK. BAR TYPES 1'-3" 1'-8" ~ 4 5 6 7'-2" 7 H3 H4 HK. 8 1'-0"5•"5•"4'-8" 27'-4" B24 3 U3 U2 8" 1'-2"2'-2"26'-1" B26 25'-7" B27 5•"5•"3'-2"5•"3'-2" POUR #1 POUR #2 TOTAL CLASS A CONCRETE HP 12 X 53 STEEL PILES NO: 3 HP 12 X 53 STEEL PILES SETUP FOR PILE DRIVING EQUIPMENT PILE EXCAVATION IN SOIL PILE EXCAVATION NOT IN SOIL REINFORCING STEEL END BENT 1 STAGE II 1 1'-3" HK. 1'-3" HK.2 28'-0" B20 27'-6" B21 26'-4" B2345 60 60 POSITION OF PILE DURING WELDING. DETAIL B 0'' TO „'' 0'' TO „''0'' TO „''0'' TO „''PILE SPLICE DETAILS 10° 0° BACK GOUGE BACK GOUGE DETAIL A DETAIL B PILE VERTICAL OR VERTICAL PILE HORIZONTAL 45+10°-0°DETAIL A SECTION B-B #5 S2 1'-6"U1 3'-2" CLASS A CONCRETE BREAKDOWN 4" 26'-11" B22 26'-10" B25 7'-7"2'-9•"8 " B20 30'-6"104 1 #9 1B21 30'-0"102 1 #9 1B23 1 #9 1B22 29'-5"100 28'-10"98 1 #9 2B24 28'-7"97 1 #9 2B25 28'-1"95 1 #9 2B26 27'-4"93 1 #9 2B27 9126'-10" 4 #5B28 65STR. 4 #4B29 74STR. 7 #4B30 15STR. B31 4 #4 B32 40STR. 6 #4 B33 STR. 3 #5 B15 86STR. 3 #5 34STR. 5 #4 7'-10"26H33 5 #4 8'-3"28H43 2 #4 14'-8"20K2STR. 2 #4 15'-6"21K3STR. 32 #5 4'-1"S2 6 #4 6'-6"S3 27 #5 6'-7"S4 10 #4 6'-2"U1 5 136 6 8 7 32 #5 9'-8"S1 4 13 #4 4'-4"U2 10 #5 5'-6"57U3 7 7 26 #5 5'-0"V3 STR. V4 34 #4 7'-0" V5 STR. 2 #4 6'-11" V6 STR. 2 #4 9 V7 STR. 2 #4 6'-1"8STR. 2 #4 5'-8"8STR. 2 #4 5'-4"7STR. 2 #4 4'-11"7STR. 2 #4 4'-6"6STR. 3'-2" 112 27'-4" 11'-0" 26 185 41 323 38 159 9 6'-6" V10 V11 16.8 C.Y. 4.2 C.Y. 21.0 C.Y. V8 V9HK.8/19 8/19 PROJ. 5•" ABOVE CAP ANCHOR BOLTS TO 1 ƒ'' • x 1'-11•"11"11"(TYP. EACH PILE) PLAN COLLAR CONCRETE BOTTOM OF CAP ELEVATION CONCRETE COLLARS { PILES &1'-6"2'-0" STEEL PILE { HP 12 X 53 FILL FACE 2'-0" ~ CONCRETE COLLAR CORROSION PROTECTION FOR STEEL PILES DETAIL1'-9"H5 7'-1" H6 7'-7" 1 #4 7'-9"5H5 1 #4 8'-3"6H63 1 #4 4'-7"3H73 1'-10"15'-8" 27'-8" 27'-11" 2,483 LBS. #9 B20 THRU B23 #9 B24 THRU B27 H7 3'-11" H8 4'-3" H9 6'-3" 6'-9"H10 48 LIN. FT. 14'-11" 1 #4 4'-11"3H83 1 #4 6'-11"5H93 1 #4 7'-5"53 3 H10 136 NO: 3 EA. 29.50 LIN. FT. 15.00 LIN. FT. PART OF WING & COPING CAP, COLLARS, LOWER 375 SQ. FT. { BEAM PART OF WING BACKWALL & UPPER SHEET 1 OF 4 STUD DETAIL", SEE "ANCHOR 42 18" GALV. STEEL SHEET PILES NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 1 OF 3 STAGE I END BENT 2 PLAN (TYP.) TO CHORD 135°00'00" FILL FACE W.P. 2 S-32 2'-6"29'-0" 33'-0" 2'-6" 1'-0"1'-6" 54'-1" (STAGE I AND STAGE II) 31'-6" (STAGE I) 22 - PZ27 STEEL SHEET PILES 3"32 - #5 S4 @ 1'-0" CTS. 29'-7•"3'-4Š" -L- CHORD 1'-6"14'-0"NOTES 1'-6"12'-6"5'-0"8-PZ27 STEEL SHEET PILES 2'-6"20'-0‹"7'-11Œ" 9'-5„"8'-7‚"9‡" 3'-6" 2'-6" (TYP.) (TYP.)(TYP.)1'-9" TO2'-3Œ" TO4'-0" TO{ OF PILES{ OF BRG.PILES{ OF SHEET 1'-3"{ BM. 6{ BM. 5 { BM. 4 SHEET 3 OF 3) SEE DETAIL "A" SEE DETAIL "B" DETAIL "B" PZ90 PZ27 3'-2" PROJ. W2 ELEVATION X X X X X WORK LINE @ 5'-0" CTS.2"CL.3"23 #5 V1 @ 1'-0" CTS. (EACH FACE) EL. 2010.68 EL. 2010.12 EL. 2008.09EL. 2007.97 EL. 2008.33EL. 2008.21 EL. 2008.56 EL. 2008.44 EL. 2007.97 (TYP.) EMBEDMENT 1'-0" MIN. (TYP. EA. PILE) 2-#4 S3 6'-6"6'-6"6'-6"6'-6" 6" { HP 12 x 53 STEEL PILES 6 754 8 BAY 4 BAY 5 BAY 6 BAY 7 2'-7" PROJ. #5 "B" BARS 3'-2" PROJ. #4 "B" BARS OR 1'-6" & BACKWALL OF WING UPPER PART POUR #2 MIN.2'-6"1'-0"(TYP.) CONST. JT. A A 9" 9"6 #5 S1 & S2 (BAYS 4 THRU 7) @ 1'-0" CTS. 9" 8•" @ 11" CTS. 3 #5 S1 & S2 10 #4 U1 BARS @ 1'-6" CTS. 6" 23 #4 U2 @ 1'-0" CTS. 4-#9 B14-#4 B6 SECTION F-F F F 2‚"1ƒ" SHEAR KEY DETAIL #5 B8 BARS #5 B8 BARS #9 B2 BARS (TYP. #9 B2 BARS MECHANICAL COUPLERS FOR WING DETAILS, SEE SHEET 2 OF 3. FORMING IS USED. BE POURED AFTER THE CONCRETE CURB IS CAST IF SLIP THE CONCRETE IN THE SHADED AREA OF THE WING SHALL OF 2%. FROM THE FILL FACE TO THE BACK FACE AT THE RATE BRIDGE SEAT BUILDUPS SHALL BE SLOPED TRANSVERSELY THE TOP SURFACE OF THE END BENT CAP EXCEPT THE COMPOUND METHOD SHALL NOT BE USED. SPECIFICATIONS EXCEPT THAT THE MEMBRANE CURING SHALL BE CURED IN ACCORDANCE WITH THE STANDARD THE TOP SURFACE AREAS OF THE END BENT CAP PROTECTIVE COATING. BACKWALL SHALL BE PLACED BEFORE APPLYING THE EPOXY FOR PILE SPLICE DETAILS, SEE SHEET 3 OF 3. CLEAR ANCHOR BOLTS. STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO 3'-6" 1'-3"1'-0"1'-3"1'-0"7•"1'-0"1'-0"1'-0"(TYP.)OF CAP BOTTOM OF CAP BOTTOM 1'-0" MAT'L. 1" EXP. JT. EL. 2010.62 TOP OF WING EL. 2,011.81 (8 REQ'D) #4 B5 @ 4'-0" CTS.10'-0"(2'-5" SPLICE) (2 BAR RUN) (EA. FACE) 3 #4 B7 BARS DETAIL SEE SHEAR KEY #9 B1 BARS 1'-0" PROJ. (2'-5" SPLICE) (2 BAR RUN) OVER PILES 4-#4 B4 4-#9 B2 @ 1'-0" CTS. 2 #5 S1 & S2 (LEVEL) BOTT. OF CAP EL. 2005.47 3" HIGH BEAM BOLSTERS PILES DETAIL", SHEET 3 OF 3. CLARITY, SEE "CORROSION PROTECTION FOR STEEL CONCRETE COLLARS FOR STEEL PILES NOT SHOWN FOR FOR SECTION A-A, SEE SHEET 3 OF 3. WING & SHEET PILES NOT SHOWN FOR CLARITY. 2'-0" PROJ. 8/19 8/19 (EA. FACE) #5 B3 FACE FILL LOWER PART OF WING CAP, COLLARS, COPING & POUR #12'-6"1'-0"1'-6"BACKWALL42 SECTION Y-Y 1'-0" 1'-5" 1'-0"1'-6" 2'-6" FACE FILL CONST. JT. B.B. 3" HIGH 2" CL. 2" CL. 2" CL.1'-6"1'-6" 2'-6"3 SPA. @ SHEET PILES { PZ27 STEEL 2-#5 B9 #5 B9 #4 "V" PLAN OF WING W2 WING DETAILS ELEVATION OF WING W2 2" CL.#4 "H" FILL FACE 3" Y Y EL. 2011.81 EL. 2010.213"3 SPA. @1'-0" SHEET PILEEMBEDMENT1'-0"8 - PZ27 STEEL SHEET PILES 12 - #5 U3 @ 1'-0" CTS.6" 10'-0"2'-6" 12'-6" 14'-0"1'-0"1'-6"1'-0"2'-6"#4 "K" (EA. FACE) (EA. FACE) #4 V3 (EA. FACE) #4 V11 CONST. JT. (SPACED AS SHOWN ABOVE) 3" HIGH B.B. @ 5'-0" CTS. 3"9 - #4 "V" BARS @ 1'-0" CTS.2" CL.#4 "V" BARS (EA. FACE) NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW TBE 8/19 SHEET 2 OF 3 WING DETAILS STAGE I END BENT 2 5'-0" 2'-6"1'-0"1'-6" 2" CL. 2" CL. 3'-6"32 #5 S4 @ 1'-0" CTS.7'-11Œ"7'-11Œ"7 SPA. @ 1'-0" CTS.(EACH FACE)20 #4 V2 SPACED AS SHOWNSHEET 1 0F 3 SEE DETAIL B #4 K2 #4 K1 MAT'L. 1" EXP. JT. #5 B9 S-33 (LEVEL) EL. 2005.47 (FIELD BEND) #4 H3 #4 H2 #4 H1 POUR #1POUR #27 #4 H1, 1-#4 H2, 1-#4 H3 (FILL FACE)7 #4 H1, 1-#4 H2, 1-#4 H3 (FRONT FACE)•"#5 U3 (TYP.) SHEET PILE FOR MAX. HOLE IN DRILL 2" ~ #5 U39 #4 "H" (EACH FACE)8/19 8/19 8" CTS.4 SPA. @ 9" CTS.8" CTS.4 SPA. @ 9" CTS.42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 3 OF 3 STAGE I DETAILS END BENT 2 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUS FOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPEFABRIC,SECURELY TIED. BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER- MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERAL PAY ITEMS. TEMPORARY DRAINAGE AT END BENT BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION PIPE WILL NOT BE ALLOWED. STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT (MIN.)SECTION A-A B1 3'-6"1'-6•"1'-6"•"1'-0"6"5'-0" 1'-0"2'-3"1'-9" 1'-4"1'-1" STEEL PILES { HP 12x53 #4 S3 (OVER PILES) @ 4" CTS. 4-#4 B4 FACE FILL 2'-6"1'-0"1'-3"(TYP.) 2" CL. #5 S2 #4 B5 2" CL. 1'-6" 1'-0" #5 B8 #5 B8 #5 B3 #5 B3 1'-3"1'-0"1'-3"2" CL.#5 S1 STUD DETAIL" SEE "ANCHOR SHEET PILES { PZ27 STEEL (MIN.)9"9"3 #4 B7 BARS(EA. FACE)#4 U2 #5 V12" CL. TO#4 U2B.B. 3" HIGH 4" 4" 1'-6" (TYP.) (TYP.) (TYP.) AS SHOWN. SHEET PILE CONNECTION WELDED TO EVERY OTHER ƒ" ~ x 5" ANCHOR STUDS ANCHOR STUD DETAIL BILL OF MATERIAL POUR #1 POUR #2 BAR NO.SIZE TYPE LENGTH WEIGHT TOTAL CLASS A CONCRETE 4 #9 1 END BENT 2 STAGE I S-34DETAIL "A" #5 B8 1'-0" CTS. #5 S4 @ B2 4 #9 2 B3 2 #5 B4 8 #4 B5 8 #4 3'-2" B6 4 #4 14'-3" B9 3 #5 13'-8"STR.43 14 #4 10'-4"97H13 2 #4 7'-9"10K1STR. 29 #5 8'-4"S1 29 #5 4'-1"S2 10 #4 6'-6"43S3 32 #5 6'-7"S4 ALL BAR DIMENSIONS ARE OUT TO OUT. HK.HK.1'-3'' LAP HK.HK. BAR TYPES 1'-3" 1'-8" ~2'-1•"8" 4 5 6 9'-8" 7 H1 HK.HK.8 1'-0"5•"5•"4'-8" 32'-3" B2 3 U3 U2 8" 1'-2"2'-2"2'-1"5•"5•"3'-2"5•"3'-2" 12 #5 5'-6"U3 23 #4 4'-10"74U2 23 #5 4'-3"V1 STR. 20 #4 6'-0"80V2STR. 2 #4 5'-10"8V3STR. #4 5'-7"V4 STR. HP 12 X 53 STEEL PILES NO: 5 HP 12 X 53 STEEL PILES SETUP FOR PILE DRIVING EQUIPMENT 375 SQ. FT. PILE EXCAVATION IN SOIL PILE EXCAVATION NOT IN SOIL 16.5 C.Y. 4.2 C.Y. 20.7 C.Y. REINFORCING STEEL 4 252 5 124 6 8 220 7 7 1 1'-3" HK. 1'-3" HK.2 B7 6 #4 18'-2" B8 3 #5 113 33'-3" B1 33'-6"456 35'-9"486 18'-3" 34'-6" 2,601 LBS. CLASS A CONCRETE BREAKDOWN 45 60 60 POSITION OF PILE DURING WELDING. DETAIL B 0'' TO „'' 0'' TO „''0'' TO „''0'' TO „''PILE SPLICE DETAILS 10° 0° BACK GOUGE BACK GOUGE DETAIL A DETAIL B PILE VERTICAL OR VERTICAL PILE HORIZONTAL 45+10°-0°DETAIL A 1'-6"U1 3'-2" 10 #4 6'-2"U1 7 41 FILL FACE 3'-6"2'-3Œ"1'-10"1'-5"8•"8•"BOLTS { ANCHOR { BRG.4"4"8"4-#9 B1 BARS 4-#9 B2 BARS 2 #4 8'-3"11K1STR. #4 5'-5"V5 STR. #4 5'-3"V6 STR. #4 5'-1"V7 STR. #4 4'-11"V8 STR. #4 4'-9"V9 STR. #4 4'-7"STR. #4 4'-5"STR. STR. STR. STR. STR. STR. STR. 72 98 17 38 73 36'-0" 69 2 2 2 2 2 2 2 2 V10 V11 7 7 7 7 7 6 6 6 BEARING PAD ELASTOMERIC 1'-10" x 8" x 1ƒ" PROJ. 5•" ABOVE CAP ANCHOR BOLTS TO 1 ƒ'' • x 1'-11•"11"11"5'-4"H2 8'-10"H3 2 #4 6'-0"8H23 2 #4 9'-6"13H33 NO: 5 EA. 102 8/19 8/19 (TYP. EACH PILE) PLAN COLLAR CONCRETE ELEVATION CONCRETE COLLARS { PILES &1'-6"2'-0" STEEL PILE { HP 12 X 53 FILL FACE 2'-0" ~ CONCRETE COLLAR CORROSION PROTECTION FOR STEEL PILES DETAIL1'-9"OF CAP BOTTOM 1'-0"70 LIN. FT. 38.50 LIN. FT. 25.00 LIN. FT. PART OF WING & COPING CAP, COLLARS, LOWER { BEAM PART OF WING BACKWALL & UPPER 42 18" GALV. STEEL SHEET PILES NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 1 OF 4 STAGE II END BENT 2 PLAN W.P. 2 (TYP.) TO CHORD 135°00'00" S-35 4" 4" 1'-6" (TYP.) (TYP.) (TYP.) AS SHOWN. SHEET PILE CONNECTION WELDED TO EVERY OTHER ƒ" ~ x 5" ANCHOR STUDS ANCHOR STUD DETAIL -L- CHORD NOTES 54'-1" (STAGE I AND STAGE II) 15 - PZ27 STEEL SHEET PILES 23 - #5 S8 @ 1'-0" CTS. 22'-7" (STAGE II)2'-6" 3'-6"2'-6" (TYP.)(TYP.)(TYP.)1'-9" TO{ OF PILES4'-0" TOPILES{ OF SHEET 1'-3"3" 22'-6"3'-4Š" 4'-4Š"4'-4Š"9'-3ƒ" 8'-3†"17'-6‹"2'-6" SHEET 4 OF 4) SEE DETAIL "A"SEE DETAIL "C" DETAIL "C" PZ90 PZ27 { BM. 1 { BM. 2 { BM. 3 #5 B33 BARS9'-8Ž"1'-6"8'-2Ž"14'-10" 14'-4 Š " 10'-0" 4'-4 Š " 9 - P Z27 S T E E L S HE E T PI L E S ELEVATION X X X 2'-3Œ" TO{ OF BRG.WORK LINE @ 5'-0" CTS. EL. 2010.68 EL. 2008.88 EL. 2009.00 EL. 2008.77 EL. 2008.89 EL. 2008.66 EL. 2008.78 EL. 2008.66 (TYP.) EMBEDMENT 1'-0" MIN. 9'-0"7'-6"7'-0" 1 BAY 1 2 3 BAY 2 { HP 12 x 53 STEEL PILES EL. 2011.12 & BACKWALL OF WING UPPER PART POUR #2 1'-6"1'-0"(TYP.) CONST. JT. 7 #4 U1 @ 1'-6" CTS.6" B B 4-#4 B31 CL.2"OVER PILES 4-#4 B29 5 #5 S1 & S2 @ 10" CTS. 10 #5 S1 & S2 @ 8" CTS.9" 8"8"8"9 #5 S1 & S2 @ 11•" CTS. 7" 3" 11'-9„" 12'-1Ž" 20'-0‹" FOR WING DETAILS, SEE SHEET 3 OF 4. FORMING IS USED. BE POURED AFTER THE CONCRETE CURB IS CAST IF SLIP THE CONCRETE IN THE SHADED AREA OF THE WING SHALL OF 2%. FROM THE FILL FACE TO THE BACK FACE AT THE RATE BRIDGE SEAT BUILDUPS SHALL BE SLOPED TRANSVERSELY THE TOP SURFACE OF THE END BENT CAP EXCEPT THE COMPOUND METHOD SHALL NOT BE USED. SPECIFICATIONS EXCEPT THAT THE MEMBRANE CURING SHALL BE CURED IN ACCORDANCE WITH THE STANDARD THE TOP SURFACE AREAS OF THE END BENT CAP PROTECTIVE COATING. BACKWALL SHALL BE PLACED BEFORE APPLYING THE EPOXY FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4. CLEAR ANCHOR BOLTS. STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO MAT'L. 1" EXP. JT. PILES DETAIL", SHEET 4 OF 4. CLARITY SEE "CORROSION PROTECTION FOR STEEL CONCRETE COLLARS FOR STEEL PILES NOT SHOWN FOR FOR SECTION A-A, SEE SHEET 4 OF 4. WING & SHEET PILES NOT SHOWN FOR CLARITY. PILES DETAIL", SHEET 4 OF 4. CLARITY, SEE "CORROSION PROTECTION FOR STEEL CONCRETE COLLARS FOR STEEL PILES NOT SHOWN FOR FOR SECTION B-B, SEE SHEET 4 OF 4. WING & SHEET PILES NOT SHOWN FOR CLARITY. 8/19 8/19 STAGE I (6 REQ'D) #4 B30 @ 4'-0" CTS. JOINT CONST. 1'-0"1'-0"#5 S4 & S5 #5 S6 & S7 25'-6•" #5 S1 & S2 (EA. FACE) 3 #4 B32 BARS (LEVEL) BOTT. OF CAP EL. 2005.47 9" 3" HIGH BEAM BOLSTERS PILE) (TYP. EA. 2-#4 S3 THRU B27 #9 B24 THRU B23 #9 B20 (3'-0" SPLICE) (2 BAR RUN) (EA. FACE) #5 B28 TOP OF WING EL. 2,012.76 W11'-0"1'-6"18 #5 V12 @ 1'-0" CTS. (FILL FACE) 17 #5 V12 @ 1'-0" CTS. (FRONT FACE) 17 #4 U2 @ 1'-0" CTS. STAGE I7'-0„"1'-0"1'-6"2'-6"BACKWALLJOINT CONST. & LOWER PART OF WING CAP, COLLARS, COPING POUR #1 42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 2 OF 4 STAGE II DETAILS END BENT 2 S-36 -L- CHORD (TYP.) TO CHORD 135°00'00" 2'-6"22'-7" 25'-1" FILL FACE W.P. 2 -L- (TYP.) TO CHORD 135°00'00" 2'-6"22'-7" 25'-1" FILL FACE W.P. 2 #9 B20 #9 B21 #9 B23 #9 B22 #9 B25 #9 B26 #9 B27 #9 B24 8/19 8/19 #9 "B" BARS - TOP OF CAP #9 "B" BARS - BOTTOM OF CAP CHORD 42 1'-0" 1'-5" 1'-0"1'-6" 2'-6" FACE FILL CONST. JT. B.B. 3" HIGH 2" CL. 2" CL. 2" CL.1'-6"1'-6" 2'-6" SHEET PILES { PZ27 STEEL #4 "V" #5 B34 2-#5 B34 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW TBE 8/19 SHEET 3 OF 4 WING DETAILS STAGE II END BENT 2 SECTION Y-Y S-37 8/19 8/19 PLAN OF WING W1 WING DETAILS ELEVATION OF WING W11'-0"2" CL.2" CL.2'-6"1'-6"1'-0"#4 "H"#4 "H" FACE FILL #4 K3 JT. MAT'L. 1" EXP. 14'-10" 4'-4Š"10'-0" 14'-4Š" 3" 15 - #5 U3 @ 1'-0" CTS. 9 - PZ27 STEEL SHEET PILES 9 #4 "V" BARS @ 1'-0" CTS. SHEET PILES { PZ27 STEEL 9'-7‹" 5'-0" 3'-6" 2'-6" 1'-0" 1'-6" 3" HIGH B.B. @ 5'-0" CTS.1'-0"#4 K3 (EA. FACE)EMBEDMENTCONST. JT.3"1'-0" SHEET PILE(EA. FACE) #4 V15 #4 "V" BARS (EA. FACE) (SPACED AS SHOWN ABOVE) EL. 2009.22 EL. 2012.76 SHEET 1 0F 4 SEE DETAIL C 23 #5 S8 @ 1'-0" CTS. 20 #4 V13 SPACED AS SHOWN 7 SPA. @ 1'-0" CTS. #5 B34 (EA. FACE) #4 V14 (LEVEL) EL. 2005.47 POUR #1POUR #2•"#5 U3 #5 U3 (TYP.) SHEET PILE FOR MAX. HOLE IN DRILL 2" ~ 1'-9" (FIELD BEND) #4 H5 (FILL FACE) #4 H4 (FRONT FACE) #4 H7 (FILL FACE) #4 H6 (FRONT FACE) #4 H9 (FILL FACE) #4 H8 (FRONT FACE) #4 H11 (FILL FACE) #4 H10 (FRONT FACE)10 #4 "H" (SPACED AS SHOWN) (EACH FACE)5 #4 H14 (FRONT FACE)5 #4 H15 (FILL FACE)(EA. FACE) #4 V16 (EA. FACE) #4 V13 (EA. FACE) #4 V17 (EA. FACE) #4 V18 (EA. FACE) #4 V19 (EA. FACE) #4 V20 (EA. FACE) #4 V21 (EA. FACE) #4 V22 8'-3†" #4 H13 (FILL FACE) #4 H12 (FRONT FACE)4 SPA. @ 9" CTS.10 #4 "H" (FRONT FACE)10 #4 "H" (FILL FACE)4 SPA. @ 9" CTS.4 SPA. @ 9" CTS.4 SPA. @ 9" CTS.42 NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : MGC NMW 7/19 TBE SHEET 4 OF 4 STAGE II DETAILS END BENT 2 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUS FOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPEFABRIC,SECURELY TIED. BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER- MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERAL PAY ITEMS. TEMPORARY DRAINAGE AT END BENT BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION PIPE WILL NOT BE ALLOWED. STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT BILL OF MATERIAL BAR NO.SIZE TYPE LENGTH WEIGHT 1 (MIN.)#9 1 3'-6"1'-6•"1'-6"•"1'-0"6"5'-0" 1'-0"2'-3"1'-9" 1'-4"1'-1" STEEL PILES { HP 12x53 #4 S3 (OVER PILES) @ 4" CTS. 4-#4 B29 FACE FILL 1'-0"1'-3"4-#4 B31 BARS (TYP.) 2" CL. #4 U1 #4 B30 2" CL. 1'-6" 1'-0" #5 B33 #5 B33 #5 B28 #5 B28 1'-3"1'-0"1'-3"2" CL.#5 S1 SHEET PILES { PZ27 STEEL9"9"3 #4 B32 BARS(EA. FACE)#4 U2 #5 V122" CL. TO#4 U2B.B. 3" HIGH S-38 #5 B33 1'-0" CTS. #5 S8 @ ALL BAR DIMENSIONS ARE OUT TO OUT. HK.HK. HK.HK. BAR TYPES 1'-3" 1'-8" ~ 4 5 6 10'-0" 7 H4 H5 HK.HK.8 1'-0"5•"5•"4'-8" 21'-6" B24 3 U3 U2 8" 1'-2"2'-2"2'-0"24'-7" B26 25'-9" B27 5•"5•"3'-2"5•"3'-2" HP 12 X 53 STEEL PILES NO: 3 HP 12 X 53 STEEL PILES SETUP FOR PILE DRIVING EQUIPMENT PILE EXCAVATION IN SOIL PILE EXCAVATION NOT IN SOIL END BENT 2 STAGE II1 1'-3" HK. 1'-3" HK.2 22'-3" B20 23'-8" B21 25'-1" B22 45 60 60 POSITION OF PILE DURING WELDING. DETAIL B 0'' TO „'' 0'' TO „''0'' TO „''0'' TO „''PILE SPLICE DETAILS 10° 0° BACK GOUGE BACK GOUGE DETAIL A DETAIL B PILE VERTICAL OR VERTICAL PILE HORIZONTAL 45+10°-0°DETAIL A SECTION B-B #5 S2 1'-6"U1 3'-2" 11'-2" 8 " B20 24'-9" 1 #9 1B21 26'-2" 1 #9 1B22 1 #9 1B23 29'-0" 94 1 #9 2B24 22'-9"77 1 #9 2B25 81 1 #9 2B26 88 1 #9 2B27 92 4 #5B28 63STR. 4 #4B29 64STR. 6 #4B30 13STR. 4 #4B31 28STR. 6 #4B32 STR. 3 #5B33 STR. 3 #5B34 45STR. 1 #4 9'-5"63 1 #4 10'-5"73 4 #4 9'-3"25K3STR. 25 #5 4'-1"S2 6 #4 6'-6"S3 1 #5 10'-2"S4 7 #4 6'-2"U1 5 106 6 4 7 25 #5 9'-8"S1 4 15 #5 5'-6"U3 17 #4 4'-8"53U2 7 7 35 #5 4'-10"STR. 20 #4 92STR. 2 #4 6'-9"STR. 2 #4 6'-4"STR. 2 #4 8STR. 2 #4 5'-6"7STR. 2 #4 5'-1"7STR. 2 #4 4'-8"6STR. 2 #4 4'-3"6STR. 2 #4 3'-11"5STR. 3'-2" 10'-6" 26'-2" 14'-6" 26 29 252 86 8 5'-11" V17 V18 V19 V20 V21 298.0 SQ. FT. DETAIL "A" FILL FACE 3'-6"2'-3Œ"1'-10"1'-5"BOLTS { ANCHOR { BRG.4"4"8"26'-6" B23 22'-8" B25 6Œ" 84 89 27'-7" 99 23'-11" 25'-10" 27'-0" 105 22'-11"72 2 #4 3'-6"5STR.V22 V12 176 V13 6'-11" V14 9 V15 V16 BEARING PAD ELASTOMERIC 1'-10" x 8" x 1ƒ" PROJ. 5•" ABOVE CAP ANCHOR BOLTS TO 1 ƒ'' • x 1'-11•"11"11"8•"8•"8/19 8/19 (TYP. EACH PILE) PLAN COLLAR CONCRETE ELEVATION CONCRETE COLLARS { PILES &1'-6"2'-0" STEEL PILE { HP 12 X 53 FILL FACE 2'-0" ~ CONCRETE COLLAR CORROSION PROTECTION FOR STEEL PILES DETAIL1'-9"OF CAP BOTTOM 42 LIN. FT. NO: 3 EA. { BEAM 5•"5•"3'-8" 5•"5•"5'-6" S2 S5 S7 1'-3'' LAP 5•"5•"2'-9•" 3'-8" 5'-6" S1 S4 S6 2'-9•"2'-9•"H12 H13 POUR #1 POUR #2 TOTAL CLASS A CONCRETE CLASS A CONCRETE BREAKDOWN 2,319 LBS. 15.8 C.Y. 3.8 C.Y. 19.6 C.Y. PART OF WING & COPING CAP, COLLARS, LOWER REINFORCING STEEL 1 #4 8'-7"63H11 1 #4 7'-8"53H10 1 #4 6'-10"53 1 #4 5'-11"43 1 #4 5'-1"33 1 #4 4'-2"33 1 #4 83 H6 H5 H7 H8 H9 1 #4 73H4 1 #5 4'-7"S5 5 1 #5S6 4 1 #5 6'-5"S7 5 23 #5 6'-7"S8 8 158 23.00 LIN. FT. 15.00 LIN. FT. 24'-0" 15'-0" H6 3'-6" H7 4'-5" H8 5'-3" H9 6'-2" 7'-0" 7'-11" 8'-9" H10 H11 H12 H13 11 5 12'-0"13 7 #9 B20 THRU B23 #9 B24 THRU B27 SHEET 1 OF 4. STUD DETAIL", SEE "ANCHOR PART OF WING BACKWALL & UPPER 9'-6"H14 H15 5 #4 10'-2"343H14 5 #4 11'-2"373H15 10'-6" 9'-9" 10'-8" 11'-10" 42 18" GALV. STEEL SHEET PILES NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON 12'-0" 1'-3" 9" 3" 9" 3" PLAN @ END BENT #1 CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : NMW MGC 5/19 BRIDGE APPROACH SLAB -L-35-#6 B2 @ 6' CTS (BOTT. OF SLAB)1'-3" 9" 3" 9" 3" CONST. JT.6" BEVEL3'-0"3'-6"BAR NO.SIZE TYPE LENGTH WEIGHT A2 A1 B1 B2 STR STR * * * LBS. LBS. C. Y. REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE BAR NO.SIZE TYPE LENGTH WEIGHT B1 B2 STR STR * * * LBS. LBS. C. Y. REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE #4 #4 #4 #4 APPROACH SLAB AT EB #1 STAGE I APPROACH SLAB AT EB #1 STAGE II A3 A4 35 35 21 21 926 660 9.8 586 422 6.3 BILL OF MATERIAL BAR SIZE #4 #5 #6 EPOXY COATED UNCOATED 2'-0" 2'-6" 3'-10" 1'-9" 2'-2" 2'-7" SPLICE LENGTHS CURB DETAILS SECTION N-N 8"4"ARC OFFSETS - LEFT SIDE NORMAL TO END BENT SAWED OPENING FOR 1'-4"JOINT SEAL OPENING À JOINT 6"2" CL.BARS #5 ``B'' BARS #6 ``B'' BARS #4 ``A'' FORMED PREVENT BOND ROOFING FELT TO 2 LAYERS OF 30 LB.1'-2"8"4" CL.SECTION THRU SLAB 2 : 1 SLOPE #4 ``A'' BARS ROADWAY SUPPORTS @ 3'-0" CTS. APPROVED WIRE BAR @ 3'-0" CTS. ACROSS SLAB 5‚" CONTINUOUS HIGH CHAIR UPPER (CHCU) 3'-0"6"1'-8"GEOTEXTILE PVC PIPE SCHEDULE 40 4" • PERFORATED OR CLASS VI) (CLASS V MATERIAL SELECT MIN.BY THE CONTRACTOR) (TO BE DETERMINED 1: 1 SLOPE APPROXIMATE (TYPE II - MODIFIED APPROACH FILL) STAGE I & STAGE II AT END BENT #1 N N (TOP OF SLAB) (2-BAR RUN) 11-#4 A3 @ 1'-0" CTS. (BOTTOM OF SLAB) (2-BAR RUN) 11-#4 A4 @ 1'-0" CTS. (TOP OF SLAB) (2-BAR RUN) 11-#4 A1 @ 1'-0" CTS. (BOTTOM OF SLAB) (2-BAR RUN) 11-#4 A2 @ 1'-0" CTS. #6 B7 (BOTT. OF SLAB) #5 B3 (TOP OF SLAB) OR #6 B8 (BOTT. OF SLAB) #5 B4 (TOP OF SLAB) OR #6 B9 (BOTT. OF SLAB) #5 B5 (TOP OF SLAB) OR (FIELD BEND) #6 B10 (BOTT. OF SLAB) #5 B6 (TOP OF SLAB) OR #6 B17 (BOTT. OF SLAB) #5 B11 (TOP OF SLAB) OR #6 B18 (BOTT. OF SLAB) #5 B12 (TOP OF SLAB) OR #6 B19 (BOTT. OF SLAB) #5 B13 (TOP OF SLAB) OR #6 B20 (BOTT. OF SLAB) #5 B14 (TOP OF SLAB) OR #6 B21 (BOTT. OF SLAB) #5 B15 (TOP OF SLAB) OR (FIELD BEND) #6 B22 (BOTT. OF SLAB) #5 B16 (TOP OF SLAB) OR CURVE & END OF END BENT #1 FILL FACE @ APPROACH SLAB END OF 6 SPA. @ 1'-0" CTS. 13 SPACES @ 1'-0" CTS. CURVE & END OF END BENT #1 FILL FACE @ APPROACH SLAB END OF ARC OFFSETS - RIGHT SIDE 7'-3•" (ALONG CHORD) FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" • DRAINAGE PIPE, AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS. GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS SECTION 1056. SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI) SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016. SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB. APPROACH SLAB SHALL NOT BE CONSTRUCTED PRIOR TO COMPLETION OF THE BRIDGE DECK. FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGS. AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL BE PAVED. SEE ROADWAY PLANS. NOTES #5 #6 24 26 1 #5 8 1 #5 5 1 #5 3 1 #5 14 1 #6 12 1 #6 8 1 #6 5 1 #6 20 B3 B4 B5 B6 B7 B8 B9 B10 * * * * 24 26 #5 #6 8 6 4 3 2 9 11 8 6 4 3 13 B11 B12 B13 B14 B15 B16 B17 B18 B19 B20 B21 B22 * * * * * * 16'-2"259 STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR STR 15'-11 276 10'-2"371 11'-6"605 7'-9" 5'-1" 1 #5 1 #5 1 #5 1 #5 1 #5 1 #5 1 #6 1 #6 1 #6 1 #6 1 #6 1 #6 3'-0" 13'-0" 7'-9" 5'-1" 3'-0" 13'-0" 10'-5"167 10'-3"178 10'-2"223 11'-6"363 7'-5" 5'-5" 3'-11" 2'-8" 2'-0" 8'-6" 7'-5" 5'-5" 3'-11" 2'-8" 2'-0" 8'-6"(TYP.)@ END BENT 1 FILL FACE SLAB) (BOTT. OF #4 A4 SLAB) (TOP OF #4 A3 #4 A4 #4 A3 OR SLAB) (BOTT. OF #4 A2 SLAB) (TOP OF #4 A1 SLAB) (BOTT. OF #4 A2 #4 A2 #4 A1 OR SLAB) (BOTT. OF #4 A4 SHEET 1 OF 3 S-39 42 8/19 8/19 SBW NNCHORD (TO CHORD) 135°-00'-00" DETAILS", SHEET 3 OF 3. SEE " FOAM JOINT SEAL 33'-9‚"16'-9"17'-0‚"20'-3" (STAGE I)13'-6‚" (STAGE II)CHORD EXT.(BOTT. OF SLAB)21-#6 B2 @ 6' CTS THE JOINT SHALL BE SAWED PRIOR TO THE CASTING OF THE CURB. BE 2''. THE NOMINAL UNCOMPRESSED SEAL WIDTH OF THE FOAM JOINT SEAL SHALL FOR FOAM JOINT SEALS, SEE SPECIAL PROVISIONS.3"6•"8•"9‰"8•"6•"3"0•"1Š"1•"2‹"2Ž"3ˆ"3‰"3‰"3ˆ"2Ž"2‹"1•"1Š"0•"7ƒ"7ƒ" 7„"7„" 14'-2‚" (ALONG CHORD) BEGIN APPROACH SLAB STA. 15+74.40 (-CHORD EXT.-) WORK POINT #1 STA. 15+84.99 -L-8" CURB26'-10" (CLEAR ROADWAY)16'-11"9'-11"4"35-#5 B1 @ 6" CTS. (TOP OF SLAB)3"3"21-#5B1 @ 6' CTS (TOP OF SLAB)8" CURB10'-7" (STAGE II)17'-7" (STAGE I)3'-6"14'-1"28'-2"4" NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON BRIDGE APPROACH SLAB STAGE I & STAGE II AT END BENT #2 CHECKED BY : DATE : DATE : DRAWN BY : DATE :DESIGN ENGINEER OF RECORD : NMW MGC 5/19 NORMAL TO END BENT SAWED OPENING FOR 1'-4"JOINT SEAL OPENING À JOINT 6"2" CL.BARS #5 ``B'' BARS #6 ``B'' BARS #4 ``A'' FORMED PREVENT BOND ROOFING FELT TO 2 LAYERS OF 30 LB.1'-2"8"4" CL.SECTION THRU SLAB 2 : 1 SLOPE #4 ``A'' BARS ROADWAY SUPPORTS @ 3'-0" CTS. APPROVED WIRE BAR @ 3'-0" CTS. ACROSS SLAB 5‚" CONTINUOUS HIGH CHAIR UPPER (CHCU) 3'-0"6"1'-8"GEOTEXTILE PVC PIPE SCHEDULE 40 4" • PERFORATED OR CLASS VI) (CLASS V MATERIAL SELECT MIN.BY THE CONTRACTOR) (TO BE DETERMINED 1: 1 SLOPE APPROXIMATE (TYPE II - MODIFIED APPROACH FILL) BAR NO.SIZE TYPE LENGTH WEIGHT B1 B2 STR STR * * * LBS. LBS. C. Y. REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE BAR NO.SIZE TYPE LENGTH WEIGHT B1 B2 STR STR * * * LBS. LBS. C. Y. REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE #4 #4 #4 #4 APPROACH SLAB AT EB #2 STAGE I APPROACH SLAB AT EB #2 STAGE II 35 35 21 21 837 587 9.1 529 375 5.7 BILL OF MATERIAL BAR SIZE #4 #5 #6 EPOXY COATED UNCOATED 2'-0" 2'-6" 3'-10" 1'-9" 2'-2" 2'-7" SPLICE LENGTHS #5 #6 12 13 24 26 #5 #6 1 12#5 1 17#6 B30 B40 * CURB DETAILS SECTION N-N 8"4"PLAN @ END BENT #2 CONST. JT. 12'-0"35-#6 B2 @ 6' CTS (BOTT. OF SLAB)1'-3" 9" 3" 9" 3" 1'-3" 9" 3" 9" 3" N N6" BEVEL3'-0"(TYP.)-L- END BENT 2 FILL FACE @ FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" • DRAINAGE PIPE, AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS. GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS SECTION 1056. SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI) SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016. SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB. APPROACH SLAB SHALL NOT BE CONSTRUCTED PRIOR TO COMPLETION OF THE BRIDGE DECK. FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGS. AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL BE PAVED. SEE ROADWAY PLANS. NOTES (TOP OF SLAB) 11-#4 A10 @ 1'-0" CTS. (BOTTOM OF SLAB) 11-#4 A20 @ 1'-0" CTS. (TOP OF SLAB) (2-BAR RUN) 11-#4 A30 @ 1'-0" CTS. (BOTTOM OF SLAB) (2-BAR RUN) 11-#4 A40 @ 1'-0" CTS. SLAB) (BOTT. OF #4 A40 SLAB) (TOP OF #4 A30 SLAB) (BOTT. OF #4 A40 #4 A40 #4 A30 OR SLAB) (BOTT. OF #4 A20 #4 A20 #4 A10 OR SLAB) (BOTT. OF #4 A20 SLAB) (TOP OF #4 A10 #6 B40 (BOTT. OF SLAB) #5 B30 (TOP OF SLAB) OR A10 A20 A30 A40 26'-11"216 26'-8"232 STR STR STR STR STR STR 10'-2"371 11'-6"605 8'-9" 8'-7" 140 149 10'-2" 11'-6" 11'-3" 11'-3" 223 363 SHEET 2 OF 3 S-40 42 8/19 8/19 SBW DETAILS", SHEET 3 OF 3. SEE " FOAM JOINT SEAL THE JOINT SHALL BE SAWED PRIOR TO THE CASTING OF THE CURB. BE 2''. THE NOMINAL UNCOMPRESSED SEAL WIDTH OF THE FOAM JOINT SEAL SHALL FOR FOAM JOINT SEALS, SEE SPECIAL PROVISIONS. CHORD EXT.CHORD TO CHORD 135°-00'-00" N N 28'-7…"26'-10" (CLEAR ROADWAY)8" CURB8" CURB16'-11"9'-11"3"35-#5 B1 @ 6" CTS. (TOP OF SLAB)21-#5B1 @ 6' CTS (TOP OF SLAB)3'-6"14'-1"(BOTT. OF SLAB)21-#6 B2 @ 6' CTS WORK POINT #2 STA. 16+41.01 -L- END APPROACH SLAB STA. 16+51.60 (-CHORD EXT.-)3"4"4"14'-9„"13'-10‚"10'-7" (STAGE II)17'-7" (STAGE I)28'-2"11'-3„" (STAGE II)17'-4‚" (STAGE I)3'-6" NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 16+13.00-L- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON STANDARD SLAB DETAILS BRIDGE APPROACH STD. NO. BAS4 CHECKED BY : DATE : DATE : ASSEMBLED BY : CHECKED BY : ARB 1 1/88 DRAWN BY : FCJ 1 1/88 REV. 6/13 REV. 12/17 MAA/GM MAA/THC REV. 5/18 MAA/THC NMW SBW 5/19 SECTION C-C2‚"(TYP.)5•" (TYP.) CONCRETE ELASTOMERIC BLOCKOUT FOR À JT. @ END BENT CONCRETE DIMENSIONS) (PRE-SAWED ELASTOMERIC FOAM JOINT SEAL 45°45° 1"BEVEL AS SHOWN FROM GUTTER TO GUTTER SAWED OPENING FOR SECTION C-C ‚"CONCRETE ELASTOMERIC À JT. @ END BENT ( EXPANSION ) FOAM JOINT SEAL FOAM JOINT SEALCCPLAN B A B A ELASTOMERIC CONCRETE END BENT À JOINT @ FORMED OPENING SAWED OPENING (DECK) SECTION B-B SAWED OPENING AREA TO MATCH FORMED IN THIS OPENING TO BE 1'-4"JT.MAT'L SAWED FORMED4"8" 1" EXP.4"BOTTOM OF SEAL(LEVEL) CONST. JT.SAWEDFORMEDBOTTOM OF SEAL RADIUS OF SAW BLADE SECTION A-A 3" MIN. (WILL EXCEED SAWED OPENING AREA TO MATCH FORMED IN THIS OPENING TO BE LARGER THAN 3") 3" IF SEAL DEPTH IS6" (LEVEL) CONST. JT. 1•" * BASED ON THE MINIMUM BLOCKOUT SHOWN. (CU. FT.) CONCRETE * ELASTOMERIC TOTAL ELASTOMERIC CONCRETE SLAB APPROACH EARTH DITCH BLOCK 12"FILL SLOPE ELBOW ELBOW TEMPORARY SLOPE DRAIN TOE OF FILL SECTION S-S SECTION R-R 12" MINIMUM END OF APPROACH SLAB EROSION RESISTANT MATERIAL TO PIPE INLET GRADE TO DRAIN 1'-6" MIN. FLOW LINE PLAN VIEW TEMPORARY BERM AND SLOPE DRAIN DETAILS R TEMP. SLOPE DRAIN 1'-0" MIN. R FUTURE SHOULDER 2'-0"MIN.2'-6" MIN.S S 4'-0" EARTH DITCH BLOCK À 2'-0"MIN. NOTE: TEMPORARY DRAINAGE PIPE, 12 INCHES IN DIAMETER. THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER. PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL EROSION RESISTANT MATERIAL SHALL BE EITHER 1) ASPHALT AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,MIN.2'-6"FOR EROSION CONTROL CLASS ``B" STONE FOR EROSION CONTROL CLASS ``B" STONE 4'-0" MIN. MATERIAL OVER PIPE 3" EROSION RESISTANT (TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)NIARDOTEDARG FLOW LINE EPOLSFOMOTTOBOT NOTE:IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY AFTER THE BACKFILLING OF THE END BENT EXCAVATION, GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE. THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB. TEMPORARY DRAINAGE DETAIL CAP FLOW LINE ONLY WITH EROSION RESISTANT MATERIAL BACKFILL EXCAVATION HOLE AND GRADE TO DRAIN BRIDGE DECK 1†" @ 45° F 1Œ" @ 60° F 1•" @ 90° F CURB END BENT 1 STAGE I END BENT 2 STAGE I END BENT 1 STAGE II END BENT 2 STAGE II SHEET 3 OF 3 4.3 2.6 4.3 2.6 13.8 S-41 42 8/19 FOAM JOINT SEAL DETAILS @ END BENT 1" FORMED OPENING 1" FORMED OPENING UP PARALLEL TO SLOPED FACE OF THE CURB. FOAM JOINT SEAL TO BE CUT, HEAT WELDED AND TURNED FILL FACE 1'-3" NO.NO.BY:BY:DATE: REVISIONS SHEET NO. TOTAL SHEETS STATE OF NORTH CAROLINA RALEIGH STATION: COUNTY PROJECT NO. DEPARTMENT OF TRANSPORTATION 1 2 3 4 16+13.00-L- Placement Scale : PRELIMINARY PLANS TGS ENGINEERS 804-C N. LAFAYETTE ST SHELBY, NC 28150 PH (704) 476-0003 CORP. LICENSE NO.: C-0275 17BP.14.R.211 REPLACES BRIDGE NO. 580046 MACON STANDARD NOTES BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS. SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE. ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE GIRDER BRIDGES, ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED ORDINATE, AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND ACTUAL BEAM CAMBER. IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER. INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL BE LAPPED TO LOCK LEGS ON ADJOINING PIECES. STRUCTURAL STEEL: SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/16" IN THICKNESS AND DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2" OR A THICKNESS EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM ELECTROSLAG WELDING WILL NOT BE PERMITTED. ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR ETC. IN CASTING SUPERSTRUCTURES: ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT, DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED REINFORCING STEEL: WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8" ~ SHEAR STUDS FOR THE STUDS FOR 4 - 3/4" ~ STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST ALONG THE BEAM AS SHOWN FOR 3/4" ~ STUDS BASED ON THE RATIO OF 3 - 7/8" ~ BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-O". THE RATE OF 3 - 7/8" ~ STUDS FOR 4 - 3/4" ~ STUDS, AND STUD SPACING CHANGES SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8" ~ STUDS PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION, OR METALLIZING. EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING, STRESS IN EXTREME FIBER OF IMPACT ALLOWANCE LIVE LOAD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 27,000 LBS. PER SQ. IN. 20,000 LBS. PER SQ. IN. DESIGN DATA: SPECIFICATIONS - - - - - - - - - - - - - - - MATERIAL AND WORKMANSHIP: UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE CONCRETE: 1,800 LBS. PER SQ. IN. EQUIVALENT FLUID PRESSURE OF EARTH - - - - - (MINIMUM) 30 LBS. PER CU. FT. 375 LBS. PER SQ. IN.- - - -OF TIMBER COMPRESSION PERPENDICULAR TO GRAIN PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH TOP CORNERS OF CURBS MAY BE ROUNDED TO 1-1/2" RADIUS WHICH IS BUILT INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS SHALL BE ROUNDED WITH A 1/4" FINISHING TOOL UNLESS OTHERWISE REQUIRED ON PLANS; AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES CONCRETE IN COMPRESSION CONCRETE IN SHEAR - - - - - - - - - - - - - - - - - - - - - - - 1,200 LBS. PER SQ. IN. SEE A.A.S.H.T.O. EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL N. C. DEPARTMENT OF TRANSPORTATION. USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT: CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES, CONCRETE CHAMFERS: UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON STRUCTURES SHALL BE CHAMFERED 3/4" WITH THE FOLLOWING EXCEPTIONS: AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4" RADIUS WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS. GRADE 60 24,000 LBS. PER SQ. IN. REINFORCING STEEL IN TENSION 27,000 LBS. PER SQ. IN. - - SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY - - - - - ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK, TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS " BRIDGE WELDING CODE". BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE ƒ" ~ STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT STRUCTURAL STEEL - AASHTO M270 GRADE 36 - - AASHTO M270 GRADE 50W - - AASHTO M270 GRADE 50 - ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL BE USED FOR SLOPE PROTECTION AND RIP RAP. ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT TO OUT AS INDICATED ON PLANS. SEE A.A.S.H.T.O. SEE PLANS A.A.S.H.T.O. (CURRENT) UNTREATED - EXTREME FIBER STRESS STRUCTURAL TIMBER - TREATED OR BE HOT ROLLED. STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL FALSEWORK OR FORMS IS STARTED. BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL HANDRAILS AND POSTS: SPECIFICATIONS ARTICLE 105-4. OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL SPECIAL NOTES: ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB. THE 2018 ``STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL DOWELS: BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO PLACE WITH 1:2 CEMENT MORTAR. STANDARD NOTES S-42 42 DATE: NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS. BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE. METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE