The URL can be used to link to this page

Home My WebLink About20140402 Ver 1_Application_20140410Attachment G: l.ow/Minimal Impact Bridge Project Llata Sheet � TIP NO 2 WBS Element No. 17BP.�l1.R.55 3 County Avery 4 Bridge Number 100 SR 116i over Little Qescription Horse Creek 5 6 Basin French Broad 7 Classification WS-V; Trout 8 Stream SIN 7-2-9-4 9 Type Iniand 0 Size 17' X 2' �. Type Bridge 2 Existing Structure Size 21' long x 2Q' wide 3 Suff. Rating 33 4 Proposed Structure �ype Bridge 5 Size 50' lang x 27' wide 6 Stream USACE (LF) 53' riprap 7 NCDWQ Impacts (LF) 53' riprap 8 USACE Impacts (AC) � ,9 Wetlands Non 404 Impacts (AC) 0 .0 GAMA Impacts (SF) N/A .1 NC DWQ Buffers Impacts (SF) N/A �,2 Buffer Applicatan Required (Y/N� No :3 State Stormwater Permit Required (Y/N) No '4 Habitat No �S T&E Species Present None '6 Bio Conclusian No Effect !� Moratorium Typ� Trout '.8 Dates Oct. 15 - April 15 �9 NativelHatchery Native `� Trout Waters Trout Species Present BNTfRB7 �1 Trout Conditions (Y/N) Yes �2 WRC Reviewer D. Goodfred ;3 CAMA AECs No ;4 Essential Fish Habitat No ;5 Nav. Opening No s6 USCG Permit No S7 Nistoric Properties No �8 Archaeological Resources No �9 Tribal Lands No �0 4(t� Resaurces No t1 6(f� [LWCF] Resources No �2 Wild and Scenic River No G3 Federal Lands No �4 TVA Area Yes �5 FEMA Buyout No �6 FEMA Flood Study No �7 USTs Haz Mats No �8 Relocatees No �9 LAT 36.11611 Locatian iC? LONG -81.98844 ;1 Project Comments . Completed by: Date: �?� �1 Le Enginee d� ��°" Date: `' ision Environmental 4fficer,-``� � �� i` � � �� t t �� I�c��r� ��r �� r�� r�� r�� r�l �.�� i�� f ��r ��r�� €��sr � . • • •. = .+�-""•�. • • ' � „ � i , w • • � � ♦ ' • i� • � " � � « � � � � � � • r w • ' � w • � • ; This project is subject to the Low Impact Bridge Process as agreed ta c�n C�c 20C�9. This project meets the documentation r�quirements and appraval pro under NEPA, as defi�ined by FHWA, fnr Law Impact Bridge Replacements. Y� meets the standards of NCDOT's Minimum �riteria Rule�. Date: 4/1a/14 Applicant Name: NCDOT Applicant Address: 801 Statesvilfe Ro�d North Wifkesbora, NC 28659 � Primary Cantact for Project: Heafih �laughter . « _ � � .� . �. Is this an after-the-fact application: Yes X Na River Basin: French Broad �tream Classification: W�-V; Trout Regula�tory Authorization t7ptions for this Acti�rity Federal: USACE Nationwide Gerreral Permit 3-- IVlaint�n�nce �tate: Ger�eral Water Quality Certification #3687 and/ar Buffer Au�hori�zation Local: Nc�ne ,�� rl�, I�� ; �� • � �.- . _, .. ..- Project Description -- This section shali include a description of the existing and propose+� bridge�, any stormwater managernent BMPs utilized ta meet difFuse flow ar treatm�nt prior to discharge, +�xisting and proposed stream/wetlandlapen water impacts, buffer impacts by imp�ct type (road fiii, b�ridging, etc.}, drawings of the proposed project and impacts. Additional pages may be attache�. Si nature: �� F� g Print Name: �- ,�� r Title: � � � �Tr��r��c�r�� r��ir�� r�� iC ��ri�;� ��r��r; ��ei��, �� -1 �� .��;��: �� '�J ��li��€� ��., �.�I�i��f �� a��l�� 'I��r��: ��W�'�s�-�� , �"��: �1�M��W��3� ��r��,. ��;If��l��c��.�r�s��t�� kn �;�t.�.�i t ��;��-,�ra:EE�;t4� �� ffirr�:��ki�+� ,�f�.tic�n �::��:��r �:�� x . . ��. � �:��.� �. �..�.�� F � 10 P C S ta . 10 + 6 0 .8 9 P T S ta . 11+ 0 3 .9 3 P C S ta . 11+ 4 6 .3 2 P T S t a . 12 + 2 2 .0 6 P C S t a . 13 + 5 3 .3 0 P T S t a . 1 4 + 1 8 . 4 2 P O T S t a . 1 4 + 9 9. 1 9 0 3 0 2 0 2 0 1 0 1 9 .0 ’ 9 .0 ’ 9 . 0 ’ 9 . 0 ’ SE = .03 0 1 0 1 0 3 0 2 TYPE-III TYPE-III GRAU 350 TL-2 - L- P OT S ta . 10 + 0 0 .0 0 0 3 0 0 0 2 6 0 3 0 4 4 0 4 0 0 0 2 0 3 0 3 9 + 6 3 .9 2 19.33’ + 5 3 .3 013.00’ 19.33’ + 5 7 .2 7 9 .0 ’ 9 .0 ’ 9 . 0 ’ 9 . 0 ’ TL-2 GRAU 350 (TL-2) IA-350 R =100’ + 3 3 .7 5 18.0’ + 6 7 .8 4 R=10’ TYPE-III WALL 1 WALL 2 -L- STA. 10+75.00 BEGIN CONSTRUCTION -L- STA. 12+67.80 END BRIDGE WALL 1 WALL 2 -L- STA. 12+80.36 END APPROACH SLAB -L- STA. 12+04.26 END RETAINING WALL 1 -L- STA. 11+58.04 BEGIN RETAINING WALL 1 -L- STA. 12+85.18 BEGIN RETAINING WALL 2 -L- STA. 12+15.20 BEGIN BRIDGE -L- STA. 12+02.48 BEGIN APPROACH SLAB -L- STA. 10+75.00 BEGIN CONSTRUCTION -L- STA. 12+67.80 END BRIDGE -L- STA. 13+65.00 END CONSTRUCTION GRAU 350 TL-2 -L- STA. 13+40.18 END RETAINING WALL 2 +65.00 EX. R/W 30.00’ +45.00 EX. R/W 30.00’ 1G DB 284 PG 1205 DB 163 PG 737 LARRY & PHYLLIS ENGLISH DB 93 PG 1861 PAT & JUNE TAYLOR JERRY & KATHY BENFIELD DB 441 PG 600 OWNER UNKNOWNUNKNOWN OWNER EX IS T IN G R /W WOODS E X IS T IN G R /W GR DRI VE WOODS INV.=3532.25’ EXISTING R/W EXISTING R/W 18 " C MP INV.=3536.45’ G R D R I V EG R D R I V E UNKNOWN OWNER W/ LIGHT POWER & PHONE 1-1/2SROCKD ROCK WALL LITTLE HORSE CREEK 4 5 . 0 0 ’ 2 2 . 5 0 ’ 2 2 . 5 0 ’ 2 2 .5 0 ’ 4 5 .0 0 ’ 2 2 .5 0 ’ ELEV=2423.85’ O/H POWER LINE SHED WOOD CARTNER BROTHERS, LLC F F F F F F F F F CCCC FF F MCF UP TO ELEV. 3512.0 (STRUCTURAL PAY ITEM) CLASS II RIP RAP EST. 30 TONS UP TO ELEV. 3512.0 (STRUCTURAL PAY ITEM) CLASS II RIP RAP EST. 26 TONS 15" 4-1 4-2 4 SY FF RIP RAP CL ’B’ 1 TON 4 SY FF RIP RAP CL ’B’ 1 TON 4 SY FF RIP RAP CL ’B’ 1 TON OF EXIST. CUT DITCH AT TERMINATION NOTE: PLACE RIP RAP PAD EXISTING CUT DITCH N C G R ID N A D 8 3 /N S R S 2 0 0 7 SHEET NO.PROJECT REFERENCE NO. 4 GRAPHIC SCALE ( IN FEET ) 020253 20 0 10 20 60 DATUM DESCRIPTION THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT IS BASED ON THE STATE PLANE COORDINATES ESTABLISHED BY NCDOT FOR MONUMENT "020253-2" WITH NAD 83/NSRS 2007 STATE PLANE GRID COORDINATES OF NORTHING: 1017950.6179(ft) EASTING: 1349556.3061(ft) ELEVATION: 2553.9098(ft) THE AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT (GROUND TO GRID) IS: 0.9999964868 THE N.C. LAMBERT GRID BEARING AND LOCALIZED HORIZONTAL GROUND DISTANCE FROM "020253-2" TO -L- STATION IS ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES VERTICAL DATUM USED IS NAVD 88 SURFACE WATER DENOTES IMPACTS IN S S WETLAND AND SURFACE WATER IMPACTS PERMIT $ $ $ $ $ $ S Y S T IM E $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ D G N $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ U S E R N A M E $ $ $ $ $ $ $ $ $ $ S Y S T IM E $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ D G N $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ U S E R N A M E $ $ $ $ WETLAND AND SURFACE WATER IMPACTS PERMIT PERMIT DRAWING T. SHAWN AUSEL, PE CHARLES J. RICE, EI D E P A R T MEN T O F TRA N S PORTA T I O N S T A TEOFNORT H C AR O LI N A P.E. ENGINEER ROADWAY DESIGN STATE DESIGN ENGINEER DIVISION ADMINISTRATOR APPROVED DATE STRUCTURES MANAGEMENT UNIT RALEIGH, N.C. 27610 1000 BIRCH RIDGE DRPROJECT LENGTH RIGHT OF WAY DATE: LETTING DATE: DESIGN DATA Prepared in the Office of:DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA LOCATION: 2012 STANDARD SPECIFICATIONS VAUGHN & MELTON FOR THE NORTH CAROLINA DIVISION OF HIGHWAYS VICINITY MAP PROJECT ENGINEER PROJECT DESIGN ENGINEER JULY 17, 2012 JULY 17, 2012 S T R U C T U R E : 0 5 0 1 0 0 C O N T R A C T : C 2 0 3 0 4 7 VIRGINIA MABRY MANAGER OF THE PRIORITY PROJECTS OFFICE STRUCTURES BOONE, NC 28607 324 HWY. 105 EXT., STE. 5 DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA AVERY COUNTY STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET N/A N/A PE ROW/UTL PROJECT LENGTHDESIGN DATA T V = = = = ADT 2012 ADT 2025 100 200 DAUL = 1 RURAL FUNC CLASS = LOCAL *TTST = 1 -L- STA. 10+75.00 BEGIN PROJECT 050100 SR 1167 (LITTLE HORSE CREEK RD) -L- -L- STA. 12+15.20 BEGIN STRUCTURE -L- STA. 12+67.80 END STRUCTURE -L- STA. 13+65.00 END PROJECT 050100 N C G R ID N A D 8 3 / N S R S 2 0 0 7 2% * 35 MPH TO SR 1199 TO DEAD END LITTLE HORSE CREEK SUB-REGIONAL TIER CONSTRUCTION DATE: RELEASE FOR APR. 2, 2014 T V = = = = ADT 2012 ADT 2025 DO NOT USE FOR CONSTRUCTION PRELIMINARY PLANS -L- STA. 12+15.20 STRUCTURE NO. 100 OVER LITTLE HORSE CREEK ON SR 1167 (LITTLE HORSE CREEK ROAD) 100 200 2% * 35 MPH DAUL = 1 Consulting Engineers Middlesboro, Kentucky 606 248 6600 Tri-Cities, Tennessee 423 467 8401 Copyright 1994 Vaughn & Melton, Inc. All Rights Reserved c Charlotte, North Carolina Tennessee 865 546 5800 Knoxville, South Carolina 864 574 4775 Spartanburg, Asheville, North Carolina 828 253 2796 704 357 0488 Old Minneapolis Rd R o a d Creek Horse Big Elevation 4500 Belview Mountain Houston Ridge Hartley Ridge Hartley Gap Cr. *TTST = 1 Little Horse Creek Rd FUNC CLASS = LOCAL RURAL CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES. THERE IS NO CONTROL OF ACCESS ON THIS PROJECT. NC GRID NAD 83/NSRS 2007 1167 1199 1166 1186 G R D RI V E WOODS L ITTLE HOR SE CREEK LBS LOCATION SKETCH CORED SLABS CONCRETE PRESTRESSED 3’-0" x 1’-9" = 370 = 25 = 3514.2 = 600 = 3514.93 = 680 CFS = 100| = 3516.5 = 589 AC. NC G R ID NA D 8 3 /N S R S 2 0 0 7 L ITTLE HORSE CREEK ROADSR 1167 DESIGN DISCHARGE DESIGN FREQUENCY BASE DISCHARGE CFS YRSBASE FREQUENCY OVERTOPPING FREQUENCY OVERTOPPING DISCHARGE CFS YRS FT FT DESIGN HW ELEVATION BASE HW ELEVATION FTOVERTOPPING ELEVATION OVERTOPPING FLOOD DATA = 100 YRS HYDRAULIC DATA DRAINAGE AREA SUPERSTRUCTURE END BENT 1 END BENT 2 TOTAL LUMP SUM TOTAL BILL OF MATERIAL LUMP SUM LUMP SUM LUMP SUM SLABS APPROACH BRIDGE LUMP SUM LUMP SUM CU. YARDS CONCRETE CLASS A STEEL REINFORCING TONS BEARINGS ELASTOMERIC LUMP SUM LUMP SUM LUMP SUM SQ. YARDS NO. RAIL BARRIER CONCRETE VERTICAL LIN. FT.LIN. FT. THICK) (2’-0" CLASS II RIP RAP STRUCTURE OF EXISTING REMOVAL EXCAVATION STRUCTURE UNCLASSIFIED LUMP SUM LUMP SUM LUMP SUM DRAINAGE FOR GEOTEXTILE GENERAL NOTES: STA. 12+41.50 BRIDGE I.D. BRIDGE PROPOSED { SURVEY -L- (TYP.) (SEE ROADWAY DETAIL) PROPOSED GUARDRAIL EXISTING BRIDGE TO DEAD END SEE ROADWAY PLANS FOR UTILITIES SEE ROADWAY PLANS FOR CONSTRUCTION PHASING G R D RI V E 2 3 2 GENERAL DRAWING 60.2 70.5 143.8 3015 4014 37 58 41 54 190813.1 100.29 9 450 100.29 97 95 9 450 TO OLD M INNEAPOL IS RD . (SR 1199 ) N 874472.56 E 1117436.62 BM #1: RR SPIKE IN BASE OF DOUBLE BUCKEYE TREE; 35’-1" RIGHT OF STA. 12+79.46 -L-; EL. 3519.75 POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR THE SCOUR CRITICAL ELEVATION FOR END BENT 2 IS ELEVATION 3505 FT. ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANS. STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD SPECIFICATIONS. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED OF 25 FT. EACH SIDE OF CENTERLINE ROADWAY AS DIRECTED BY THE ENGINEER. THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR A DISTANCE FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS. FOR CRANE SAFETY, SEE SPECIAL PROVISIONS. FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18- EVALUATING SCOUR AT BRIDGES". AND THE ACTUAL CONDITIONS AT THE PROJECT SITE. DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER AGAINST THE SINCE THIS INFORMATION IS SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR, BEST INFORMATION AVAILABLE. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL REMOVE THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN TO FALL INTO THE WATER. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS THE EXISTING BRIDGE IS PRESENTLY POSTED BELOW THE LEGAL LOAD LIMIT. ON TIMBER BEAMS ON TIMBER BENTS, AND LOCATED AT PROPOSED STRUCTURE, SHALL BE REMOVED. THE EXISTING STRUCTURE, CONSISTING OF A SINGLE SPAN, 20’-6" LONG TIMBER DECK FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS. FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN. THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1. REQUIREMENTS OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING. = 0.92 SQ. MI. (SEE SHEET W-3) WALL 2 (SEE SHEET W-1) WALL 1 BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER SEE SHEET TS-1 FOR TEMPORARY STRUCTURE 8937 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 -L- STA. 12+79.46 35.1’ RT. ELEVATION = 3519.75’ N 874472.56 E 1117436.62 BM-1 1 2 3 LIMIT STATE STRENGTH I DC 1.25 1.00 1.50 1.00 DWgg SERVICE III #CONTROLLING LOAD RATING GIRDER LOCATION DESIGN LOAD RATING FACTORS LRFR SUMMARY LOAD AND RESISTANCE FACTOR RATING (LRFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS STRENGTH I LIMIT STATE SERVICE III LIMIT STATE MOMENT SHEAR MOMENT L E V E L V E H I C L E ( T O N S ) W E I G H T ( W ) L O A D R A T I N G C O N T R O L L I N G ( R F ) R A T I N G F A C T O R S M I N I M U M T O N S = W X R F F A C T O R S L I V E L O A D F A C T O R S ( D F ) D I S T R I B U T I O N R A T I N G F A C T O R S P A N G I R D E R L O C A T I O N S P A N ( f t ) L E F T E N D O F D I S T A N C E F R O M F A C T O R S ( D F ) D I S T R I B U T I O N R A T I N G F A C T O R S P A N G I R D E R L O C A T I O N S P A N ( f t ) L E F T E N D O F D I S T A N C E F R O M F A C T O R S L I V E L O A D F A C T O R S ( D F ) D I S T R I B U T I O N R A T I N G F A C T O R S P A N G I R D E R L O C A T I O N S P A N ( f t ) L E F T E N D O F D I S T A N C E F R O M C O M M E N T N U M B E R RATING LOAD DESIGN RATING LOAD LEGAL S V T T S T HL-93(Inv)N/A 1 1.35 --1.75 0.25 1.74 EL 24.423 0.656 1.35 EL 9.769 0.80 0.25 1.59 EL 24.423 HL-93(Opr)N/A --1.75 --1.35 0.25 2.25 EL 24.423 0.656 1.75 EL 9.769 N/A ---------- HS-20(Inv)36.000 2 1.586 57.108 1.75 0.25 2.15 EL 24.423 0.656 1.59 EL 9.769 0.80 0.25 1.97 EL 24.423 HS-20(Opr)36.000 --2.056 74.028 1.35 0.25 2.79 EL 24.423 0.656 2.06 EL 9.769 N/A ---------- SNSH 13.500 --4.009 54.117 1.4 0.25 5.47 EL 24.423 0.656 4.31 EL 9.769 0.80 0.25 4.01 EL 24.423 SNGARBS2 20.000 --3.168 63.352 1.4 0.25 4.32 EL 24.423 0.656 3.19 EL 9.769 0.80 0.25 3.17 EL 24.423 SNAGRIS2 22.000 --3.009 66.192 1.4 0.25 4.18 EL 19.538 0.656 3.01 EL 9.769 0.80 0.25 3.07 EL 24.423 SNCOTTS3 27.250 --2 54.493 1.4 0.25 2.73 EL 24.423 0.656 2.16 EL 9.769 0.80 0.25 2.00 EL 24.423 SNAGGRS4 34.925 --1.739 60.742 1.4 0.25 2.37 EL 24.423 0.656 1.88 EL 9.769 0.80 0.25 1.74 EL 24.423 SNS5A 35.550 --1.696 60.292 1.4 0.25 2.31 EL 24.423 0.656 1.96 EL 9.769 0.80 0.25 1.70 EL 24.423 SNS6A 39.950 --1.586 63.364 1.4 0.25 2.16 EL 24.423 0.656 1.82 EL 9.769 0.80 0.25 1.59 EL 24.423 SNS7B 42.000 --1.512 63.487 1.4 0.25 2.06 EL 24.423 0.656 1.85 EL 9.769 0.80 0.25 1.51 EL 24.423 TNAGRIT3 33.000 --1.943 64.127 1.4 0.25 2.65 EL 24.423 0.656 2.14 EL 9.769 0.80 0.25 1.94 EL 24.423 TNT4A 33.075 --1.96 64.837 1.4 0.25 2.67 EL 24.423 0.656 2.04 EL 9.769 0.80 0.25 1.96 EL 24.423 TNT6A 41.600 --1.633 67.938 1.4 0.25 2.23 EL 24.423 0.656 2 EL 9.769 0.80 0.25 1.63 EL 24.423 TNT7A 42.000 --1.658 69.634 1.4 0.25 2.26 EL 24.423 0.656 1.86 EL 9.769 0.80 0.25 1.66 EL 24.423 TNT7B 42.000 --1.728 72.595 1.4 0.25 2.36 EL 24.423 0.656 1.76 EL 9.769 0.80 0.25 1.73 EL 24.423 TNAGRIT4 43.000 --1.64 70.537 1.4 0.25 2.24 EL 24.423 0.656 1.69 EL 9.769 0.80 0.25 1.64 EL 24.423 TNAGT5A 45.000 --1.532 68.95 1.4 0.25 2.09 EL 24.423 0.656 1.75 EL 9.769 0.80 0.25 1.53 EL 24.423 TNAGT5B 45.000 3 1.501 67.548 1.4 0.25 2.05 EL 24.423 0.656 1.6 EL 9.769 0.80 0.25 1.50 EL 24.423 50’50’50’ 50’50’ 50’50’50’ 50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ 50’50’50’ NOTES: COMMENTS: 1. 2. 3. 4. 1 2 3 * * SEE CHART FOR VEHICLE TYPE LEGAL LOAD RATING * * LOAD FACTORS: I EL ER - INTERIOR GIRDER - EXTERIOR LEFT GIRDER - EXTERIOR RIGHT GIRDER DESIGN LOAD RATING (HL-93) DESIGN LOAD RATING (HS-20) REQUIRED FOR DESIGN. ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS SERVICE III LIMIT STATES. MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND STANDARD 60 SKEW 50’ CORED SLAB UNIT LRFR SUMMARY FOR (NON-INTERSTATE TRAFFIC) STD. NO. 21LRFR1_60&120S_50L 3 3 3 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 DEBONDING LEGEND END ELEVATION SHEAR KEY DETAIL OF EXTERIOR CORED SLABS. NOTE: OMIT SHEAR KEY ON OUTSIDE FACE 2 ’ ’ 3’’3’’ #4 S2 1 ’ - 9 ’ ’1 0 ’ ’ 1 0 ’ ’ 3’’3’’ 10’’1’-4’’10’’ 3’-0’’ #5 S3 12’’ VOIDS 3 ’ ’ 3’’ CL. 2 ’ ’ 1 ’ - 8 ’ ’#4 ‘‘B’’ SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7. DISTANCE OF 6’-0" FROM END OF CORED SLAB UNIT. BOND SHALL BE BROKEN ON THESE STRANDS FOR A UNIT SIMILAR EXCEPT SHEAR KEY LOCATION. INTERIOR SLAB UNIT SHOWN-EXTERIOR SLAB (STRAND LAYOUT NOT SHOWN.) AND LOCATION OF DOWEL HOLES. SHOWING PLACEMENT OF DOUBLE STIRRUPS 3’’4’’4’’3’’11’’11’’ #4 S2 1 ’ - 9 ’ ’ 1 0 ’ ’ 10’’1’-4’’ 1’-6’’ 3’-0’’ 1’-6’’ 10’’ 12’’ VOIDS #4 ‘‘B’’ 3’’3’’ @ 2" CTS. 2 SPA. @ 2" CTS. 2 SPA. 7’’7’’ @ 2" CTS. 4 SPA. 1 ’ - 2 " FIXED END SECTION AT END BENT SHEETS FOR DETAILS SEE ‘‘END BENT’’ & #6 DOWELS BEARING PREVENT BOND. ROOFING FELT TO 2 LAYERS OF 30 LB. 2’’ DOWEL HOLE SHEET FOR DETAILS APPROACH SLAB’’ SEE ‘‘BRIDGE BEARING PAD ELASTOMERIC 2 "2 " TYPICAL SECTION THICKNESS SEE THE ‘‘VERTICAL CONCRETE BARRIER RAIL SECTION’’ DETAIL. FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT* - 2 ’ ’ 1 0 ’ ’ 1 ’ ’ C L . 1 ’ ’ C L . #5 S1 #5 S1 #5 S1 #5 S1 3’-0" 1’-6"1’-6" 8"9"9"8" 1’-2"4"4"1’-2" 3"3" 2 " 2 " " " 3 " 4 " " " #4 ‘‘B’’ VOIDS 12" ~ 6" 9 " 9 " 1 ’ - 6 " 1’-1" 1" ~ BACKER ROD DOWEL HOLES 2" INTERIOR SLAB SECTION.) (FOR PRESTRESSED STRAND LAYOUT, SEE EXT. SLAB SECTION RELAXATION STRAND LAYOUT 0.6’’ LOW (19 STRANDS REQUIRED) (50’ & 55’ UNIT) INTERIOR SLAB SECTION DEBONDING LEGEND END ELEVATION SHEAR KEY DETAIL OF EXTERIOR CORED SLABS. NOTE: OMIT SHEAR KEY ON OUTSIDE FACE 2 ’ ’ 3’’3’’ #4 S2 1 ’ - 9 ’ ’1 0 ’ ’ 1 0 ’ ’ 3’’3’’ 10’’1’-4’’10’’ 3’-0’’ #5 S3 12’’ VOIDS 3 ’ ’ 3’’ CL. 2 ’ ’ 1 ’ - 8 ’ ’#4 ‘‘B’’ SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7. DISTANCE OF 6’-0" FROM END OF CORED SLAB UNIT. BOND SHALL BE BROKEN ON THESE STRANDS FOR A UNIT SIMILAR EXCEPT SHEAR KEY LOCATION. INTERIOR SLAB UNIT SHOWN-EXTERIOR SLAB (STRAND LAYOUT NOT SHOWN.) AND LOCATION OF DOWEL HOLES. SHOWING PLACEMENT OF DOUBLE STIRRUPS 3’’4’’4’’3’’11’’11’’ #4 S2 1 ’ - 9 ’ ’ 1 0 ’ ’ 10’’1’-4’’ 1’-6’’ 3’-0’’ 1’-6’’ 10’’ 12’’ VOIDS #4 ‘‘B’’ 3’’3’’ @ 2" CTS. 2 SPA. @ 2" CTS. 2 SPA. 7’’7’’ @ 2" CTS. 4 SPA. 1 ’ - 2 " FIXED END SECTION AT END BENT SURFACE WEARING ASPHALT SHEETS FOR DETAILS SEE ‘‘END BENT’’ & #6 DOWELS BEARING PREVENT BOND. ROOFING FELT TO 2 LAYERS OF 30 LB. 2’’ DOWEL HOLE SHEET FOR DETAILS APPROACH SLAB’’ SEE ‘‘BRIDGE BEARING PAD ELASTOMERIC 2 "2 " TYPICAL SECTION * - 2 ’ ’ 1 0 ’ ’ 1 ’ ’ C L . 1 ’ ’ C L . #5 S1 #5 S1 #5 S1 #5 S1 3’-0" 1’-6"1’-6" 8"9"9"8" 1’-2"4"4"1’-2" 3"3" 2 " 2 " " " 3 " 4 " " " #4 ‘‘B’’ VOIDS 12" ~ 6" 9 " 9 " 1 ’ - 6 " 1’-1" 1" ~ BACKER ROD DOWEL HOLES 2" INTERIOR SLAB SECTION.) (FOR PRESTRESSED STRAND LAYOUT, SEE EXT. SLAB SECTION RELAXATION STRAND LAYOUT 0.6’’ LOW (19 STRANDS REQUIRED) (50’ & 55’ UNIT) INTERIOR SLAB SECTION HALF SECTION AT INTERMEDIATE DIAPHRAGMS HALF SECTION THROUGH VOIDS GRADE PT. FINAL TENSIONING OF TRANSVERSE STRANDS ALL ERECTION HAS BEEN COMPLETED AND AFTER SHEAR KEYS TO BE FILLED WITH GROUT AFTER ROADWAY PLANS) SURFACE (SEE ASPHALT WEARING (TYP.) CONST. JT. 27’-0" 1"1’-0"24’-10" (CLEAR ROADWAY) 3 ’ - 1 0 " 1"1’-0" 1 ’ - 9 " ( T Y P . ) 13’-6" 9 PRESTRESSED CONCRETE CORED SLAB UNITS = 27’-0" 13’-6" @ { B R G . 12’-5"12’-5" CONCRETE BARRIER RAIL SECTION’’ FOR DETAILS SEE ‘‘VERTICAL VERTICAL CONCRETE BARRIER RAIL (TYP.) -L- IN 2" ~ HOLE POST-TENSIONING STRAND 0.6" ~ L.R. TRANSVERSE 3’-0" GRADE PT. FINAL TENSIONING OF TRANSVERSE STRANDS ALL ERECTION HAS BEEN COMPLETED AND AFTER SHEAR KEYS TO BE FILLED WITH GROUT AFTER ROADWAY PLANS) SURFACE (SEE ASPHALT WEARING (TYP.) CONST. JT. 27’-0" 1"1’-0"24’-10" (CLEAR ROADWAY) 3 ’ - 1 0 " 1"1’-0" 1 ’ - 9 " ( T Y P . ) 13’-6" 9 PRESTRESSED CONCRETE CORED SLAB UNITS = 27’-0" 13’-6" @ { B R G . 12’-5"12’-5" CONCRETE BARRIER RAIL SECTION’’ FOR DETAILS SEE ‘‘VERTICAL VERTICAL CONCRETE BARRIER RAIL (TYP.) -L- * IN 2" ~ HOLE POST-TENSIONING STRAND 0.6" ~ L.R. TRANSVERSE 3’-0" 0.03 0.03 3" @ { BRG. 3" @ { BRG. 3" @ { BRG. THICKNESS SEE THE ‘‘VERTICAL CONCRETE BARRIER RAIL SECTION’’ DETAIL. FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT 60 SKEW 4 1 3 12’-0" (STAGE II)15’-0" (STAGE I) POST-TENSIONED STRAND OF CORED SLABS GROUTED RECESS AT END OF 1 ’ ’ STRAND VISE TRANSVERSE STRAND HOLE FOR B B 4’’ EXTERIOR CORED SLAB OUTSIDE FACE OF ’’ ’’WITH GROUT FILL RECESS ’’ X 5’’ X 5’’ } 1 0 ’ ’ 5 ’’ NON-CORROSIVE PIPE. SHEATHED WITH A POST-TENSIONING STRAND 0.6" L.R. TRANSVERSE 1’-3" 1’-7" 4 ’ ’ ELEVATION VIEW SECTION B-B CHECKED BY : DATE : DATE : ASSEMBLED BY : CHECKED BY : BCH 6/09 C.J. RICE REV. 12/11 MAA/AACDRAWN BY : DGE 5/09 T.S. AUSEL 2/2014 2/2014 CORED SLAB UNIT PRESTRESSED CONCRETE 3’-0’’ X 1’-9’’ STANDARD STD. NO. 21" PCS2_27_60S AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER 19 1 ’ - 0 " 1 " 2 4 ’ - 1 0 " ( C L E A R R O A D W A Y ) 1 ’ - 0 " 1 " #5 S4 #5 S3 & 16’-8" GUTTERLINE -L- #5 S4 #5 S3 & #4 ‘‘S’’ PAIRS (SPACED AS SHOWN IN DETAIL ‘‘A’’) (TYP. EA. UNIT) 57-#5 S3 (SPACED AS SHOWN IN DETAIL ‘‘A’’) (TYP. EA. EXT. UNIT) 25’-0" 3’-11" 3’-0" 16’-8" #5 S4 #5 S3 & (TYP. EA. SLAB UNIT) 12’’ ~ VOIDS (TYP.) 60-00’-00’’ #5 S4 #5 S3 & GUTTERLINE 3’-0" 3’-11" (2 BAR RUNS) #4 B6 (TYP.) 1’-3" 4" 1’-3" 4" (TYP.) RECESS DETAILS SEE GROUTED 1’-3" 4" 1’-3" 4" (TYP.) MAT’L. IN RAIL { ’’ EXP. JT. (TYP.) MAT’L. IN RAIL { ’’ EXP. JT. 16’-8" 50’-0" 25’-0" 1’-9" SPLICE PLAN OF UNIT 3’-5" (TYP.) SPLICE IN 2’’ ~ HOLE (TYP.) POST-TENSIONING STRAND { 0.6’’ ~ L.R. TRANSVERSE 6"6" #4 ‘‘S’’#4 ‘‘S’’ #4 ‘‘S’’#4 ‘‘S’’ SEE DETAIL ‘‘A’’ 9 P R E S T R E S S E D C O N C R E T E C O R E D S L A B U N I T S = 2 7 ’ - 0 " (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN 57-#5 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRIER RAIL) DETAIL ‘‘A’’ #4 ‘‘S’’ BARS SPLAYED @ APPROX. EQ. SPA. #4 S2 PAIRS @ 1’-0" CTS. 6"8-#5 @ S3 @ 6" CTS.#5 S3 @ 1’-0" CTS. 2’-7"2 " 3 ’ - 0 " 1 ’ - 7 " 8 " 8 " #5 S3 2-#5 S1 " CHAMFER 6" 1’-0" #4 S8 (IN PAIRS) #4 S7 (IN PAIRS) #4 S6 (IN PAIRS) #4 S5 (IN PAIRS) #4 S2 VOIDS 12" 6-#4 S2 PAIRS @ 6" CTS. UNIT SIMILAR EXCEPT OMIT #5 S3 BARS. NOTE: EXTERIOR UNIT SHOWN - INTERIOR DOWEL HOLES 2’ 1 ’ - 0 " 1 " 2 4 ’ - 1 0 " ( C L E A R R O A D W A Y ) 1 ’ - 0 " 1 " 16’-8" GUTTERLINE -L- #5 S4 #5 S3 & #4 ‘‘S’’ PAIRS (SPACED AS SHOWN IN DETAIL ‘‘A’’) (TYP. EA. UNIT) 57-#5 S3 (SPACED AS SHOWN IN DETAIL ‘‘A’’) (TYP. EA. EXT. UNIT) 25’-0" 3’-11" 3’-0" 16’-8" #5 S4 #5 S3 & (TYP. EA. SLAB UNIT) 12’’ ~ VOIDS (TYP.) 60-00’-00’’ #5 S4 #5 S3 & GUTTERLINE 3’-0" 3’-11" (2 BAR RUNS) #4 B6 (TYP.) 1’-3" 4" 1’-3" 4" (TYP.) RECESS DETAILS SEE GROUTED 1’-3" 4" 1’-3" 4" (TYP.) MAT’L. IN RAIL { ’’ EXP. JT. (TYP.) MAT’L. IN RAIL { ’’ EXP. JT. 16’-8" 50’-0" 25’-0" 1’-9" SPLICE PLAN OF UNIT 3’-5" (TYP.) SPLICE IN 2’’ ~ HOLE (TYP.) POST-TENSIONING STRAND { 0.6’’ ~ L.R. TRANSVERSE 6"6" #4 ‘‘S’’#4 ‘‘S’’ #4 ‘‘S’’#4 ‘‘S’’ SEE DETAIL ‘‘A’’ 9 P R E S T R E S S E D C O N C R E T E C O R E D S L A B U N I T S = 2 7 ’ - 0 " (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN (2 BAR RUNS) BARRIER RAIL VERTICAL CONCRETE 10-#5 B13 IN 57-#5 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRIER RAIL) DETAIL ‘‘A’’ #4 ‘‘S’’ BARS SPLAYED @ APPROX. EQ. SPA. #4 S2 PAIRS @ 1’-0" CTS. 6"8-#5 @ S3 @ 6" CTS.#5 S3 @ 1’-0" CTS. 2’-7"2 " 3 ’ - 0 " 1 ’ - 7 " 8 " 8 " #5 S3 2-#5 S1 " CHAMFER 6" 1’-0" #4 S8 (IN PAIRS) #4 S7 (IN PAIRS) #4 S6 (IN PAIRS) #4 S5 (IN PAIRS) #4 S2 VOIDS 12" 6-#4 S2 PAIRS @ 6" CTS. UNIT SIMILAR EXCEPT OMIT #5 S3 BARS. NOTE: EXTERIOR UNIT SHOWN - INTERIOR DOWEL HOLES 2’ #5 S4 #5 S3 & 2 3 60 SKEW 24’-10" CLEAR ROADWAY PLAN OF 50’ UNIT 5 S T A G E I S T A G E I I CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC T.S. AUSEL C.J. RICE 2/2014 2/2014 STD. NO. 21" PCS_27_60S_50L AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER 19 NOTES BAR TYPES ALL BAR DIMENSIONS ARE OUT TO OUT ( SQUARE INCHES ) AREA ( LBS. PER STRAND ) ULTIMATE STRENGTH ( LBS. PER STRAND ) APPLIED PRESTRESS 1 GRADE 270 STRANDS 0.6" L.R. 0.217 58,600 43,950 8" 8 " 1 " 2 10" #5 S3 #5 S4 1’-0" 1"1" 7"6" 6" 6 " M I N . 7" @ { B R G . 1 ’ - 1 1 " 2" CL. MIN. @ M I D S P A N 2" (TYP.) 50’ & 55’ UNITS 4900 CONCRETE RELEASE STRENGTH UNIT PSI V E R T I C A L D I M . V A R I E S UNIT’’ FOR SPACING) #5 S3 (SEE ‘‘PLAN OF 2" CL. 3" VERTICAL CONCRETE BARRIER RAIL SECTION 1 0 - # 5 ‘ ‘ B ’ ’ B A R S 1 0 " 1" 3 ’ - 1 0 " T H I C K N E S S & R A I L H E I G H T ’ ’ T A B L E ) V A R I E S ( S E E ‘ ‘ G U T T E R L I N E A S P H A L T 3 ’ - 6 " S L O P E D 3 ’ - 4 " FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS. ‘‘CONCRETE RELEASE STRENGTH’’ TABLE. STRENGTH OF NOT LESS THAN THE REQUIRED STRENGTH SHOWN IN THE SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. TRANSVERSE POST TENSIONING OF THE CORED SLAB UNITS SHALL BE DONE FEET IN LENGTH. CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 BARRIER RAIL SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL EXPANSION 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE GROOVED CONTRACTION JOINTS, " IN DEPTH, SHALL BE TOOLED IN ALL APPLY EPOXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS. ENDS. PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT SHALL BE EPOXY COATED. ALL REINFORCING STEEL IN THE VERTICAL CONCRETE BARRIER RAIL LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED. PROPOSED HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS, TO THE ENGINEER FOR REVIEW AND COMMENT, DETAILED DRAWINGS OF THE SIX WEEKS PRIOR TO CASTING CORED SLABS, THE CONTRACTOR SHALL SUBMIT EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS. AT LEAST WHEN CORED SLABS ARE CAST, AN INTERNAL HOLD-DOWN SYSTEM SHALL BE BOND BREAKER. SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS. THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF TYPE M FILLED WITH NON-SHRINK GROUT. THE 2" ~ DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE TENSIONING OF THE STRANDS. RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE PRESTRESSED CONCRETE CORED SLABS. GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE SPECIFICATIONS. REQUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD 270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRADE END OF RAIL DETAILS 10" 1’-0" 1"1" 1 0 - # 5 ‘ ‘ B ’ ’ B A R S CONST. JT. 2’-0" 7 " 7 " 6" SIDE VIEWEND VIEW ‘‘B’’ BARS FIELD BEND FIELD CUT 6" CTS. & S4 @ #5 S4 CUT FIELD #5 S4 #5 S4 FIELD CUT 4-#5 S3 6" CTS. & S4 @ #5 S3 4-#5 S3 #5 S3 & S4 (TYP.) #5 S3 9 " 7 " 7 " 7 " CHAMFER CHAMFER " " S S WHEN SLIP FORM IS USED) (NOTE: OMIT EXP. JT. MAT’L. PLACE WITH GALVANIZED NAILS. " EXP. JT. MAT’L HELD IN ELEVATION AT EXPANSION JOINTS SECTION S-S 6 " 2" 2" 2" 2" WHEN SLIP FORM IS USED) (THIS IS TO BE USED ONLY AT DAM IN OPEN JOINT - TYPE I - BEARING PAD FIXED END BEARING PAD ELASTOMERIC BEARING DETAILS 1" HOLES 2 ’ - 6 " 1 ’ - 7 " 1 " 8" 4" 4" 5 " 5 " ELASTOMER IN ALL BEARINGS SHALL BE 50 DUROMETER HARDNESS. NUMBER LENGTH TOTAL LENGTH EXTERIOR C.S. INTERIOR C.S. TOTAL CORED SLABS REQUIRED 50’ UNIT 50’-0" 50’-0" BAR SIZE TYPE LENGTH WEIGHT CLASS AA CONCRETE LBS. CU.YDS. * EPOXY COATED REINFORCING STEEL *S4 2#5 * 50’ UNIT #5 STR LN. FT. TOTAL NO. B13 118 BARS PER PAIR OF EXTERIOR UNITS TOTAL VERTICAL CONCRETE BARRIER RAIL BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL 7’-2"882 13.1 FINAL CAMBER DEAD LOAD DEFLECTION AND CAMBER CAMBER ( SLAB ALONE IN PLACE ) SUPERIMPOSED DEAD LOAD DEFLECTION DUE TO ** INCLUDES FUTURE WEARING SURFACE ** 3’-0" x 1’-9" STRAND 0.6" L.R.50’ & 55’ CORED SLAB UNIT 2" 2" " @ MID-SPAN RAIL HEIGHT @ MID-SPAN 50’ & 55’ UNITS GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHT 27’-10" CLEAR ROADWAY ASPHALT OVERLAY THICKNESS 3’-7" 118 2 7 100’-0" 350’-0" 9 450’-0" ( TYPE I - 18 REQ’ D ) CORED SLAB UNIT PRESTRESSED CONCRETE 3’-0’’ X 1’-9’’ 60 SKEW STANDARD STD. NO. 21" PCS3_27_60S 6 3 3 3" BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH INTERIOR UNITEXTERIOR UNIT LENGTH B6 S2 S3* REINFORCING STEEL LBS. LBS. CU. YDS. No. STR 1 3 6500 P.S.I. CONCRETE #4 #4 #5 0.6" L.R. STRANDS 6’-2" 4 69 69 5’-4"5’-4" 59 379 379 19 19 50’ CORED SLAB UNIT BILL OF MATERIAL FOR ONE S1 3#58 38 384’-6"4’-6" * EPOXY COATED REINFORCING STEEL S5 3#44 5’-5" S6 3#44 S7 3#44 14 14 15 15 15 15 3#44 5’-9"15 15S8 5’-5" 5’-6" 5’-7" 5’-9" 5’-7" 102 363 363 529 529 7.3 7.3 5’-6" 25’-9"25’-9" BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH INTERIOR UNITEXTERIOR UNIT LENGTH B6 S2 S3* REINFORCING STEEL LBS. LBS. CU. YDS. No. STR 1 3 6500 P.S.I. CONCRETE #4 #4 #5 0.6" L.R. STRANDS 6’-2" 4 69 69 5’-4"5’-4" 59 379 379 19 19 50’ CORED SLAB UNIT BILL OF MATERIAL FOR ONE S1 3#58 38 384’-6"4’-6" * EPOXY COATED REINFORCING STEEL S5 3#44 5’-5" S6 3#44 S7 3#44 14 14 15 15 15 15 3#44 5’-9"15 15S8 5’-5" 5’-6" 5’-7" 5’-9" 5’-7" 102 363 363 529 529 7.3 7.3 5’-6" 25’-9"25’-9" BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH INTERIOR UNITEXTERIOR UNIT LENGTH B6 S2 S3* REINFORCING STEEL LBS. LBS. CU. YDS. No. STR 1 3 6500 P.S.I. CONCRETE #4 #4 #5 0.6" L.R. STRANDS 6’-2" 4 69 69 5’-4"5’-4" 59 379 379 19 19 50’ CORED SLAB UNIT BILL OF MATERIAL FOR ONE S1 3#58 38 384’-6"4’-6" * EPOXY COATED REINFORCING STEEL S5 3#44 5’-5" S6 3#44 S7 3#44 14 14 15 15 15 15 3#44 5’-9"15 15S8 5’-5" 5’-6" 5’-7" 5’-9" 5’-7" 102 363 363 529 529 7.3 7.3 5’-6" 25’-9"25’-9" BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH INTERIOR UNITEXTERIOR UNIT LENGTH B6 S2 S3* REINFORCING STEEL LBS. LBS. CU. YDS. No. STR 1 3 6500 P.S.I. CONCRETE #4 #4 #5 0.6" L.R. STRANDS 6’-2" 4 69 69 5’-4"5’-4" 59 379 379 19 19 50’ CORED SLAB UNIT BILL OF MATERIAL FOR ONE S1 3#58 38 384’-6"4’-6" * EPOXY COATED REINFORCING STEEL S5 3#44 5’-5" S6 3#44 S7 3#44 14 14 15 15 15 15 3#44 5’-9"15 15S8 5’-5" 5’-6" 5’-7" 5’-9" 5’-7" 102 363 363 529 529 7.3 7.3 5’-6" 25’-9"25’-9" 80 80 1189 2071 14’-3" 100.29 S2 S1 2’-0’’ 1 ’ - 4 ’ ’ 1 ’ - 3 ’ ’ 3 2’-8’’ 2’-9’’ 3’-1’’ S7 S6 S5 2’-10’’ 2’-11’’ S8 S 1 S 2 , S 5 , S 6 , S 7 , S 8 CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CONST. JT. T.S. AUSEL C.J. RICE 2/2014 2/2014 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER 19 GUARDRAIL ANCHOR ASSEMBLY DETAILS PLAN SECTION E-E END BENT #2 { JT. @ END BENT #1 { JT. @ * ** * END BENT JT. @ 1’-10" 4" 4" ANCHOR ASSEMBLY { GUARDRAIL 4" 4" 1’-10" ANCHOR ASSEMBLY { GUARDRAIL 4’’ 4’’ E E FOR LOCATION OF GUARDRAIL ANCHOR ANCHOR ASSEMBLY GUARDRAIL *DENOTES GUARDRAIL ANCHOR ASSEMBLY END BENT { JT. @ END BENT #1 SHOWN, END BENT #2 SIMILAR. FINISH GRADE ASSEMBLY, SEE ‘‘PLAN’’ BELOW GUARDRAIL ANCHOR ASSEMBLY 1 ’ - 6 " 1" ~ HOLES (TYP.) " HOLD-DOWN } 3 " 3 " 3 " 3 " 11" 4"4" ASSEMBLY ANCHOR GUARDRAIL 1" ~ HOLE (TYP.) WASHERS (TYP.) WITH ROUND { " ~ X 1’-2" BOLT 3 " 3 " 3 " 3 " NOTES ELEVATION PLAN ANCHOR ASSEMBLY GUARDRAIL POINTS OF ATTACHMENT SKETCH SHOWING ANCHORS FOR GUARDRAIL LOCATION OF 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 CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS. THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL. THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT 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 BARRIER RAIL. 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 1 ’ - 1 1 ’ ’ 1 ’ - 1 1 ’ ’ STANDARD BARRIER RAIL FOR VERTICAL CONCRETE GUARDRAIL ANCHORAGE STD. NO. GRA3 7 CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY : DATE : DATE : ASSEMBLED BY : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC CHECKED BY :DATE : DRAWN BY : DGE 5/09 CHECKED BY : BCH 6/09 REV. 12/5/11 MAA/AAC " HOLD-DOWN } ASSEMBLED BY :DATE : T.S. AUSEL C.J. RICE 2/2014 2/2014 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER 19 ELEVATION 1 ’ - 9 " 2 ’ - 9 " 9 ’-0 " 2 ’-0 " W2 PLAN CONST. JT. (TYP.) WORKLINE SEE DETAIL ‘‘A’’ (SHEET 3 OF 5) FILL FACE 2’-8" WINGS NOT SHOWN FOR CLARITY. @ 5’-0" CTS. 11’-0 " SLOPE 5.60% W.P. #1 MATL. (TYP.) 1" EXP. JT. CONST. JT. 1’- 6" FOOTING DETAILS NOT SHOWN FOR CLARITY. B AC D 20’-9" (STAGE 1)17’-4" (STAGE 2) 38’-2" (TOTAL ABUTMENT LENGTH) WORKLINE OF NOTED POINTS ELEVATIONS POINT A POINT B POINT C POINT D 12+15.20 12+18.39 12+24.15 12+27.91 CONST. JT. 1’-8" POUR #3 POUR #2 POUR #1 FOOTING 2 ’ - 0 " 1" { BRG. 1’- 2 " #4 H1 TO PROJECT 1’-10" MIN. EL. 3504.00 BOTTOM OF FOOTING (LEVEL) #4 S12 #4 S11 #4 S10 #4 S11 #4 S10 #4 S12 17-#4 S9 @ 1’-0" -L- 8 ’ - 2 " TOP OF CAP 3514.144 3513.969 3513.075 3512.900 -L- STATION EL. 3516.24 TOP OF WING (LEVEL) 60-00’-00" 1’-7" NOTES FOR WING DETAILS, SEE SHEET 5 OF 5. CAST IF SLIP FORMING IS USED. VERTICAL CONCRETE BARRIER RAIL IS THE WING SHALL BE POURED AFTER THE THE CONCRETE IN THE SHADED AREA OF NECESSARY TO CLEAR DOWELS. STIRRUPS IN CAP MAY BE SHIFTED AS DETAIL "B" REBAR OMITTED FOR CLARITY SHOWING CHAMFERING DETAILS SEE DETAIL "B" 1 5 2" HIGH BEAM BOLSTER 23-#4 "S" @ 1’-0" CTS. S P L A Y E D E A C H F A C E 9 - # 4 H 1 @ 1 ’ - 0 " M A X . S P A . 23-#4 J1 BARS @ 1’-0" CTS. (FILL FACE) STAGE 1 END BENT 1 8 B A 5 " 3" 3" 5 " 0" (TYP.)(TYP.) 1’-10"1’-7" 20’-8" 1’-8" 15’-3" 1 ’ - 0 " BAR A1 H1 NUM 17 2 2 2 20 SIZE 4 4 4 4 4 4 TYPE 1 1 1 1 STR STR 213 TOTAL LENGTH WEIGHT 2 SETS (SERIES) S9 S10 S11 S12 4’-5" 4’-6" 4’-7" 4’-9" 1 50 6 6 6 23D11061’-6" 22’-6"301 11 ’ - 0 " 2’-5" 2’-6" 2’-7" 2’-9" S9 S10 S11 S12 BAR SCHEDULE TO 6’-8’’ STEP ’ ’(23 BARS) LENGTH VARIES FROM 7’-10’’ 1’-9" (SPLICED TO "S" AND J1) 23-#4 A1 @ 1’-0" CTS. (EACH FACE) BAR TYPE AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 ELEVATION WINGS NOT SHOWN FOR CLARITY. FOOTING DETAILS NOT SHOWN FOR CLARITY. W1 1 ’ - 9 " 2 ’-0 " 1’- 2 " (TYP.)(TYP.) 1’-10" 3 ’ - 6 " 1 ’ - 9 " 2’-8" 1’-7" 2 ’ - 9 " 1’- 0"( T YP.) 1’-7" 2 ’-0 " 1" EXP. JT. MATL. 1 ’ - 0 " ELEVATION WINGS NOT SHOWN FOR CLARITY. FOOTING DETAILS NOT SHOWN FOR CLARITY. OF NOTED POINTS ELEVATIONS POINT C POINT D TOP OF CAP 3512.900 3513.075 3512.007 WORKLINE CONST. JT. CONST. JT. POUR #3 POUR #2 POUR #1 FOOTING 2 ’ - 0 " PLAN -L- W.P. #1 CONST. JT. C D 20’-9" (STAGE 1)17’-4" (STAGE 2) 38’-2" (TOTAL ABUTMENT LENGTH) WORKLINE 1" E F POINT E POINT F 3511.832 SLOPE 5.60% { BRG. 4 ’-1" 5 ’ - 1 1 " #4 S10 #4 S11 #4 S12 12-#4 S9 @ 1’-0" #4 S12 #4 S11 #4 S10 -L- STATION 12+18.39 12+15.20 12+08.47 12+05.83 2’-0"17’-6" 1’-7" 1’-8" 27’-11" 13’-6" EL. 3514.07 EL. 3504.00 @ 5’-0" CTS. 1’-10" MIN. SPLICE (TYP.) 2 5 18-#4 "S" @ 1’-0" CTS. S P L I C E T O H 1 S P L A Y E D ( E A C H F A C E ) 9 - # 4 H 2 @ 1 ’ - 0 " M A X . S P A . 2" HIGH BEAM BOLSTER 18-#4 J1 @ 1’-0" CTS. (FILL FACE) STAGE 2 END BENT 1 9 NOTES FOR WING DETAILS, SEE SHEET 5 OF 5. CAST IF SLIP FORMING IS USED. VERTICAL CONCRETE BARRIER RAIL IS THE WING SHALL BE POURED AFTER THE THE CONCRETE IN THE SHADED AREA OF NECESSARY TO CLEAR DOWELS. STIRRUPS IN CAP MAY BE SHIFTED AS 1’-5 " (SEE S-18) RETAINING WALL 1 (SPLICE TO "S" AND J1) 18-#4 A1 @ 1’-0" CTS. (EACH FACE) A2 2 2 2 4 4 4 4 4 1 1 1 1 STR LENGTH VARIES FROM 6’-8’’ BAR NUM SIZE TYPE TOTAL LENGTH WEIGHT TO 5’-5’’ STEP ’ ’(18 BARS) 143 (SERIES) 2 SETS S9 S10 S11 S12 12 4’-5" 4’-6" 4’-7" 4’-9" 35 6 6 6 1D186 1’-6"18 BAR SCHEDULE H2 20 4 STR 17’-0"227 11 ’ - 0 " 2’-5" 2’-6" 2’-7" 2’-9" S9 S10 S11 S12 BAR TYPE AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 NC GR ID N A D 8 3 /N S R S 2 0 0 7 12+50 FIX E L . 3 5 1 3 | E L . 3 5 1 0 | E L . 3 5 1 8 | E L . 3 5 1 9 | E L . 3 5 2 0 | E L . 3 5 1 1 | ELEV. 3512.0’ EXCAVATE TO (08-02-2011) NWSE=3509.7 SECTION ALONG { SURVEY -L- PI = 13+00.00 EL = 3,519.38’ PI = 11+80.00 EL = 3,513.35’ (+)8.600% (+)5.023% (+)9.889% PI Sta 10+82.43 L = 43.04’ T = 21.55’ R = 372.00’ PI Sta 11+84.24 L = 75.74’ T = 37.92’ R = 600.00’ PI Sta 13+86.10 L = 65.12’ T = 32.80’ R = 220.00’ -L- CURVE DATA HORIZONTAL CURVE DATA -L- VERTICAL GRADE DATA -L- LOW CHORD EL. 3512.824 3,320 3,510 3,500 3,530 TO SR 1199 -L- STA. 12+02.48 BEGIN APPROACH SLAB @ END BENT 1 FILL FACE (TYP.) 600’’0" @ END BENT 2 FILL FACE -L- STA. 12+80.36 END APPROACH SLAB STA. 12+67.80 -L- W.P. #2 STA. 12+15.20 -L- W.P. #1 EXISTING STRUCTURE (50’-0" CORED SLABS) 52’-7" (FILL FACE TO FILL FACE) 1 3 1 RIP RAP (TYP.) CLASS II -L- 1’-6" TO LIMITS OF UNCLASSIFIED STRUCTURE EXCAVATION (TYP.) STRUCTURE EXCAVATION UNCLASSIFIED GROUND LINE APPROXIMATE NATURAL 13+0012+00 F L O W LITTLE HORSE CREEK L = 110’ L = 130’ SEE RIP-RAP DETAIL, SHEET S-18 CLASS II RIP-RAP (TYP.) 3515.703 LOW CHORD EL. G.P. ELEV = 3515.05 STA. 12+15.20 -L- FILL FACE @ END BENT 1 SECTIONS AT END BENTS ARE AT RIGHT ANGLES. =3514.94 100 YEAR WSE E L . 3 5 1 2 | E L . 3 5 2 1 | E L . 3 5 2 2 | E L . 3 5 2 3 | E L . 3 5 2 4 | E L . 3 5 2 5 | EXISTING STRUCTURE PLAN TO DEAD END STA. 12+41.50 -L- BRIDGE I.D. GENERAL DRAWING BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER G.P. ELEV = 3517.76 STA. 12+67.80 -L- FILL FACE @ END BENT 2 =3514.20 25 YEAR WSE (TYP.) ABUTMENT ON SPREAD FOOTING FIX AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 SLAB UNIT { CORED { BEARING 2’-6" 1’-3"1’-3" 1’-10" 11"11" 8 " 4 " 4 " FILL FACE DETAIL ‘‘A’’ (TYP.) 9" ABOVE CAP TO PROJECT #6 D1 DOWELS 1 ’ - 7 " PAD (TYPE I) (TYP.) ELASTOMERIC BRG. 1" X 8" X 2’-6" 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 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUSFOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPE FABRIC,SECURELY TIED. 2" CL. 9 " 1’-7" 2’-9" ( T O P ) (TYP.) 2" CL. & SIDES) (BOTTOM 3" CLR. FILL FACE 2 " C L R . 2’-11"2’-4" 8’-0" 2 ’ - 0 " KEY 4"x6" JT. CONST. 1 " TYPICAL SECTION TYPICAL SECTION INTO ROCK 1’-0" MIN. KEY FOOTING FOR FOOTING BEARING ON ROCK V A R I E S 8 ’ - 2 " T O 5 ’ - 1 1 " J1 AND "S" BARS SPACED W/ #4 - "A" BARS 3"3" SPACE AS SHOWN 2-#4 "H" BARS KEY 4"x12" 8’-0" V A R I E S 8 ’ - 2 " T O 5 ’ - 1 1 " 3 5 TOP AND BOTTOM 8-#4 F3 (STAGE 1) OR F4-F5 (STAGE 2) @ 1’-0" ( E A C H F A C E ) @ 1 ’ - 0 " M A X . S P A . 9 - # 4 " H " B A R S "A" BARS SPACED W/ #4 - J1 BARS #4 "S" BARS 2 ’ - 0 " KEY 4"x6" JT. CONST. 2’-9"2’-11"2’-4" REBAR NOT SHOWN FOR CLARITY FOR FOOTING BEARING ON CONCRETE FILL DETAILS END BENT 1 10 { #6 D1 DOWEL OR F2 #4 F1 S P L I C E 1 ’ - 8 " M I N . AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 CONCRETE CLASS B 1 ’ - 1 " 2 ’ - 9 " 60-00’-00" -L- FACE FILL WORKLINE 2 ’ - 9 " 1 ’ - 6 " 3 " 1’- 0" 1’- 0" 1’- 0" 3’- 0" 3" 3" W.P.#1 8 ’ - 0 " 2 ’ - 4 " 2 ’ - 1 1 " 4 ’-0 " 3 ’ - 5 " 40’-5"3’-5" 14 ’-11 " 1 2 ’ - 1 1 " 1 2 ’ - 6 " (T O P & B O T .) 9 -# 4 F 6 @ 1’-0 " ( T OP & B OT.) 4- # 4 F 7 @ 1 0" 3 " 3 " 28 - #4 F1 @ 6" (BOT.) 14 - #4 F1 @ 1’-0" (TOP) 13’-9" 44’-3" NOTES PLAN OF FOOTING 34 - #4 F1 @ 6" (BOT.) 17 - #4 F1 @ 1’-0" (TOP) JT. CONST. (TYP.) ABOUT CONST. JT. ALL "F" BARS MECH. SPLICE C H A M F E R 5 " 16’-11"23’-6" 4 - #4 F2 @ 1’-0" (TOP) W24 - #4 F2 @ 1’-0" (TOP) 4 - #4 F2 @ 1’-0" (TOP) 3’-1" B CONCRETE TO REQUIRED ELEVATION. EXCAVATE AS NECESSARY AND FILL WITH CLASS AT THE SPECIFIED BASE-OF-FOOTING ELEVATION, IF COMPETENT ROCK IS NOT ENCOUNTERED ON THE PLANS. ROCK WITH MINIMUM THICKNESS AS SHOWN KEY SPREAD FOOTING AT LEAST 12" INTO BEFORE PLACING CONCRETE. REQUIRED RESISTANCE OF 6 TSF JUST 2.5 TSF. CHECK FIELD CONDITIONS FOR THE DESIGNED FOR A FACTORED RESISTANCE OF THE SPREAD FOOTING AT END BENT 1 IS (TOP AND BOT.) #4 F4 @ 10" ( T O P & B O T . ) 7 - # 4 F 5 @ 1 0 " 2-#4 J1 #4 J1 @ 1’-0" 5’-10" JT. MATL. 1" EXP. 1’- 4 " 1’- 0" 18’-6" 21’-1" (DBL. UP ON BOT.) 8 - #4 F2 @ 6" (BOT.) (DBL. UP ON BOT.) 8 - #4 F2 @ 6" (BOT.) (DBL. UP ON BOT.) 8 - #4 F2 @ 6" (BOT.) 6" (BOT.) 1’-0" (TOP) 1’-6" 15’-5" #4 J1 @ 1’-0" STAGE II STAGE I 4 5 FOUNDATION PLAN END BENT 1 11 5 ’ - 1 0 " 7’-0" 3 ’ - 9 " 1’-0" (TOP AND BOT.) 2-#4 F9 7’- 0" 4’- 7 " FACE STREAM 2’-0" 10 -# 5 J2 @ 10 " ( T OP & B O T.) 8- # 4 F 8 @ 11" C T S. F1 F2 F4 42 14 4 4 4 4 4 4 4 STR STR STR STR STR STR 4 7’-6" BAR NUM SIZE TYPE TOTAL LENGTH WEIGHT 68 (SERIES) (SERIES) 3 SETS 2 SETS 171 F8 F9 4 6’-8"18 (SERIES) 2 SETS TO 2’-1’’ STEP 1’-9" (4 BARS) LENGTH VARIES FROM 7’-4’’ TO 14’-9’’ STEP 1-2" (3 BARS) LENGTH VARIES FROM 18’-3’’ 18’-4" 5’-0"67 TO 2’-0" STEP 7" (8 BARS) LENGTH VARIES FROM 6’-10"51 20 RETAINING WALL 1 OMITTED FOR CLARITY. SEE SHEET W-1 F2 F3 F6 F7 51 20 4 4 4 4 4 STR STR STR STR STR 3 SETS (SERIES) 21’-9" 2’-8" (SERIES) 2 SETS 7’-8"261 75 18 32 61 TO 4’-5’’ STEP 2’-0" (4 BARS) LENGTH VARIES FROM 14’-5’’ J1 4 4 4 23 10 5J2 BAR NUM SIZE TYPE TOTAL LENGTH WEIGHT J1 F5 5’-0" 5’-0" 77 52 F1 291 TO 2’-1’’ STEP 1’-9" (4 BARS) LENGTH VARIES FROM 7’-4’’ BAR SCHEDULE STAGE 1 STAGE 2 4’-0" 210 4 39 1 ’ - 0 " BAR TYPE AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 T O P & B O T T O M 1 0 - # 4 F 3 @ 1 0 " 9’-0"2’-0" 2’-0"5 " CHAMFER 5 " CHAMFER FACE FILL 2’- 8 " 2’- 8 " 2’-9" 3 " CONST. JT. 3 " 2" CL. 2" CL. WING DETAILS (TYP.)1’-0" 1’-9" 3" 2 " ( T Y P . ) 2 " ( T Y P . )MAT’L 1" EXP. JT. CONST. JT. 3 " FILL FACE 1’-0" 2" CL.2" CL. 3 " 1’-0" 2" CL.2" CL. 11’-0" 1 ’ - 0 " 2 " C L . 1 ’ - 0 " 2 " C L . 2 " C L . 1’-0"2’-9" 1’-9"(TYP.) ( S P A. A S S H O W N) 3’- 10 " 2" CL. 2" CL. 3" 3" (SPACED AS SHOWN ABOVE) PLAN OF WING W2 ELEVATION OF WING W2 PLAN OF WING W1 X X Y Y SECTION X-X SECTION Y-Y SEE SHEET 4 OF 5 PROPOSED FOOTING SEE SHEET 4 OF 5 PROPOSED FOOTING 2 " CONST. JT. 9 - # 4 K 1 ( F I L L F A C E ) 2 " #4 V2 ELEVATION OF WING W1 EL. 3506.00 (LEVEL) EL. 3514.07’ (LEVEL) P O U R # 3 P O U R # 2 FACE FILL #4 K1 #4 K2 2’-0" 4’-1" EL. 3516.24 (LEVEL) EL. 3506.00 (LEVEL) P O U R # 2 P O U R # 3 1 1 " 1 1 " 2 " 3 " 3 " 3 " 3 " 1" EXP. JT. MAT’L P O U R # 1 P O U R # 1 3 " 9 - # 4 H 4 ( S T R E A M F A C E ) #4 K3 (EA. FACE) ( E A C H F A C E ) 3 - # 4 H 5 #4 K3 3 - # 4 K 1 ( F I L L F A C E ) 3 - # 4 K 2 ( S T R E A M F A C E ) 2 " (EACH FACE) 4-#4 F7 @ 10" (EACH FACE) 4-#4 F8 @ 10" #4 J1 #4 F9 5 5 2 " C L . 7- # 4 V 2 ( S T R E A M F A C E) 6- # 4 V 2 ( FI L L F A C E) 8-#5 V7 @ 10" CTS. (FILL FACE) 7-#4 V1 @ 1’-0" CTS. (STREAM FACE) #4 H5 @ 1’- 0" C T S. 3- # 5 V 7 4- # 4 V 1 @ 1’- 0" C T S. (TYP.) PLANS FOR LOCATION) (SEE FOUNDATION #5 J2 EL. 3504.00 (LEVEL) 3 " EL. 3504.00 (LEVEL) #4 K2 (STREAM FACE) #4 K1 (FILL FACE) (TYP.) PLANS FOR LOCATION) (SEE FOUNDATION #4 J1 1 0 ’ - 0 " 2 ’ - 0 " 1 2 ’ - 2 " 2 ’ - 0 " FILL FACE #5 J2 #4 F6 #4 V1 CONST. JT. #5 V7 9 - # 4 H 7 ( S T R E A M F A C E ) 9 - # 4 H 6 ( F I L L F A C E ) 3 - # 4 H 5 ( E A C H F A C E ) 3’-0"3’-0" 12 WING PLANS END BENT 1 #4 V1 (STREAM FACE) (SPACED AS SHOWN ABOVE #5 V7 (FILL FACE) #4 V2 (EA. FACE) S P A C E W I T H H 2 S T E M B A R S 9 - # 4 H 4 ( S T R E A M F A C E ) 9 - # 4 K 1 ( F I L L F A C E ) S P A C E W I T H H 1 S T E M B A R S 9 - # 4 H 7 ( S T R E A M F A C E ) 9 - # 4 H 6 ( F I L L F A C E ) 1’-5" 3’- 9 " 11 13 67 3 3 5’-1" 32 7’-9" H4 9’-2" 8’-7" 11’-6" 37 52 69 2 2 2 V7 11 5 3’-2" 9’-11"114 K1 9 4 K2 V2 2 4 4 4 STR 7 H5 H6 H7 6 9 9 4 4 4 K3 6 4 STR 13 STR 11 9’-11"73V14STR WEIGHTBARNUMSIZETYPELENGTH 2 601’-0 " 8’-2" 10’-6" 7’-7" H5 H6 H7 3 1201’- 0" 2’-9" 1’- 9" 3’-4" 4’-4" K1 K2 BAR SCHEDULE BAR TYPES 3 3’-9"H4 1’- 7" H 4 K 1 K 2 294-9" AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 ELEVATION PLAN CONST. JT. (TYP.) WORKLINE SEE DETAIL ‘‘A’’ (SHEET 3 OF 5) FILL FACE WINGS NOT SHOWN FOR CLARITY. -L- SLOPE 5.60% W.P. #2 (TYP.)(TYP.) 1’-10"1’-7" MATL. (TYP.) 1" EXP. JT. CONST. JT. FOOTING DETAILS NOT SHOWN FOR CLARITY. B AC D 17’-4" (STAGE 2) 38’-2" (TOTAL ABUTMENT LENGTH) WORKLINE OF NOTED POINTS ELEVATIONS POINT A POINT B POINT C POINT D 12+67.80 12+64.63 12+77.33 12+74.16 POUR #3 POUR #2 POUR #1 2 ’ - 0 " 3’-3" 4" 1’- 2 " W4 1 ’ - 9 " 9 ’-0 "9 ’ - 6 " 7 ’ - 9 " 2 ’ - 9 "11’-0 " 5’-6" 2 ’-0 " EL. 3519.35 9 ’ - 9 " 1’-10" MIN. TO PROJECT #4 H8 #4 S11 #4 S10 #4 S12 #4 S12 #4 S11 #4 S10 17-#4 S9 @ 1’-0" TOP OF CAP 3515.799 3515.624 3516.867 3516.692 -L- STATION 17’-6" 17’-11" 1’-8" 1’-7" 60-00’-00" @ 5’-0" CTS. EL. 3505.00 CONST. JT. 1 5 23 - #6 J1 @ 1’-0" CTS. (FILL FACE) 2" HIGH BEAM BOLSTER 23 - #4 "S" @ 1’-0" CTS. STAGE 1 END BENT 2 13 NOTES FOR WING DETAILS, SEE SHEET 5 OF 5. CAST IF SLIP FORMING IS USED. VERTICAL CONCRETE BARRIER RAIL IS THE WING SHALL BE POURED AFTER THE THE CONCRETE IN THE SHADED AREA OF NECESSARY TO CLEAR DOWELS. STIRRUPS IN CAP MAY BE SHIFTED AS 20’-9" (STAGE 1) S P L A Y E D E A C H F A C E 1 1 - # 4 H 8 @ 1 ’ - 0 " M A X . S P A . 1 ’ - 0 " 0" 1’-10" (SPLICE TO "S" AND J1) 23 - #4 A3 @ 1’-0" CTS. (EACH FACE) BAR A3 H8 NUM 17 2 2 24 SIZE 4 4 4 4 4 4 TYPE 1 1 1 1 STR STR 361 TOTAL LENGTH 22’-6" TO 8’-4’’ STEP 0.’ ’(23 BARS) LENGTH VARIES FROM 9’-6’’ (SERIES) 2 SETS 264 WEIGHT S9 S10 S11 S12 4’-5" 4’-6" 4’-7" 4’-9" 1 50 6 6 6 D1 10 6 1’-6"23 2 BAR SCHEDULE 11 ’ - 0 " 2’-5" 2’-6" 2’-7" 2’-9" S10 S11 S12 BAR TYPE S9 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 ELEVATION WINGS NOT SHOWN FOR CLARITY. ELEVATION WINGS NOT SHOWN FOR CLARITY. OF NOTED POINTS ELEVATIONS POINT C POINT D 12+64.63 PLAN POINT E POINT F MAT’L. (TYP.) 1" EXP. JT. 1 ’ - 9 " 2 ’ - 9 " 9 ’-0 " 2 ’-0 " 7 ’ - 9 " W3 2’-8" 5’-6" 11’-0 " 9 ’ - 6 " (TYP.)(TYP.) 1’-10"1’-7" C D W.P. #2 -L- WORKLINE (TYP.) 1’-2" 38’-2" (TOTAL ABUTMENT LENGTH) 12+67.80 #4 S10 #4 S12 #4 S11 #4 S10 #4 S11 #4 S12 JT. CONST. 12-#4 S9 @ 1’-0" 12+55.10 12+58.27 1 ’ - 0 " EL. 3517.57 POUR #3 UPPER PART OF WINGS POUR #2 POUR #1 FOOTING 2 ’ - 0 " SLOPE 5.60% 7 ’ - 7 " TOP OF CAP 3515.624 3515.799 3514.555 3514.730 -L- STATION CONST. JT. @ 5’-0" CTS. 2" HIGH BEAM BOLSTER 13’-6" 17’-11" 1’-8" STAGE 2 STAGE 1 1’-7" DETAIL "B" SEE DETAIL "B" REBAR OMITTED FOR CLARITY SHOWING CHAMFERING DETAILS 3’-3" 1’-10" MIN. SPLICE (TYP.) 2 5 5 " 3" 3" 5 " E F F E S P L I C E T O H 8 S P L A Y E D ( E A C H F A C E ) 1 1 - # 4 H 9 @ 1 ’ - 0 " M A X . S P A . STAGE 2 END BENT 2 14 NOTES FOR WING DETAILS, SEE SHEET 5 OF 5. CAST IF SLIP FORMING IS USED. VERTICAL CONCRETE BARRIER RAIL IS THE WING SHALL BE POURED AFTER THE THE CONCRETE IN THE SHADED AREA OF NECESSARY TO CLEAR DOWELS. STIRRUPS IN CAP MAY BE SHIFTED AS EL. 3505.00 18 - #4 "S" @ 1’-0" CTS. 18 - #4 J1 @ 1’-0" CTS. (FILL FACE) (SPLICE TO "S" AND J1) 18 - #4 A4 @ 1’-0" CTS. (EACH FACE) TOTAL LENGTHTYPE 1 1 1 1 STR SIZE 4 4 4 4 4 4 NUM 12 2 2 2 BAR A4 TO 7’-3’’ STEP " (18 BARS) LENGTH VARIES FROM 8’-4’’ 183 (SERIES) WEIGHT S9 S10 S11 S12 4’-5" 4’-6" 4’-7" 4’-9" 35 6 6 6 1 9’-2"37 2 SETS D1 8 6 1’-6"18 H5 6 2 BAR SCHEDULE 11 ’ - 0 " 2’-5" 2’-6" 2’-7" 2’-9" S9 S10 S11 S12 BAR TYPE AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 2" CL. 9 " 1’-7" 2’-9" ( T O P ) (TYP.) 2" CL. & SIDES) (BOTTOM 3" CLR. FILL FACE 2 " C L R . 2’-11"2’-4" 8’-0" 2 ’ - 0 " KEY 4"x6" #4 "S" BARS 1 " TYPICAL SECTION TYPICAL SECTION FOR FOOTING BEARING ON CONCRETE FILL INTO ROCK 1’-0" MIN. KEY FOOTING FOR FOOTING BEARING ON ROCK J1 AND "S" BARS SPACED W/ #4 - "A" BARS 3"3" SPACE AS SHOWN 2-#4 "H" BARS SLAB UNIT { CORED { BEARING 2’-6" 1’-3"1’-3" 1’-10" 11"11" 8 " 4 " 4 " FILL FACE DETAIL ‘‘A’’ (TYP.) 9" ABOVE CAP TO PROJECT #6 D1 DOWELS 1 ’ - 7 " PAD (TYPE I) (TYP.) ELASTOMERIC BRG. 1" X 8" X 2’-6" 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 MINIMUM OF 3- ONE CUBIC FOOT BAGS OF #78M STONE. BAGS SHALL BE OF POROUSFOR DRAINAGE GRADE TO DRAIN TOE OF SLOPE 6" ( MIN.) PIPE FABRIC,SECURELY TIED. V A R I E S 9 ’ - 9 " T O 8 ’ - 3 " 4 5 "A" BARS SPACED W/ #4 - J1 BARS JT. CONST. KEY 4"x12" 8’-0" 2 ’ - 0 " KEY 4"x6" JT. CONST. 2’-9"2’-11"2’-4" V A R I E S 9 ’ - 9 " T O 8 ’ - 3 " DETAILS END BENT 2 15 { #6 D1 DOWEL OR F12 F2, F11, #4 F1, TOP AND BOTTOM 8-#4 F3 (STAGE 1) OR F10/F13 (STAGE 2) @ 1’-0" E L E V . V I E W ( E A C H F A C E ) 1 1 - # 4 " H " S P L A Y E D A S I N M I N . S P L I C E 1 ’ - 8 " ( J 3 ) 2 ’ - 2 " ( J 4 ) AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 CONCRETE CLASS B WORKLINE 2 ’ - 9 " 3 " 1’- 0" 1’- 0" 3" 3"W.P.#2 8 ’ - 0 " 2 ’ - 4 " 2 ’ - 1 1 " 40’-5" 14 ’-11 " 6 - #4 F1 @ 6" (BOT.) 3 - #4 F1 @ 1’-0" (TOP) 3 " 3 " 34 - #4 F1 @ 6" (BOT.) 17 - #4 F1 @ 1’-0" (TOP) 18’-1" 47’-4" NOTES PLAN OF FOOTING 3 " 1’- 0" 1’- 0" 1’- 0"3’- 0" 3" 3" 6 ’-3 " 4- # 4 F 1 5 @ 1 0" 13 ’-9 " (T O P & B O T .) 9 -# 4 F 6 @ 1’-0 " B OT.) ( T OP & -L- 4" (TYP.) ABOUT CONST. JT. ALL "F" BARS MECH. SPLICE CONST. JT. 16’-11" 4 5 B CONCRETE TO REQUIRED ELEVATION. EXCAVATE AS NECESSARY AND FILL WITH CLASS AT THE SPECIFIED BASE-OF-FOOTING ELEVATION, IF COMPETENT ROCK IS NOT ENCOUNTERED ON THE PLANS. ROCK WITH MINIMUM THICKNESS AS SHOWN KEY SPREAD FOOTING AT LEAST 12" INTO BEFORE PLACING CONCRETE. REQUIRED RESISTANCE OF 6 TSF JUST 2.5 TSF. CHECK FIELD CONDITIONS FOR THE DESIGNED FOR A FACTORED RESISTANCE OF THE SPREAD FOOTING AT END BENT 2 IS ( T Y P . ) C H A M F E R 5 " 11-# 6 J3 @ 10 " STAGE ISTAGE II 4 - #4 F2 @ 1’-0" (TOP) 8 - #4 F2 @ 6" (BOT.) (DBL. UP ON BOT.) (TYP.) 60-00’-00" 5’-0" 23’-6" FOUNDATION PLAN END BENT 2 16 7’- 1 1" 9’- 1 1" 7’-5" 10 -# 5 J4 @ 10 " 8 - #4 F11 @ 1’-0" (TOP) 16 - #4 F11 @ 6" (BOT.) 6 - #4 F12 @ 1’-0" (TOP) 12 - #4 F12 @ 6" (BOT.) ( T O P & B O T . ) @ 1 ’ - 0 " C T S . 4 - # 4 F 1 3 #4 J1 @ 1’-0"#4 J1 @ 1’-0" 4 - #4 F2 @ 1’-0" (TOP) 8 - #4 F2 @ 6" (BOT.) (DBL. UP ON BOT.) 1’- 6" 16’-0" STREAM FACE FILL FACE 4 ’ - 1 1 " (DBL. UP ON BOT.) (DBL. UP ON BOT.) 3 " & BOT.) (TOP #4 F14 BAR F1 F2 F3 F6 J1 NUM 51 20 SIZE 4 4 4 4 4 4 TYPE STR STR STR STR STR 4 256 TOTAL LENGTH 7’-6" TOTAL LENGTH 7’-6" TYPE STR STR 4 SIZE 4 4 4 NUM TO 2’-5’’ STEP 1’-7" (4 BARS) LENGTH VARIES FROM 7’-4’’ (SERIES) 6 SETS 77 WEIGHT BAR F1 F2 J1 TO 2’-5" STEP 1’-7" (4 BARS) LENGTH VARIES FROM 7’-4’’ 39 (SERIES) WEIGHT 21’-9"291 18 2’-8"32 F15 54 4J3 23 11 6 72 77 9 45 LENGTH VARIES FROM 12’-5" TO 8’-4" STEP 7" (8 BARS) LENGTH VARIES FROM 11’-4" TO 2’-9" STEP 1’-8" (6 BARS) LENGTH VARIES FROM 9’-4" TO 2’-4" STEP 1’-9" (4 BARS) LENGTH VARIES FROM 13’-7" TO 6’-7" STEP 2’-4" (4 BARS) 14’-4" 4J4 18 5 F10 F11 F12 F13 F14 F15 20 2 4 STR STR4 4 STR STR4 4 STR 4 STR 18’-3"244 166 86 54 19 36 (SERIES)(SERIES) (SERIES) (SERIES) (SERIES) 2 SETS 2 SETS 3 SETS 3 SETS 3 SETS 2 SETS 12 62 TO 6’-5’’ STEP 2’-4" (4 BARS) LENGTH VARIES FROM 13’-7’’ 5’-0" 5’-0" 5’-0" 5’-0"60 4’-0" 4 1 ’ - 0 " BAR SCHEDULE STAGE 1 STAGE 2 BAR TYPE AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 T O P & B O T T O M 1 0 - # 4 F 1 0 @ 1 0 " ( T O P & B O T T O M ) 1 0 - # 4 F 3 @ 1 0 " SECTION X-X SECTION Y-Y 5 5 9’-0"2’-0" FILL FACE 2’-0" 5 " CHAMFER 5 " CHAMFER 2’- 8 " 2’- 8 " 2’-9" CONST. JT. 3 " CONST. JT. 3 " (TYP.)1’-0" 1’-9" 3" 3" 2 " ( T Y P . ) 2 " ( T Y P . ) 9’-0" MAT’L 1" EXP. JT. MAT’L 1" EXP. JT. 11’-0"11’-0" 1 ’ - 0 " 2 " C L . 2 " C L . 1 ’ - 0 " 2 " C L . 2 " C L . 1’-0"2’-9" 1’-9"(TYP.) 3’- 10 " 2" CL. 2" CL. 3" (SPACED AS SHOWN ABOVE) 3" (SPACED AS SHOWN ABOVE) 3’- 10 " PLAN OF WING W3 ELEVATION OF WING W3 PLAN OF WING W4 SEE SHEET 4 OF 5 PROPOSED FOOTING P O U R # 2 P O U R # 3 P O U R # 3 P O U R # 2 2 " 2 " ELEVATION OF WING W4 3 " 3 " 3 " 3 " 8 " 8 " #4 K3 (EA. FACE) S P A C E W I T H H 8 S T E M B A R S 1 1 - # 4 H 1 1 ( S T R E A M F A C E ) 1 1 - # 4 H 1 0 ( F I L L F A C E ) ( E A C H F A C E ) 3 - # 4 H 1 2 #4 H12 #4 K3 1 1 " 1 1 " ( E A C H F A C E ) 3 - # 4 H 5 #4 K3 (EA. FACE) #4 K3 FACE FILL SEE SHEET 4 OF 5 PROPOSED FOOTING EL. 3517.57’ EL. 3519.35’ #4 H5 P O U R # 1 P O U R # 1 (TYP.) PLANS FOR LOCATION) (SEE FOUNDATION #6 J3 EL. 3504.00 (LEVEL) (TYP.) PLANS FOR LOCATION) (SEE FOUNDATION #5 J4 EL. 3507.00’ (LEVEL) CONST. JT. 3 " FILL FACE 1’-0" 2" CL.2" CL. 3 " 1’-0" 2" CL.2" CL. 2 " #4 V6 2 " #5 V5 #4 F13 1 2 ’ - 6 " 2 ’ - 0 " 1 2 ’ - 4 " 2 ’ - 0 " FILL FACE #6 J3 #4 F6 #6 V3 CONST. JT. #4 V4 ( E A C H F A C E ) 3’-0" 3’-0" Y Y X X WING DETAILS END BENT 2 9-#6 V3 @ 10" CTS. (FILL FACE) 8-#4 V4 @ 12" CTS. (STREAM FACE) ( FI L L F A C E) 4- # 6 V 3 @ 10" C T S. ( S T R E A M F A C E) 4- # 4 V 4 @ 12" C T S. 5- # 5 V 5 @ 10" C T S. ( FI L L F A C E) 4- # 4 V 6 @ 12" C T S. ( S T R E A M F A C E) 7-#4 V6 @ 11" CTS. (STREAM FACE) 7-#5 V5 @ 10" CTS. (FILL FACE)1 1 - # 4 H 1 1 ( S T R E A M F A C E ) 1 1 - # 4 H 1 0 ( F I L L F A C E ) 3 - # 4 H 1 2 #5 J4 3 - # 4 H 5 ( E A C H F A C E ) 17 #4 V6 (STREAM FACE) #5 V5 (FILL FACE) #4 V4 (STREAM FACE) #6 V3 (FILL FACE) 4-#4 F11/F12 @ 1’-0" (TOP AND BOT.) (TOP AND BOT.) 4-#4 F15 @ 10" S P A C E W I T H H 9 S T E M B A R S 1 1 - # 4 H 7 ( S T R E A M F A C E ) 1 1 - # 4 H 6 ( F I L L F A C E ) 1 1 - # 4 H 7 ( S T R E A M F A C E ) 1 1 - # 4 H 6 ( F I L L F A C E ) 10’-2" 10’-2" 8’-7" 11’-6" 17’-2" V5 V6 H6 H7 H9 12 11 11 11 24 4 4 4 5 4 STR 2 2 STR STR 127 75 52 69 275 H10 H11 K3 22 22 6 6 4 4 4 4 4 STR STR 133’-4" 11’-11" 3 11’-8" 9’-4" 9’-9" 171 137 39 V3 STR 11’-11"13 6 233 V4 12 96 3 3 H12 BAR SCHEDULE 2 601’-0 " 8’-2" 10’-6" 7’-7" H5 H6 H7 3 1201’- 7" 2’-9" 1’- 9" 3’-4" K1 K2 BAR TYPES WEIGHTBARNUMSIZETYPELENGTH AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 NOTES : SQUARE YARDSTONS ESTIMATED QUANTITIES (2’-0" THICK) CLASS II RIP RAP END BENT 1 END BENT 2 GROUND LINE FOR DRAINAGE GEOTEXTILE GEOTEXTILE 2’-0" 41 END BENT NO. 1 END BENT NO. 2 PLACE RIP RAP ALONG STREAM BANKS AS SHOWN C SECTION @ END BENT 1L GROUND LINE GEOTEXTILE 2’-0" C SECTION @ END BENT 2L RIP RAP CLASS II RIP RAP CLASS II 37 CLASS II RIP-RAP CLASS II RIP-RAP SHOULDER LINE SHOULDER LINE SHOULDER LINE SHOULDER LINE STA. 12+41.50 -L- AVERY 100 -L- STA. 12+41.50 BRIDGE @ 58 54 RIP-RAP DETAILS 18 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 BILL OF MATERIAL BAR NO.SIZE TYPE LENGTH WEIGHT A2 A1 B1 B2 STR STR STR STR * * * LBS. LBS.REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE BAR NO.SIZE TYPE LENGTH WEIGHT A2 A1 B1 B2 STR STR STR STR * * * LBS. LBS. C. Y. REINFORCING STEEL REINFORCING STEEL EPOXY COATED CLASS AA CONCRETE APPROACH SLAB AT EB #1 APPROACH SLAB AT EB #2 #4 #5 #6 #4 #5 #6 #4 #4 13 13 11’-7" 258 258 11’-7" 29’-9" 52 52 52 52 905 1163 29’-9" 29’-9" 29’-9" 258 258 13 13 1163 905 DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS SLAB) (BOTT. OF #4A2 SLAB) (TOP OF #4A1 N N #4A2 #4A1 OR END BENT #1 FILL FACE @ END BENT #2 FILL FACE @ N N #4A2 #4A1 OR SLAB) (BOTT. OF #4A2 SLAB) (TOP OF #4A1 -L- 9"9" 5 2 - # 5 B 1 @ 6 " C T S . ( T O P O F S L A B ) 5 2 - # 6 B 2 @ 6 " C T S . ( B O T T O M O F S L A B ) 8 " C U R B 2 4 ’ - 1 0 " ( C L E A R R O A D W A Y ) 8 " C U R B (TYP.) 60-00’-00" 11-#4A2 @ 1’-0" CTS. 11-#4A1 @ 1’-0" CTS. (TYP.) 60-00’-00" 11-#4A1 @ 1’-0" CTS. 11-#4A2 @ 1’-0" CTS. PLAN @ END BENT #1 PLAN @ END BENT #2 1 2 ’ - 5 " 1 2 ’ - 5 " (BOTTOM OF SLAB) (BOTTOM OF SLAB) (TOP OF SLAB) (TOP OF SLAB) 5 2 - # 5 B 1 @ 6 " C T S . ( T O P O F S L A B ) 5 2 - # 6 B 2 @ 6 " C T S . ( B O T T O M O F S L A B ) 1’-3" 1’-3" 3" 1’-3" 1’-3" 3" 4 " 4 " 3 ’ - 0 " ( T Y P . ) 2 6 ’ - 2 " 4 " 4 " 6" BEVEL 6" BEVEL 11’-1"601 859 601 C. Y. 11’-1" 869 12’-1"12’-1" 10" 10" 4" 10" 10" 4" IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY A NIARDOTEDRG FLOW LINE EPOLSFOMOTTOBOT NOTE: 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 SLAB APPROACH 1 2 " FILL SLOPE ELBOW ELBOW DRAIN SLOPE TEMPORARY TOE OF FILL SECTION S-S SECTION R-R 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 2 ’ - 0 " M I N . 2 ’ - 6 " M I N . S S 4’-0" EARTH DITCH BLOCK 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, M I N . 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) 12" MIN. SHOULDER FUTURE BLOCK DITCH EARTH SLAB APPROACH END OF CURB DETAILS CURB SLAB APPROACH 3’-1" SHOULDER BERM GUTTER END OF CURB WITHOUT BAR SIZE #4 #5 #6 EPOXY COATED UNCOATED 2’-0" 2’-6" 3’-10" 1’-9" 2’-2" 2’-7" SPLICE LENGTHS NORMAL TO END BENT PAVEMENT ASPHALT PROPOSED 6" 2 : 1 SLOPE ROADWAY BY THE CONTRACTOR) (TO BE DETERMINED OR STEEPER 1: 1 SLOPE BACKFILL #78M STONE 2 " C L . @ 3’-0" CTS. ACROSS SLAB HIGH CHAIR UPPER (CHCU) 5" CONTINUOUS SUPPORTS @ 3’-0" CTS. APPROVED WIRE BAR #4A1 #4A2 #6B2 #5B1 SECTION THRU SLAB NOTES 4 " C L . 8 "1 ’ - 2 " GEOTEXTILE CORED SLAB 1" BACKER ROD PREVENT BOND ROOFING FELT TO 2 LAYERS OF 30 LB. 1’-1" APPROACH SLAB GROOVING IS NOT REQUIRED. BE PAVED. SEE ROADWAY PLANS. DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGS. BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB. #78M STONE BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016. #78M STONE BACKFILL (CLASS V SELECT MATERIAL) SHALL BE IN SPECIFICATIONS SECTION 1056. GEOTEXTILE SHALL BE TYPE 1IN ACCORDANCE WITH THE STANDARD AND #78M STONE BACKFILL, SEE ROADWAY PLANS. FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" DRAINAGE PIPE, 1 ’ - 8 " 6 " 3’-0" M I N . 2 " PVC PIPE SCHEDULE 40 4" ~ PERFORATED END APPROACH BEGIN APPROACH SLAB SLAB STA. 12+02.48 -L- STA. 12+80.36 -L- STA. 12+15.20 -L- W.P. 1 STA. 12+67.80 -L- W.P. 2 60 SKEW FOR PRESTRESSED CONCRETE BRIDGE APPROACH SLAB CORED SLAB UNIT (SUB-REGIONAL TIER) STANDARD STD. NO. BAS_27_60S 19 (END BENT 1 SHOWN; END BENT 2 SIMILAR) CHECKED BY : DATE :ASSEMBLED BY : CHECKED BY : BCH 5-09 DRAWN BY : SHS/MAA 5-09 REV. 12-11 MAA/AAC DATE :T.S. AUSEL C.J. RICE 2/2014 2/2014 SECTION N-N 4 " 2 " 8" 15.4 15.4 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER 19 STANDARD NOTES METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN 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, 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: AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE. FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS. 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. STRESS IN EXTREME FIBER OF IMPACT ALLOWANCE LIVE LOAD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 27,000 LBS. PER SQ. IN. 20,000 LBS. PER SQ. IN. DESIGN DATA: SPECIFICATIONS - - - - - - - - - - - - - - - BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL JANUARY, 1990 DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL DOWELS: 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. BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO 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 PLACE WITH 1:2 CEMENT MORTAR. - - - - - 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 " ~ 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 - REV. 6-16-95 EEM ( ) RGW ENGLISH REV. 8-16-99 RWW ( ) LES REV. 5-7-03 RWW ( ) JTE THE 2012 ‘‘STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE REV. 5-1-06 TLA ( ) GM 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. STD. NO. SNREV. 10-1-11 MAA ( ) GM 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 -DET- -L- SUBSTRUCTURE SKEW MATCH EXISTING NOTES: 1. CONSTRUCT, MAINTAIN, AND AFTERWARDS REMOVE A TEMPORARY STRUCTURE IN ACCORDANCE WITH THE APPLICABLE PARTS OF THE STANDARD SPECIFICATIONS. PROVIDE A TEMPORARY STRUCTURE WITH A MINIMUM LENGTH OF 19’-8". CENTER THE STRUCTURE ABOUT STATION 21+47.69 -DET- WITH THE ALIGNMENT AND GRADE AS INDICATED ON THE ROADWAY PLANS. MATCH SKEW OF EXISTING STRUCTURE TO | 2. PROVIDE A STRUCTURE TO ALLOW A MINIMUM 5’-6" ROADWAY WIDTH AS MEASURED NORMAL TO -DET-. STRUCTURE DESIGNED FOR TRUCK WITH GROSS WEIGHT OF 19 TONS. DO NOT EXCEED THIS LOADING DURING CONSTRUCTION. 2. ALL WOOD AND TIMBER PRODUCTS SHALL BE INSPECTED IN ACCORDANCE WITH ARTICLE 1082-1 OF THE STANDARD SPECIFICATIONS. THE USE OF UNGRADED TIMBER AND LUMBER IS NOT PERMITTED. USE MATERIAL CONFORMING TO GRADING RULES OF SPIB, NELMA OR OTHER NATIONALLY RECOGNIZED SPECIFICATION. ALL TIMBER SHALL BE TREATED SOUTHERN PINE WITH IN-SERVICE MOISTURE CONTENT OF LESS THAN 18%, OR OTHER TIMBER AS APPROVED BY ENGINEER. 3. NEW AND USED MATERIAL FOR TEMPORARY STRUCTURES CONSTRUCTED BY THE CONTRACTOR, INCLUDING SYSTEMS INTENDED FOR MULTIPLE USAGES, SHALL BE INSPECTED AND APPROVED PRIOR TO ASSEMBLY. 4. ALL TIMBER-TIMBER CONNECTIONS SHALL BE MADE BY DOWELS OR CLIPS AS APPROVED BY ENGINEER. 5. PROVIDE A TIMBER FLOOR OF LAMINATED CONSTRUCTION ON THE TEMPORARY STRUCTURE. PLACE BOTTOM LAYER OF LUMBER NORMAL TO THE CENTERLINE OF ROADWAY AND A TOP LAYER OF 2" X 8" (50 MM X 200MM) LUMBER ON A 45SKEW WITH THE CENTERLINE OF ROADWAY. FOR THE BOTTOM LAYER, USE LUMBER THAT IS DRESSED ON ALL FOUR SIDES TO ENSURE A UNIFORM WIDTH AND THICKNESS. FOR THE TOP LAYER, USE LUMBER DRESSED ONLY ON ONE SIDE TO ENSURE A UNIFORM THICKNESS. PLACE THE LUMBER SO THAT THE CROWN OF THE LUMBER IS THE ROUGH SIDE AND IS FACING UP IN ORDER TO RECEIVE A TACK COAT. APPLY SAND SEAL TO THE TIMBER FLOOR AFTER THE TOP LAYER OF LUMBER IS COMPLETED. FOR SAND SEAL, APPLY A LIQUID ASPHALT MATERIAL AND ONE OR MORE APPLICATIONS OF FINE AGGREGATE ON THE SURFACE OF WOODEN DECK DETOUR BRIDGES. USE MATERIALS MEETING THE REQUIREMENTS OF DIVISION 10 OF THE STANDARD SPECIFICATIONS SHOWN BELOW: ASPHALT, GRADE CRS-2 OR CRS-1..............................................ARTICLES 1020-6, 1020-7 AGGREGATE, #1S...........................................................................................ARTICLE 1005-3 CLEAN AND DRY THE SURFACE OF THE BRIDGES BEFORE APPLYING TREATMENT. APPLY ASPHALT EMULSION AT A RATE OF 0.15-0.20 GAL/YD2 (0.7-0.9 LITERS/M 2) FOLLOWED BY A UNIFORM COVERAGE OF SAND AT A RATE OF 10-15 LBS/YD2 (5.4-8.1 KG/M 2). ROLL THE SEAL WITH A PNEUMATIC-TIRED ROLLER. ALLOW THE SEAL TO CURE FOR A MINIMUM OF 24 HOURS BEFORE OPENING TO TRAFFIC. MAINTAIN THE SAND SEAL IN AN ACCEPTABLE CONDITION DURING THE LIFE OF THE DETOUR, MAKING ADDITIONAL APPLICATIONS AS NECESSARY. 5. BEFORE THE TEMPORARY STRUCTURE IS LOADED, THE CONTRACTOR SHALL INSPECT THE STRUCTURE AND SUBMIT A WRITTEN STATEMENT CERTIFYING THAT THE ERECTED STRUCTURE COMPLIES WITH THE APPROVED DETAILED DRAWINGS. TEMPORARY STRUCTURES UTILIZING MODULAR PANELS SHALL BE INSPECTED AND CERTIFIED BY A MANUFACTURER’S REPRESENTATIVE. ANY CONDITION THAT DOES NOT COMPLY WITH THE ACCEPTED DRAWINGS, OR ANY OTHER CONDITION DEEMED UNSATISFACTORY BY THE ENGINEER, IS CAUSE FOR REJECTION. 6. REMOVE EXISTING STRUCTURE WING WALLS AFTER ATTACHING TEMPORARY STRUCTURE. 7. BACKFILL END BENTS WITH SOIL HAVING MINIMUM UNIT WEIGHT = 120 PCF AND FRICTION ANGLE = 30. ENSURE THAT BENTS ARE BACKFILLED AT EQUAL RATES. DIFFERENTIAL BACKFILL BETWEEN THE BENTS SHOULD NOT EXCEED 2 FEET DURING CONSTRUCTION. PLAN VIEW OF TEMPORARY STRUCTURE STRUCTURE EXISTING 7’-4" | OFFSET STA. 21+34.28 | -DET- BEGIN TEMPORARY STRUCTURE 2’-0" | OFFSET STA. 21+60.85 | -DET- END TEMPORARY STRUCTURE OVERVIEW TEMPORARY STRUCTURE 1 2 SEE WALL 1, SHEET W-1 TS-1 2 NCDOT STD. DWG. 1801.02 TEMPORARY MSE WALL AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE SHEETS X-6 THRU X-8. CROSS SLOPES. SEE -DET- CROSS SECTIONS BE AN EXTENSION OF EXISTING PAVEMENT NOTE: CROSS SLOPES FOR -DET- PAVEMENT SHALL SEE CONNECTION DETAIL 2 ’ - 1 0 " | ( N E A R B E N T ) 2 ’ - 6 " | ( F A R B E N T ) B E A M S 6 " X 1 4 " C A P 1 2 " X 1 2 " 1 0 " X 1 0 " C O L U M N S S I L L 1 2 " X 1 2 " 19’-8" 6 ’ - 6 " | D E C K I N G 4 " x 8 " SOIL BENEATH SILL BEAM WHILE MAINTAINING DECK HEIGHT CONSISTENT WITH EXISTING STRUCTURE. VERTICAL DIMENSIONS APPROXIMATE. INCREASE OR DECREASE COLUMN LENGTH AS NECESSARY TO ENSURE COMPETENT *** NOTE*** STRUCTURE TEMPORARY STRUCTURE EXISTING (TYP.) BOLT WITH WASHERS " ~ 18" HIGH-STRENGTH 1’-0" 4 " TYPICAL ELEVATION NORMAL TO { STRUCTURE TYPICAL END BENT ELEVATION NORMAL TO SKEW CAP AND SILL BEAM CONNECTION DETAIL 6 ’ - 6 " | 6 ’ - 0 " | (SEE NOTES) DECK SURFACE TREATMENT 6" X 14" BEAM NORMAL TO BEAM 4" X 8" PLANKS (TYP.) 12" X 12" CAP (TYP.) 10" X 10" COLUMNS (TYP.) 12" X 12" SILL (TYP.) TO RETAIN FILL (TYP.) 3" X 8" LAGGING AS NECESSARY 2" x 12" x 3’-0" BOARD 6" (TYP.) 2’-1" o.c. TO ENSURE FLUSH FIT WITH TEMPORARY STRUCTURE CUT DECKING AND ROAD SURFACE AS NECESSARY DETAILS TEMPORARY STRUCTURE 2 2 (TYP.) 1’-9" o.c. 9’-4" | END BENT #1 END BENT #2 TS-2 2 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE PLAN END WALL STA. 12+04.30 -L-STA. 11+58.09 -L- BEGIN WALL ELEVATION STA. 11+89.18 -L- ELEVATION A-A ELEVATION B-B EL. 3507.00 15’-0"30’-0" 45’-0" 6 ’ - 0 " EL. 3511.15 EL. 3504.00 EL. 3514.07 1 2 30’-0"15’-0" 45’-0" -L- 1 1 ’ - 0 " 3 ’ - 0 " 8 ’ - 4 " 8 ’ - 8 " 9 ’ - 0 " PLAN AND ELEVATION RETAINING WALL 1 SEE DETAIL "A" SHEET 2 0F 2 W-1 4 BAR E1 E2 N1 N2 B1 B2 R1 R2 R3 R4 R5 R6 R7 R8 T1 T2 Y1 Y2 Z1 NUM 16 62 10 2 6 2 2 2 20 14 16 SIZE TYPE 4 STR 4 STR 5 5 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 STR 4 4 5 5 5’-8" 14’-8" 16’-6" 11’-1" 16’-9" 29’-8" 11’-6" 14’-8" 93 235 110 15 119 36 15 40 196 277 10’-8" 1 SET 1 SET 1 SET 1 SET (SERIES) (SERIES) (SERIES) (SERIES) WEIGHT 5 5 7 6 2 22 26’-9" 29’-8" 7 7 7’-3" 6’-0" 28 34 178 5 6 7 45(TYP.) N 1 N 2 TO 7’-2’’ STEP " (16 BARS) LENGTH VARIES FROM 8’-2’’ TO 2’-4" STEP " (31 BARS) LENGTH VARIES FROM 4’-3" 81 62 177 197 6 59 TO 10’-3" STEP " (16 BARS) LENGTH VARIES FROM 11’-3’’ TO 5’-5" STEP " (31 BARS) LENGTH VARIES FROM 7’-4’’ 29’-8" TOTAL REINFORCING STEEL :1973 LB. CLASS A CONCRETE:24.8 C.Y. T O 8 ’ - 7 " 9 ’ - 7 ’ ’ T O 3 ’ - 9 " 5 ’ - 8 ’ ’ 1’-8" 3 ’ - 0 " 1’-6" 1’-6"4 ’-3 "1’-6" 1’-6" 8’-8" BILL OF MATERIAL TOTAL LENGTH BAR TYPES AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 S- RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 1’-0" 2 ’ - 6 " SECTION A-A SECTION B-B #4 Y1 @ 1’-0" #4 Y2 @ 1’-0" 3 ’ - 0 " 3 ’ - 0 " 1 ’ - 0 " 1 ’ - 0 " 1 ’ - 0 " 1 ’ - 6 " 9’-0" 3" CLR. 1’-0" 4 " DETAIL A ELEVATION A-A ELEVATION B-B VERTICAL BARS OMITTED FOR CLARITY 7’-0"1’-0" @ 1’-0" B2 BARS 6’-0" 4’-0" V A R I E S 5 ’ - 1 " T O 3 ’ - 1 " CONST. JT. 1’-0" 4 " 1 ’ - 0 " CONST. JT. #4 T1 #4 R6 (EACH FACE) #4 R7 (EACH FACE) #4 R8 (EACH FACE) 1’-10" SPLICE TYP. "R" BARS #4 T2 #4 R3 (EACH FACE) #4 R4 (EACH FACE) DETAILS RETAINING WALL 1 2 2 V A R I E S 9 ’ - 0 " T O 8 ’ - 1 " E A C H F A C E @ 1 ’ - 0 " M A X . 5 - # 4 R 2 E A C H F A C E @ 1 ’ - 0 " M A X . 3 - # 4 R 1 16-#4 B1 @ 1’-0" MAX. 16-#5 Z1 @ 1’-0" MAX. 1’-10" PAST CONST. JT. R2-R4 TO EXTEND TOP AND BOTTOM 31-#4 B2 @ 1’-0" MAX. 3" CLR. TOP AND BOTTOM 10-#4 T1 @ 1’-0" MAX. N2 BARS E2 BARS 3" CLR. 2" CLR. (TYP.) CONST. JT. N2 BARS E2 BARS 2" CLR. (TYP.) TOP AND BOTTOM 7-#4 T2 @ 1’-0 MAX ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 3 - # 4 R 5 T1 BARS T2 BARS 3’-0" B B 1 ’ - 0 " 15’-0" (TYP.) "B" BARS (TYP.) "B" BARS "R" BARS (TYP.) "R" BARS (TYP.) 31-#4 E2 AT 1’-0" MAX. (STREAM FACE) 31-#5 N2 AT 1’-0" MAX. (FILL FACE) 16-#4 E1 AT 1’-0" MAX. (STREAM FACE) 16-#5 N1 AT 1’-0" MAX. (FILL FACE) Z1 BARS B1 BARS 30’-0" A A CONST. JT. W-2 4 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 ELEVATION STA. 12+85.18 -L- BEGIN WALL END WALL STA. 13+40.18 -L- EL. 3511.00 PLAN STA. 13+31.84 -L-STA. 13+03.51 -L- ELEVATION A-A ELEVATION B-B ELEVATION C-C 55’-0" 6 ’ - 0 " EL. 3519.25 EL. 3514.00 EL. 3517.00 EL. 3523.08 EL. 3520.53 EL. 3521.80 18’-4"18’-4"18’-4" 9 ’ - 6 " 9 ’ - 4 " 1 0 ’ - 2 " 1 1 ’ - 0 " 7 ’ - 0 " 8 ’ - 0 " 18’-4"18’-4"18’-4" 55’-0" 1 2 -L- PLAN AND ELEVATION RETAINING WALL 2 SEE DETAIL "A" SHEET 2 0F 2 SEE DETAIL "A" SHEET 2 0F 2 W-3 4 5 6 7 45(TYP.) T O 3 ’ - 3 " 4 ’ - 7 " T O 6 ’ - 0 " 7 ’ - 4 " T O 7 ’ - 9 " 9 ’ - 1 " N 3 N 4 N 5 1’-8" 3 ’ - 0 " 1’-6" 1’-6"4 ’-3 "1’-6" 1’-6" BAR NUM SIZE TYPE TOTAL LENGTH WEIGHT E3 E4 E5 N3 N4 N5 B3 B4 B5 R9 R10 R11 R12 R13 R14 R15 T3 Y1 Y2 Z2 19 19 19 20 14 2 4 2 2 19 4 4 4 5 5 5 4 4 4 4 4 4 4 4 4 4 4 4 4 5 STR STR STR STR STR STR STR STR STR STR STR STR STR 5 7’-8" 6’-8" 5’-8" 18’-0" 20’-0" 19’-0" 20’-1" 8’-7" 18’-1" 10’-6" 18’-0" 97 85 72 240 187 25 54 11 24 14 577 1 SET (SERIES) (SERIES) 1 SET (SERIES) 1 SET (SERIES) 1 SET (SERIES) 1 SET (SERIES) 1 SET 9’-9" 5 5 5 7 6 7’-3" 6’-0" 15 15 73 60 192 198 149 130 TO 5’-0’’ STEP ’’ (19 BARS) LENGTH VARIES FROM 6’-4’’ TO 3’-3" STEP ’’ (19 BARS) LENGTH VARIES FROM 4’-7" TO 7’-8’’ STEP ’’ (19 BARS) LENGTH VARIES FROM 9’-0’’ TO 6’-9’’ STEP ’’ (19 BARS) LENGTH VARIES FROM 8’-1’’ 93 71 50 48 TO 8’-5’’ STEP ’’ (19 BARS) LENGTH VARIES FROM 10’-9’’ TO 4’-11" STEP ’’ (19 BARS) LENGTH VARIES FROM 6’-3" STR TOTAL REINFORCING STEEL :2559 LB. CLASS A CONCRETE:31.7 C.Y. BILL OF MATERIAL 2 BAR TYPES AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19 A 1’-0"6’-0" 2 ’ - 6 " 1’-0" SECTION A-A SECTION B-B SECTION C-C 7’-0" 5’-0"1’-0" 6’-0" 4’-0" V A R I E S 8 ’ - 6 " T O 7 ’ - 3 " V A R I E S 6 ’ - 9 " T O 5 ’ - 6 " V A R I E S 5 ’ - 1 " T O 3 ’ - 9 " 1 ’ - 0 " 1 ’ - 6 " 8’-0" 3" CLR. 3" CLR. 1’-0" 4 " 1’-0" 4 " 1’-0" 4 " 1 ’ - 0 " 1 ’ - 0 " DETAIL A ELEVATION A-A ELEVATION B-B ELEVATION C-C VERTICAL BARS OMITTED FOR CLARITY #4 R11 (EACH FACE) #4 R12 (EACH FACE) #4 R13 (EACH FACE) #4 R12 (EACH FACE) #4 R14 (EACH FACE) #4 R15 (EACH FACE) 2" CLR. (TYP.) #4 T3 #4 T3 #4 T3 DETAILS RETAINING WALL 2 ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 3 - # 4 R 9 ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 4 - # 4 R 1 0 1’-10" PAST CONST. JT. R10-R12 TO EXTEND 19-#4 B3 @ 1’-0" MAX. 19-#5 Z2 @ 1’-0" MAX. 1’-10" SPLICE TYP. "R" BARS ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 3 - # 4 R 1 0 ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 3 - # 4 R 9 TOP AND BOTTOM 19-#4 B4 @ 1’-0" MAX. R10-R13 TO EXTEND 1’-10" PAST CONST. JT. ( E A C H F A C E ) @ 1 ’ - 0 " M A X . 4 - # 4 R 9 TOP AND BOTTOM 19-#4 B5 @ 1’-0" MAX. 19-#4 E3 AT 1’-0" MAX. (STREAM FACE) 19-#5 N3 AT 1’-0" MAX. (FILL FACE) A 1 ’ - 0 " 18’-4" 1 ’ - 0 " 1 ’ - 0 " B B CONST. JT. E3 BARS "R" BARS (TYP.) N3 BARS TOP AND BOTTOM 9-#4 T3 @ 1’-0" MAX. Z2 BARS 2" CLR. (TYP.) CONST. JT. N4 BARS E4 BARS "R" BARS (TYP.)"R" BARS (TYP.) 3" CLR. TOP AND BOTTOM 8-#4 T3 @ 1’-0 MAX B4 BARS B3 BARS C C 19-#4 E5 AT 1’-0" MAX. (STREAM FACE) 19-#5 N5 AT 1’-0" MAX. (FILL FACE) 3" CLR. TOP AND BOTTOM 7-#4 T3 @ 1’-0 MAX B5 BARS 2" CLR. (TYP.) "R" BARS (TYP.) N5 BARS E5 BARS CONST. JT. #4 Y1 @ 1’-0" #4 Y2 @ 1’-0" 3 ’ - 0 " 3 ’ - 0 " 1 ’ - 0 " 1 ’ - 0 " T1 BARS T2 BARS 3’-0"(TYP.) "B" BARS (TYP.) "B" BARS 19-#4 E4 AT 1’-0" MAX. (STREAM FACE) 19-#5 N4 AT 1’-0" MAX. (FILL FACE) 18’-4"18’-4" 1’-10" SPLICE TYP. "R" BARS W-4 4 AVERY 17BP.11.R.55 SHEET OF 12+41.50 -L- NO.NO.BY:BY:DATE:DATE: REVISIONS SHEET NO. Asheville, North CarolinaConsulting Engineers Middlesboro, Kentucky 606 248 6600 Tennessee 865 546 5800 828 253 2796 Copyright 2006 Vaughn & Melton, Inc. All Rights Reserved c Knoxville, STATION: PROJECT NO. DEPARTMENT OF TRANSPORTATION STATE OF NORTH CAROLINA COUNTY: TOTAL SHEETS1 2 3 4 RALEIGH BETWEEN SR 1199 AND DEAD END (LITTLE HORSE CREEK RD) LITTLE HORSE CREEK ON SR 1167 FOR BRIDGE OVER DATE: OCT. 2013 DATE: OCT. 2013CHECKED BY: T.S. AUSEL DRAWN BY: C.J. RICE 19