The URL can be used to link to this page

Home My WebLink About20181716 Ver 1_B174 Design Plans_20181218N . � � � O N . � � � � � � �� LOCA TI01�: BRIDGE 1��.174 O T�ER BIG CREEI� 01� SR 1332 (WATER VILLE ROAD) T YPE OF WORI�: GRADII�G, DRAII�A GE, PA T�I1�G A1�D S TR UCT URE '3✓►��RS 2'. Np,D $ BEGI1� PR OJECT 14SP.20441.2 �O co /s,� F,p� ,�9�`�ti� � � O ��,,��,,,, .�`�� A R �''% . \,� �� ,,��,,,�<i ��;, ; �°, ��ss� 0�?9 ; - =� SEAL �: - _ = 20777 ; _ , ; _ : �. ; ; yq, `�,y�� N�� ,. � . , . : �i� �Q��iiii��.�`�� ,'� o y L . `N � ��`, ''��`� ✓IENT NOT CONSIDERED INA� UN�ESS A�� NATURES COMP�ETED N N � O O • � ,� ,-� � ��---------- � / � . ^ ol ��I� -o�l� -�, _ , z Prepared in the Offlce ofe DESIGI� DATA PROJECT LE11tGTH VA UGH1� � MELT011t 1318-F PATTON AVE. �� ADT 2012 = 440 ASHEVILLE NC, 28806 00� �% _ LENGTH ROADWAY PROJECT 14SP.20441.2 = 0.049 MI. FOR rHE NORTH CAROLINA DIV ISION OF HIGHWAYS Q�� o ADT 2025 — 600 LENGTH STRUCTURE PROJECT 14SP.20441.2 = 0.026 MI. 20I8 STANDARD SPECIFICATIONS � �� * T = 6% TOTAL LENGTH OF PROJECT 14SP.20441.2 = 0.075 MI. �' � HARDY WILLIS, PE � � V = � 5 M P H PROJECT ENGINEER � O * TTST = 3 D UAL = 3 LETTI11lG DATE: � � 0 JUNE 25, 2019 Q CHRISTOPHER CORDELL, PE `s��, 0�� PROJECT DESIGN ENGINEER �� p�c�Q FUNC CLASS = LOCAL RURAL SUB-REGIONAL TIER Charlotte9 ❑ North Carolina 704•357•0488 Tri-Cities9 � Tennessee 423•467•8401 Vaughn & Melloi� Knoxville9 ❑ Tennessee Consulting Engineers 865 •546 •5800 Middlesboro, Asheville, ° Kentu�ky ■ North Carolina 606•248•6600 828•253•2796 Spartanburg, � South Carolina 864•574•4775 Copyright� 1994 Vaughn & Melton, Inc. All Rights Reserved -L- STA. 11 + 62.50 �� '� .� �, ., '� e�� . , � \ �,�� , 11+50 �- � J w 10%q" DIA� VERTICAL MICROPI�ES (TYPo) 01 � , T�'A � +i ,°� I � I li I � I II I � _ �� I � w 12+50 SPAN A TEMPORARY CAUSEWAY EXCAVATE TO ' FIX -----' E�o 1403083 ,��f � +� I�— �--a I ,- � � , -'+� � � I I NWS � I I '� � � I I E�o 140300' � I I I -� 1 0 � I I � ' " -' w � � I — ------ ----------- I � (TYPo) --== 4 I---�-------------'' I I w I I +� +� I I I +� I '�' '�' � I I � � I I I o ��l I �' e � J � J w �' 3'-6" MINo w END BENT NOa 1 SECTION ALONG C/L SUR�EY -L- SECTIONS AT END BENTS ARE AT RIGHT ANG�ESo � � � � � � \ + Q \ � � J EARTH BERM � E�e 1406035 � \ --- � �� \ � � � � � � � � � BEGIN FRONT S�OPE STAo 11+q6o40 —�- 0 O o 00 � o O FI�L FACE C� END BENT NOo1 �R1 _ ro 97 ,� � � EXTENDED TANGENT BEGIN APPROACH S�AB STA 11+48091 —�— STA 11+62050 —�— WoPo #1 � �— � � � � � � � � ��;, . ��_ �----_ -- �% �� TEMPORARY SHORING (TYPo � � \ \ \ \ EARTH BERM ELo 1q05o79 \ .,_\ BRIDGE IoDo \, STA 12+30000 —�— \ / .,�-�, C�ASS II ��__ ) RIP RAP (TYPo) � —L— N l0° l5' S0o6" E q5 ° —00'\ 00" �� \�� \�� , �� ------------- \ ��\�� -------------- �\�� \ EARTH BERM ELo 1q06o35 a o0 0 0� o �Do��o� �� 0 TEMPORARY CAUSEWAY \ \ .` � � �� 45 ° —00'-00" (TYPo) � � � �� EXISTING � � �� SUBSTRUCTURE � 0 0 �� \ (TYPe) �� o �� o� o� � �� \\�— 1 0 � c�, �� L �� 67,_6„ � 67,_6„ ��-E 135'-0" TOTAL LENGTH OF BRIDGE (FIL� FACE TO FILL FACE) NOTESa END BENTS ARE PARALLELo MICROPI�ES NOT SHOWN IN P�AN VIEW FOR C�ARITYo PLAN ALONG C/L SUR�EY -L- \1 (TYPo) � END BENT NOo 2 z � 0 °' z W n Z � � � ' � 0 N O O -J � � � � � � � � � � � �� \�� 13+00 FILL FACE c� END BENT NOo 2 STA 12+97050 —�— GoPo ELo 19417o6q STA 12+97050 —�— WoPo #2 END APPROACH SLAB STA 13+11009 —L— BEGIN FRONT S�OPE STAo 13+13046 —�— �� 45 ° —00'-00" � �� \ � � ��„� � � � � �,,,,�� ,.�`,�N CAR� '%,� �� l ��ii� �/ �i : ��.O��SS/ �'�,yq �, = =a SEAL ��- = = = 20777 = = , � � � , '; ti% N�i NE� ,,: � ,' . qn i � \ . �i -7- ��i�� . ��'� � y L . `N ��`�. ''��`` DOCUMENT NOT CONSIDERED FINAL UNLESS A�L SIGNATURES COMPLETED o MINo E�EVe ,� 1q04' � CLASS B RIP RAP Y � 0 ��o� o � o o ��o j S°l o�o � o�o �� 0 0 0 � �� o 0 GEOTEXTI�E CLASS II RIP RAP TEMPORARY CAUSEWAY DETAI PI = 11+50000 EL = 1,418038' VC = 25' PI = 13+30000 EL = 1,417048' VC = 30' (+)305723% ^ (—)Oo5000% ^ �_�7 ��a, � L/ J /a VERTICA� GRADE DATA -�- PI STAo 11+17e63 PI STAo 13+92097 � = 39 ° 56' 09oq" (LT) � = q6 ° 15' 1402" (LT) D= 44 ° Oq' 2502" D= 4q ° 04' 2502" L = 90061' � = 10qo95' T = q7o23' T = 55052' R = 130000' R = 130000' HORIZONTAL CURVE DATA -L- ROCK ANCHOR RETAINING WAL� (SEE P�ANS) � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 0 SHEET 1 OF 3 I HEREBY CERTIFY THAT THESE PLANS ARE THE AS-BUI�T P�ANSo PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoN� 12+30000 -�- REP�ACES BRIDGE NOo 174 I FI�� FACE �a END BENT NOo 1 STA 11+62050 —�— GoPo EL o 19418032 1'-6" TO �IMITS OF UNCLASSIFIED STRUCTURE EXCAVATION �OW CHORD E�o 1412028 BEGIN FRONT S�OPE 12+00 STAo 11+46oq0 —L— EXCAVATE TO Go Po E�o 1q18 19______�________— — � � ELo 1q03o83 ----- EXP `�� I j�''— CLASS II +i I � � I�� RIP RAP � +' I �j � �� (TYPo) � � I � � j �� I � � w �' 1So � --- UNCLASSIFED STRUCTURE EXCAVATION LOW CHORD BEGIN FRONT SLOPE HoWo E�o 141509 E�o 1q11a71 STAo 13+13oq6 —L— Go Po E�o 1417056 (Q100) � ---__ EXISTING —''-- �-- I—� �'� —''--- — SUBSTRUCTURE —'---------_ TO I-40 FI�L FACE � END BENT NOo 2 ��--�� iu � � �� EARTH BERM \\ �� E�o 1405a79 � � � � � � + � Q ti � c� � i I O � � 10%q" DIAo BRACE MICROPI�E I i10 � 103/4" DIAe O BRACE MICROPI�E END BENT NOo 1 BRIDGE IoDo STAo 12+30000 —�— FOUNDATION LAYOUT 33,_0„ FOUNDATION NOTES FOR MICROPI�ES9SEE MICROPI�ES SPECIAL PROVISION DESIGN BOND �ENGTH FOR MICROPILES AT END BENT NOe1 FOR A FACTORED RESISTANCE OF 95 TONS PER PILEe USE REINFORCING CASINGS WITH YIE�D STRENGTHS OF AT �EAST 50 KSI FOR MICROPI�ES AT END BENT NOo1e DIMENSIONS �OCATING MICROPI�ES ARE TO CENTER�INESo BRACE MICROPI�ES SHA�� BE BATTERED AT 30120 INSTA�� REINFORCING CASINGS FOR MICROPI�ES AT END BENT NOo1 TO A TIP E�EVATION NO HIGHER THAN 19380 FT (�T)9 19382 FT (RT) AND WITH A PENETRATION OF AT �EAST 10 FT INTO ROCKo DESIGN BOND �ENGTH FOR MICROPI�ES AT END BENT NOe2 FOR A FACTORED RESISTANCE OF 95 TONS PER PI�Ee USE REINFORCING CASINGS WITH YIE�D STRENGTHS OF AT �EAST 50 KSI FOR MICROPILES AT END BENT NOo2o INSTA�� REINFORCING CASINGS FOR MICROPI�ES AT END BENT NOo2 TO A TIP E�EVATION NO HIGHER THAN 19390 FT (�T)9 19396 FT (RT) AND WITH A PENETRATION OF AT LEAST 10 FT INTO ROCKo MICROPI�ES AT END BENT NOo1 & END BENT NOo2 ARE DESIGNED FOR A FACTORED SHEAR �OAD OF 6 KIPSo � 1O3�q" DIAo VERTICAL MICROPI�ES ��111I111�� ,.�`�� C A R �''%, ,�` ��N,,, � � �,,,�<i '% : �°,.o�Essio�;�.� : = =� SEAL �� = = = 20�77 = = � � �� = ti "�,, tic, NE ,: � : '%Q�Q ''��` �,��: . p Y �, �. '��'' � � � � �� ``��` END BENT NOo 2 45°-00'-00" (TYPJ 10%q" DIAo BRACE MICROPILES FI�� FACE Ca� END BENT NOo 2 �O PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved STAo 12+97e50 —�— WoPo #2 KEY O — 103/q" DIAo VERTICA� MICROPILES SHEET 2 OF 3 12+30000 —�— � 103/q" DIAo BRACE MICROPI�E I ----------�-- DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED BM#1 N 761788 E 78q091 STAo 10+79017 —�— 2208' (�T) E�EV�=1q17oq5' RAILROAD SPIKE IN 2q" HEMLOCK \ ��`-'� � ✓S� � � �s \ \ . .. \ �� . �s � � " . \ �c ✓s - � \ � �� \. � \ �� \ �S � \� \ T� � S � � �. \ > c - \ � � BM#1 � �9 � \s \.. q], � . S. F� � ``� �� j,� +,� 0 � � � �� ``� �,� � °� �� \ �� `s,p �� F \/�`�� ,p�90 CLASS II RIP RAP (TYPo) �S. ��'�. � � �� , ~1,',6 � ------- =��,�y. I �� I �—��5 2�. Np,D $ WOODS / ,, ,, � z \ � ,, � � � �� -� m � = Z �. o �, ,-,-, / �� RETAINING D� m j WALL �"Z / � D . /O ` , , �a / � � /� / PROPOSED gRIDGE IoDo � � � � BRIDGE + _ _ , / STAo 12 30000 L . / � . `;,_1� \ ; � . � � ---- , . ; � _�_ ; ;. , . ` ;, , , . ,' �� ` - , ` ,, ,, ,, . � I � -�.--------�____________________ �, ;; , � ' , , I , � � _ -� :.s� q5 ° —00'-00" � ' . ` � (TYP) �, � � C � � �''''� I '�� \� � � ,, �, ,, � ,, �,' - ,, � % ,� � ,, ,, i, .\ ,, �� %' /� O\ �� °,� �;, � �, �� , , ^ � � ---------------------`-------:-� PROPOSED I �� EXISTING 'S\ GUARDRAIL _ STRUCTURE (ROADWAY ' �S� DETAIL ..� \& PAY ITEM) � �s—�' �S \ �� \ ✓s \ , � � % � /�� \ "�� 15�� i�� ,,s / �S/ �' %' � �S �, �,-. � , ,%i'� �� \ �� o \ \ � %-�— °� �s � ; ,' � � \ / \ ,'��' ,/� �� , FOR UTILITY INFORMATION9SEE UTILITY PLANS AND SPECIAL PROVISIONSo �OCATION SKETCH HYDRAULIC DATA DESIGN DISCHARGE DESIGN FREQUENCY DESIGN HW E�EVATION BASE DISCHARGE BASE FREQUENCY BASE HW E�EVATION = 5300 = 25 = 141qo4 = 7000 = 100 = 141509 OVERTOPPING FLOOD DATA OVERTOPPING DISCHARGE = 9900 OVERTOPPING FREQUENCY = 500 OVERTOPPING E�EVATION = 141606 DRAINAGE AREA = 3602 CFS YRS FT CFS YRS FT CFS YRS FT SQo MIo GENERA� NOTESo ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADINGo THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE INITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONSo THIS BRIDGE IS LOCATED IN SEISMIC ZONE 10 FOR OTHER DESIGN DATA AND GENERAL NOTES9SEE STANDARD SHEET SNe FOR SUBMITTAL OF WORKING DRAWINGS,SEE SPECIAL PROVISIONSa FOR FALSEINORK AND FORMWORK9SEE SPECIAL PROVISIONSa FOR CRANE SAFETY9SEE SPECIAL PROVISIONSo FOR GROUT FOR STRUCTURES9SEE SPECIAL PROVISIONSe THE CONTRACTOR SHALL USE A MINIMUM OF ONE TEMPORARY BENT FOR EACH STAGE FOR THE ERECTION OF STEEL PLATE GIRDERSo SEE "GIRDER ERECTION DETAILS" SHEETo FOR TEMPORARY BENT9SEE SPECIAL PROVISIONSoPAYMENT FOR THE TEMPORARY BENT SHALL BE INC�UDED IN THE LUMP SUM PRICE BID FOR STRUCTURAL STEELo REMOVABLE FORMS MAY BE USED IN LIEU OF METAL STAY—IN—PLACE FORMS IN ACCORDANCE WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONSe THE MATERIAL SHOWN IN THE CROSS—HATCHED AREA ON SHEET S-1 SHALL BE EXCAVATED FOR A DISTANCE OF 25 FTaEACH SIDE OF CENTERLINE ROADINAY AS DIRECTED BY THE ENGINEERoTHIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATIONoSEE SECTION 412 OF THE STANDARD SPECIFICATIONSa FOR LIMITS OF TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC9SEE TRAFFIC CONTROL PLANSeFOR PAY ITEM FOR TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC,SEE ROADWAY PLANSo AFTER SERVING AS TEMPORARY STRUCTURE9THE EXISTING STRUCTURE CONSISTING OF 2 SPANS9 1 C� 59' AND 1 C� 56'-6"9 17025 FTo INIDE, 116 FToTIMBER DECK ON STEEL GIRDERS ON REINFORCED CONCRETE END BENTS AND BENT,AND �OCATED AT THE PROPOSED STRUCTURE, SHALL BE REMOVEDoTHE EXISTING BRIDGE IS PRESENTLY NOT POSTED FOR LOAD LIMIToSHOULD THE STRUCTURAL INTEGRITY OF THE BRIDGE DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE,A �OAD LIMIT MAY BE POSTED AND MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECTa THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE BEST INFORMATION AVAILABLEoSINCE THIS INFORMATION IS SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR9THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITEa NEEDLE BEAMS WILL NOT BE ALLOINED UNLESS OTHERWISE CALLED FOR ON THE PLANS OR APPROVED BY THE ENGINEERo ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 501N AND PAINTED IN ACCORDANCE WITH SYSTEM 5 OR SYSTEM 6 OF THE STRUCTURAL STEEL SHOP COATINGS PROGRAM AND SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OTHERWISE NOTED ON THE PLANSo INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL CONTAINS LEAD9THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE 107-1 OF THE STANDARD SPECIFICATIONSoANY COSTS RESULTING FROM COMPLIANCE INITH APPLICABLE STATE OR FEDERAL REGULATIONS PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT SHALL BE INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING STRUCTURE AT STATION 12+30000 —L—o" THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY ASH OR GROUND GRANULATED BLAST FURNACE SLAG AT THE SUBSTITUTION RATE SPECIFIED IN ARTICLE 1024-1 AND IN ACCORDANCE INITH ARTICLES 1024-5 AND 1024-6 OF THE STANDARD SPECIFICATIONSoNO PAYMENT WILL BE MADE FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTALTO THE COST OF THE REINFORCED CONCRETE DECK SLABo FOR CONSTRUCTION9MAINTENANCE9AND REMOVAL OF TEMPORARY ACCESS9 SEE SPECIAL PROVISIONSo REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO FALL INTO THE WATERoTHE CONTRACTOR SHALL REMOVE THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONSe THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH " HEC 18— EVALUATING SCOUR AT BRIDGEo" FOR EROSION CONTROL MEASURES,SEE EROSION CONTROL PLANSe FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES,SEE SPECIAL PROVISIONSo AT THE CONTRACTOR'S OPTION9AND UPON REMOVAL OF THE CAUSEWAY, THE CLASS II RIP RAP USED IN THE CAUSEWAY MAY BE PLACED AS RIP RAP SLOPE PROTECTIONoSEE SPECIAL PROVISIONS FOR CONSTRUCTION9 MAINTENANCE AND REMOVAL OF TEMPORARY ACCESS AT STATION 12+30000 —L—o TOTAL BILL OF ATERIAL CONST9 MAINT, APPROXo REMOVA� OF UNCLASSIFIED REINFORCED GROOVING BRIDGE 2—BAR 1'-2" X 2'-6" RIP RAP FOAM 3„ & REMOVAL ASBESTOS CLASS A REINFORCING 192700 LBSo GEOTEXTI�E ELASTOMERIC 10 /4 DIAo EXISTING STRUCTURE CONCRETE BRIDGE APPROACH ' METAL CONCRETE CLASS II JOINT OF TEMPo STRUCTURE A S S E S S M E N T EXCAVATION DECK SLAB FLOORS C O N C R E T E SLABS S T E E L S T R U C T U R A L RAIL PARAPET (2'-0"THICK) F O R D R A I N A G E B E A R I N G S SEALS M I C R O P I L E S ACCESS STEEL LUMP SUM LUMP SUM LUMP SUM LUMP SUM SQo FTo SQa FTo CUo YDSo LUMP SUM LBSo LUMP SUM LINo FTo LINo FTo TONS SQo YDS LUMP SUM LUMP SUM NOo LINo FTo SUPERSTRUCTURE LUMP SUM 39863 39809 LUMP SUM 246a67 279010 END BENT 1 7404 79508 220 240 10 300 END BENT 2 6605 6,181 210 235 9 155 TOTAL LUMP SUM LUMP SUM LUMP SUM LUMP SUM 39863 3,809 14009 LUMP SUM 13,689 LUMP SUM 2q6a67 279010 430 475 LUMP SUM LUMP SUM 19 455 ��,,��,,,,, ,.�`� C A R ' �. ��NESS%�o<�1'.y : ;oF oy; = =a SEAL �= = = = 20777 = = �:, tiq�FNc� NE�� ;' -, o �� ,� ,� ��'�. Y L . `N � ��.�. �''��``� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED � ❑ Boone. NC 828•355�9933 ❑ Tri-Cities. TN 423•467•8401 � Knoxville, TN Vaughe&Me110n a65•546•5800 Consulting Engineers � Spartanburg, SC 864�574•4775 Asheville, O Cnor�eston,SC ■ North Carolina 843•974•5650 828 •253 •2796 ❑ Middlesboro, KY ❑ Roleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 � 357 � 0488 ❑ Atlonto, GA 770•627•3509 Copyright � 2006 Vaughn & Melton,lnc. AIIRights Reserved PROJEC T NOo 14 S P o 2 0 4 410 2 HAYWOOD COUNTY sTATzoNo 12+30000 -�- HEET 3 OF DWNo BYo RWW DATEo 03/18 CHKDo BYo HLW DATEo 03/1g No DESo EGRo OF RECORDo CBC DATEe 03/18 � � STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION RALEIGH GENERA� DRAIN I NG FOR BRIDGE OVER BIG CREEK ON SR 1332 (WATERVI�LE RDo) BETINEEN SR 1397 AND I—q0 REVISIONS SHEET N0. BY: DATEa N0. BY: DATE: S-3 � TOTAL SHEETS � 40 FILL FACE C� END BENT 1 STAo 11+62050—�— � BO�TED FIE�D SP�ICE APPROXIMATE TOP OF EXISTING PIERWALL ELo1411oqoPIERWA�L SHALL REMAIN IN P�ACE DURING STAGE I(SEE "CONSTRUCTION SEQUENCE"9SHEET S-6)o IT IS ANTICIPATED THAT 9"OF VERTICA� C�EARANCE WILL EXIST OVER THE EXISTING PIERWA�� AT GIRDER 3(INCLUDING ��+IM DEF�ECTIO MeTHE CONTRACTOR SHA�� VERIFY THIS BEFORE BEGINNING GIRDER ERECTION (OF ANY GIRDER)e IF A CONFLICT IS UNAVOIDABLE9THE CONTRACTOR SHALL RESOLVE THE CONFLICT BY SAWCUTTING AND REMOVING A PORTION OF THE PIERWA�� AS NECESSARY90R ________ SOME OTHER METHOD APPROVED BY THE ENGINEERo ----------- — .` . . . ��` I ` I ._ ____ EXP --` � _ . �` i �--� �� i � � � . � � � TEMPORARY � � i �� I BENT i i i � � i i � ♦ I i i � i �� i i EXISTING CONCo i �___ I i � PIERWALL � --'------- I ________ i i � � � � � 1 � � � — _ _ _ � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I� � � � � � � � � � � � � � � � � �I _ _ � � � � � � � � � � � � � � � � i � � I I I � � � � � � � � I � � � � � � EXISTING � � GROUND �INE j i i i i i i i � i END BENT NOo 1 FILL FACE C�a END BENT 1 STAo 11+62o50—L— � EXP . . . . . � � �`__ END BENT NOo 1 I TEMPORARY BENT BO�TED FIE�D SPLICE PHASE I — GIRDER ERECTION SECTIONS AT END BENTS ARE AT RIGHT ANG�ES .' .' . .� .' .' . FIL� FACE C� END BENT 2 STAo 12+97050 —�— .�"'--�— .' —'---_ . .' '--� I I _� ♦ � �----� � � � i i �. �` � i i ; �� TEMPORARY � � i �� I BENT i i i � i i � � I i i � i �`� � i i EXISTING CONCo i �___ I i � PIERWALL ; —'---------------------- —�_ __ i i ______------------- ----------"--� i------------------------------�-----�-----------------------''''— � i i i i i i EXISTING � � GROUND �INE j i i i i i i � i i TEMPORARY BENT PHASE II — GIRDER ERECTION GIRDER ERECTION NOTES FOR TEMPORARY BENTS9SEE SPECIA� PROVISIONSo CONSTRUCT A SEPARATE TEMPORARY BENT FOR EACH STAGE OF CONSTRUCTION (SEE "CONSTRUCTION SEQUENCE"9SHEET S-6)o SECTIONS AT END BENTS ARE AT RIGHT ANG�ES ERECT A MINIMUM OF TWO GIRDERS WITH A�� DIAPHRAGMS/CROSSFRAMES BETWEEN THE GIRDERS IN P�ACE AND THE BO�TS TIGHTENED PRIOR TO RE�EASING THE GIRDERSo ERECT EACH SUBSEQUENT GIRDER WITH DIAPHRAGMS/CROSSFRAMES CONNECTING TO THE ADJACENT PREVIOUS�Y ERECTED GIRDER AND TIGHTEN A�� BO�TS BEFORE RE�EASING THE GIRDERSo THE STRUCTURAL STEEL SHALL BE SUPPORTED DURING ERECTION IN ITS CAMBERED POSITIONoA MINIMUM OF ONE TEMPORARY BENT SHALL BE USED IN THE SPAN FOR EACH STAGE OF CONSTRUCTIONo THE TEMPORARY BENT SHA�� REMAIN IN P�ACE UNTI� A�� GIRDERS9DIAPHRAGMS9AND CROSSFRAMES ARE IN P�ACE FOR THAT STAGE9AND A�� HIGH STRENGTH BO�TS ARE TIGHTENEDo THE TEMPORARY BENT SHALL PROVIDE BEARING AT CONNECTOR PLATE LOCATIONSoWHEN CONNECTOR PLATES ARE USED AS TEMPORARY BEARING STIFFENERS9DIAPHRAGMS MUST BE ATTACHEDo THE CONTRACTOR'S ERECTION PLANS SHALL INCLUDE A METHOD OF TEMPORARY BENT REMOVAL THAT WILL UNIFORM�Y TRANSFER THE STRUCTURAL WEIGHT TO THE DIAPHRAMS/CROSSFRAMES SUCH THAT THE GIRDERS WILL REMAIN IN THE CAMBERED POSITIONSo PLANS FOR TEMPORARY BENT ERECTION AND REMOVA� SHA�� BE SUBMITTED TO THE ENGINEER FOR REVIEWo THE CONTRACTOR IS RESPONSIB�E FOR DESIGNING THE TEMPORARY BENToTHE DESIGNS SHA�� BE COMP�ETED BY A PROFESSIONA� ENGINEER REGISTERED IN THE STATE OF NORTH CAROLINAoTHE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED WORKING DRAWINGS AND CALCULATIONS FOR APPROVAL BY THE ENGINEERo DURING THE GIRDER ERECTION PROCEDURE9THE CONTRACTOR SHA�� BE RESPONSIBLE FOR PROVIDING TEMPORARY �ATERA� BRACING AND OTHER MEANS OF SUPPORT9AS REQUIRED9 TO ENSURE STABI�ITY OF THE GIRDERS9AVOID UP�IFT OF THE GIRDERS AT THE TEMPORARY BENT9AND TO ENSURE P�UMBNESS OF THE GIRDERS IN THE FINA� CONDITIONe NO SEPARATE MEASUREMENT OR PAYMENT WILL BE MADE FOR PROVIDING THE TEMPORARY BENToTHE COST FOR A�� MATERIA�S9EQUIPMENT9TOO�S9�ABOR9AND ANY INCIDENTA�S NECESSARY TO PROVIDE THE TEMPORARY BENT SHA�� BE CONSIDERED INCIDENTA� TO THE �UMP SUM BID PRICE FOR STRUCTURA� STEE�o ,,,,,,,, � �,,,,,,,,, �`� �N � Q RO ''% ,�� , � � � �,,,� <� ., `� �°,o� ES S i oy �.� =; = =a SEAL � - = = = 20777 = = =; yq� F�y� � N��.� \�;: -, -,,,,,,, �,,,, ��'� � Y L . `N � ,�.�. ''��`� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED FILL FACE C� END BENT 2 STAe 12+97050 —�— .�"'-- —_ '�i --��, .� FIX END BENT NOo 2 END BENT NOo 2 � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright O 2006 Vaughn & Melton, Inc. All Rights Reserved .' .' .� .� .� �� FIX PROJECT Noo 14SPo2044102 HAYINOOD COUNTY sTATIoNo 12+30000 —�— THE CONTRACTOR MAY SUBMIT AN ALTERNATE ERECTION METHOD TO THE ENGINEER FOR REVIEW AND APPROVALo LOAD FACTORSo � �OAD AND RESISTANCE FACTOR RATING (�RFR) SUMMARY FOR STEE� GIRDERS STRENGTH I �IMIT STATE SERVICE II �IMIT STATE MOMENT SHEAR MOMENT O z z z � v� o 0 o w � LL � H � � H � z O � O � O � Z O � � Z O � � � c�c� � � o� � a �� o" �- a �� o� � a �� Z Z C� X J H� C� C� I� 0 H� C� c� LL � � H� C� c� LL O Z � HH Q �?' �� Q O �� Q O ��' �� Q O �� Q � � � wo+ � � � wo+ Q � � J 'J-�o� ,� v J a � o cn m cn c� z,� m�n c� z,� o cn m cn c, z,� z J � O� C� II J� H� C� � Zw� H� C_7 � Zw� J� H� C� � Zw� � C� _� � �Z I O �O Z W Q �O Z W Q I O �O Z W Q w W H C� z � � H H � W� �� H Z � � � = H � ZQ z � � Z iU (n C� � Q � ln � Q (/� U � Q � � � Q � C� (/� U � Q � � � Q � W W W� O O H Q� O H Q H Q Q � H H W� H Q Q � H H W� H Q H Q Q � H H W� O J � �� U J �� J LL � LL � (� C� � J(n � LL � (� C� � J(� J LL � LL � ln C � � J(n C� H�-93 (INVENTORY) N/A O1 1a01 -- 1075 Oo661 1022 A E 63e96 Oo798 4079 A I 0 1030 Oe661 1.01 A E 63096 DESIGN H�-93 (OPERATING) N/A 1031 -- 1035 Oo661 1059 A E 63096 Oo798 6e20 A I 0 1000 Oo661 1e31 A E 63096 �OAD RATING HS-20 (INVENTORY) 36000 O2 1050 53e97 1075 Oo661 1082 A E 63e96 Oo798 6099 A I 0 1e30 Oa661 1.50 A E 63096 HS-20 (OPERATING) 36000 1095 70015 1035 Oo661 2036 A E 63096 Oo798 9007 A I 0 1000 Oe661 1095 A E 63096 SNSH 13e500 3066 q9oq5 1040 Oo661 5055 A E 63096 Oo798 22006 A I 0 1030 Oe661 3e66 A E 63096 SNGARBS2 200000 2061 52013 1040 Oo661 3095 A E 63096 Oo798 15027 A I 0 1030 Oe661 2061 A E 63096 w � SNAGRIS2 22e000 2oq2 53024 1040 Oo661 3069 A E 63e96 Oo798 14002 A I 0 1030 Oa661 2e42 A E 63096 H w-, SNCOTTS3 270250 1082 q9o54 1040 Oo661 2076 A E 63096 Oo798 10e97 A I 0 1030 Oe661 1082 A E 63096 » � J" SNAGGRSq 340925 1047 51042 1040 Oo661 2023 A E 63e96 Oo798 8082 A I 0 1030 Oe661 1oq7 A E 63096 c� H SNS5A 350550 1044 51029 1040 Oo661 2019 A E 63096 Oo798 8079 A I 0 1030 Oe661 1oq4 A E 63096 � SNS6A 390950 1030 52e10 1040 Oo661 1e98 A E 63e96 Oo798 7092 A I 0 1030 Oe661 1030 A E 63096 �EGA� SNS7B q2e000 O3 1024 52013 1040 Oo661 1088 A E 63096 Oo798 7064 A I 0 1030 Oa661 1.24 A E 63096 �OAD RATING � TNAGRIT3 33e000 1059 52033 1040 Oo661 2e40 A E 63e96 Oo798 9051 A I 0 1030 Oe661 1059 A E 63096 � Q TNTqA 330075 1059 52050 1040 Oo661 2041 A E 63096 Oo798 9038 A I 0 1030 Oe661 1059 A E 63096 � � ,� TNT6A q1o600 1042 59012 1040 Oo661 2a16 A E 63a96 Oo798 8084 A I 0 1030 Oa661 1oq2 A E 63096 � v� TNT7A q2o000 1042 59oq5 1040 Oo661 2015 A E 63096 Oo798 8071 A I 0 1030 Oo661 1oq2 A E 63096 � �� TNT7B q2a000 1041 59011 1040 Oo661 2013 A E 63a96 Oo798 8026 A I 0 1030 Oa661 1a41 A E 63096 � -- � � TNAGRIT4 q3o000 1025 53088 1040 Oo661 1090 A E 63096 Oo798 7035 A I 0 1030 Oo661 1025 A E 63096 � � TNAGT5A q5a000 1031 59004 1040 Oo661 1a99 A E 63096 Oo798 7093 A I 0 1030 Oa661 1a31 A E 63096 � � TNAGTSB q5o000 1047 66019 1040 Oo661 2023 A E 63096 Oo798 9004 A I 0 1030 Oe661 1oq7 A E 63096 FATIGUE H�-93 (INVENTORY) Y��=0a75 -- -- � CONTROLLING LOAD RATING O1 DESIGN �OAD RATING (H�-93) � � O2 DESIGN �OAD RATING (HS-20) � � O3 �EGA� �OAD RATING � � �� SEE CHART FOR VEHIC�E TYPE GIRDER �OCATION I — INTERIOR GIRDER EL — EXTERIOR �EFT GIRDER ER — EXTERIOR RIGHT GIRDER � 127'-11�/8" 3 2 1 END BENT 1 �RFR SUMMARY ��,, � � � � � �,,,,,� ,.�` C A R '% ,�` ��,� � � �,,,�<��., ,��,.o��ss,o-,,.� : = =� SEAL �' = _ ; 20777 ; = , � �� `; '; tiq�%,ti� i NE,,��'� �� : -, o ��„� �,�. ,� '''�� i Li i i i� ��`��. DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED , ❑ Boone, NC 828�355�9933 ❑ Tri-Cities. TN 423•467•8401 ❑ Knoxville. TN Ya ug h n� M e Ifo n 865�546�5800 Consulting Engineers � Spartanburq, SC 864•574•4775 Ashevilleq � Charleston, SC ■ North Carolina 843•974�5650 828 •253 •2796 � Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770 627 3509 Copyright OO 2006 Vaughn & Melton.lna AIIRights Reserved � PROJECT Noo 14SPo2044102 HAYINOOD COUNTY sTATIoNo 12+30000 —�— END BENT 2 DESIGN LIMIT STATE Y�c Y�W �OAD STRENGTH I 1025 1a50 RATING FACTORS SERVICE II 1000 1000 NOTESo MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND SERVICE II �IMIT STATESo A�LOWABLE STRESS FOR SERVICE II �IMIT STATE ARE AS REQUIRED FOR DESIGNo COMMENTSo 10 20 _G�. � STDo NOo �RFR3 � � EXISTo BRIDGE NOTES FOR PHASING OF TRAFFIC AND OTHER DETAILS9SEE TRAFFIC MANAGEMENT P�ANSo IRAFFIC =DGE NOo 174) 2-BAR METAL ;------, � , � , � , � , � , � � � � � � , � � � � � � � � � � � � � � � � � � � � � ----------------------------------------------------------- ,------; � � � � � � ____'_'__________'_'__________'_'__________'_'_____'____'_______'_J MAINTAINING TRAFFIC ON THE EXISTING BRIDGE9CONSTRUCT STAGE I OF EACH END BENTo CONSTRUCT TEMPORARY BENT FOR STAGE I GIRDER ERECTION (SEE SHEET S-4)o ERECT GIRDERS 1 THRU 3 IN ACCORDANCE WITH THE GIRDER ERECTION DETAILS,SHEET S-4o REMOVE TEMPORARY BENT FOR STAGE Io 5o CONSTRUCT REMAINDER OF SUPERSTRUCTURE FOR STAGE Io 6e CONSTRUCT STAGE I OF EACH APPROACH SLABo STAGE 1 -L- AND STAGE LINE 29'-3" (OUT TO OUT) 1��2�� 1,_2„ ��[» � �� ; ; sr � � � ��.?� �� II� ;�� ,�� .__� � 26'-8" (CLEAR ROADWAY) 1,_2„ � � 1i�2„ STAGE II TRAFFIC � � � � � , , � `- -' i � ' � � � � � � � � ----------------------------------------------------------------------------------------- � � r � � �� ---------------- , -------------------------------, ,��; �ri�----- LJN___L_____TI______I�________________________________�C_____`II' Ic_______________________________ YY II \��/ �� II VY i� n ii i� n �� n ii �� n ii �� n ii ii ii ii ii n ii i� n ii ii ii �� n ii ii n v i o STAGE II —L— AND STAGE LINE 29'-3" (OUT TO OUT) 1 ��2 „ � 1 ��2 „ 2—BAR METAL RAI� SHIFT TRAFFIC TO STAGE I STRUCTUREo REMOVE EXISTING BRIDGEo CONSTRUCT STAGE II OF EACH END BENTo CONSTRUCT TEMPORARY BENT FOR STAGE II GIRDER ERECTION (SEE SHEET S—q)o ERECT GIRDERS 4 AND 5 IN ACCORDANCE WITH THE GIRDER ERECTION DETAILS,SHEET S-4o REMOVE TEMPORARY BENT FOR STAGE IIo CONSTRUCT REMAINDER OF SUPERSTRUCTURE FOR STAGE IIo CONSTRUCT SUPERSTRUCTURE CLOSURE POURo CONSTRUCT STAGE II OF EACH APPROACH SLABo OPEN ENTIRE BRIDGE TO TRAFFICo PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— CLOSURE POUR STAGING SEQUENCE ````��IIIIIII��,' ,. CAR '%, � ��N�S�S i �o��'Ly'-: , : pF �y : , = =a SEAL �� = _ = 20777 = _ �: ti �FNc� NE�-��: � .' ��9�QO��ii��; �` � �. Y L . `N �, . '��/11111111\\\\ CONSTRUCTION SEQUENCE 10 20 3a 40 70 80 90 10a 110 120 130 1qo 150 160 DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED , , ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 �Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved � I 1�-�� -�� rri F�R Rnoni�ioY� 1�-�� I ��'-�" (�I 1T T� �l IT) NOTES PROVIDE 1�/q" HIGH BEAM BO�STERS UPPER AT 4'-0" CTSo ATOP THE STAY—IN—PLACE METAL FORMS TO SUPPORT THE BOTTOM MAT OF "A" BARSo WHEN USING REMOVABLE FORMS9 PROVIDE CONTINUOUS HIGH CHAIRS FOR META� DECK (CoHoCoMe) � 4'-0" CTSo WITH A HEIGHT TO SUPPORT THE BOTTOM MAT OF 'A' BARS A CLEAR DISTANCE OF 2�/2" ABOVE THE TOP OF THE REMOVABLE FORMo THE CONTRACTOR MAY9WHEN NECESSARY9PROPOSE A SCHEME FOR AVOIDING INTERFERENCE BETWEEN STAY—IN—P�ACE META� FORM SUPPORTS OR FORMS AND GIRDER STIFFENERS OR CONNECTOR PLATESoTHE PROPOSAL SHALL BE INDICATED9 AS APPROPRIATE90N EITHER THE STEE� WORKING DRAWINGS OR THE STAY—IN—P�ACE META� FORM WORKING DRAWINGSo STRUCTURAL STEEL ERECTION SHALL BE COMPLETE BEFORE FALSEWORK OR FORMS ARE PLACED ON THE UNITo SHA�L BE P�ACED IN THE SAME HORIZONTA� P�ANE TOP AND BOTTOM S�AB REINFORCING STEE�o PREVIOUS�Y CAST CONCRETE IN THE SPAN SHA�� HAVE ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 39000 PSI BEFORE ADDITIONA� CONCRETE IS CAST IN THE SPANo STAY—IN—PL� METAL FORM HALF-SECTION C� END BENT DIAPHRAGMS HALF-SECTION C� INTERMEDIATE DIAPHRAGMS SING�E SPAN9SIMP�Y LOADED FOR DEAD LOAD AND �IVE LOAD9 WITH COMPOSITE DECK ON WE�DED STEE� P�ATE GIRDERSo 4" C�o TO "S" BAR FOR FOAM JOINT SEAL DETAILS AT END BENT9SEE P�ANS FOR BRIDGE APPROACH S�ABSo I �5G � � ----- � -- .� . � �---�--- 2" CLoTO "K" BARS 2" HIGH BoBo — � JOINT 11 � 1 I�' .■I�Ii► _ D' p � . Y I � I � � CONNe � �I" I I I FIL� FACE� ! I � I �5 "K" BARS �4 "S" BARS GIRDERS ARE PARALLEL TO C/L —L—e "A" BAR ,�—"B" BAR �q �� QS X 4 „ � SHEAR STUDS � #5G BAR MAY BE SHIFTED SLIGHTLY9 AS NECESSARY9T0 CLEAR REINFORCING STEE� & STIRRUPSo END OF GIRDER DETAI� AT END BENT 6'-0" BAY 3 c-i n n n n nc� �inT �RITY C�OSURE BAY AT END BENT DIAPHRAG� S . � ❑ Boone, NC 828•355•9933 ❑ Tri-Cities, TN 423•467•8401 � Knoxville, TN Vaughn & Melton 865 �546 �5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville' ❑ Charleston, SC ■ North Carolina 843 974 �5650 828�253 2796 ❑ Middlesboro,KY ❑ Raleigh, NC ❑ Charlotte, NC 606�248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 ` Copyright � 2006 Vaughn & Melton, Inc. All Rights Reserved J \\��,� � � � � � � �,,,�� .�` �AR % ,�` ��N,, � � � � �,,�<i,i% : ��.O��SS/�'; q': = 'a SEAL �' = = = 20777 = = � ;; ,: y "',.F�cl N� �, � :' '-,Q� '��„��,��,,. '''�� i i�i i i i �� `� ��```` DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— Bo Bo Uo AT 3'— 0" CTSe 1 �/q" HIGH BoBoUo SEE NOTES STAY—IN—PLACE METAL FORMS TYPICA� SECTION DETAI� "A" � NOTEo EDGE OF S�AB AND PARAPET ARE PARA��E� TO EXTENDED TANGENT (NOT CURVED)o #5 A101 TO A107 C� 6�/2" CTSo (3 BARS EAo) (TOP OF SLAB) #5 A201 TO A207 C� 6�/2" CTSo (3 BARS EAJ (BOTe OF S�AB) 2,_7i�8„ � 3—#6 A9 � 6"CTSo (TOP OF S�AB)� � JOINT�\� \ ,� �� - #5 A108 � 6�/2" CTSo � (2 BARS EAJ (TOP OF S�AB) #5 A208 � 6�/2" CTSo (2 BARS EAo) (BOTo OF S�AB) 216—#5 A1 � 6�/2" (TOP OF S�AB) 216—#5 A2 � 6�/2" (BOTo OF S�AB) 6 ��2 „ #5 A107 OR � �#5 A207 6 ��2 „ 135'-0" (WoPo #1 TO WoPo #2) 233—#5 A5 na 6�/2" (TOP OF SLAB) (TO EXTEND 2'-8" INTO STAGE I I) 233—#5 A6 C� 6�/2" (BOTo OF S�AB) (TO EXTEND 2'-4" INTO STAGE II) � � � � � � j--------------i--��----�--------------� —� �.- .\ � b-----3—#5 K1------- `�-OVER GDR #1— -- � �\ \� �#5 A101 OR� #� n�n� I �� GUTTER�INE ~'� � GDRo 1 �-' H m � GDRe 2 � � Q �JQz ��' � '—'J'-' i� H � �J� �W �NJcnz � � � � � � U U � � H�� \ Cw� � L� �� JQ� W�(�LL� �O � OLO � O ----------------------------_-�--- Q , oQ— � , � � � ------------- c� � c� � ---- -------------------------- cn o Q i Q \ (nmN�m W�'; CC l/�^-- �N' �� O� ��O�Q �wm cnmc�0� � # H��. ��N�m �C�HQ^ �z�M � GDRo 3 0� oco o� o�� #�m �' v�H� �o�cn�� ,��-�-' ; # w : o --------------------------------- � � �@N � �' --� � � ,' �Q �, � _ � N N O m ------------------------ ------ --- -----1------------ � m � i----------- -------------------------- � � z�� ' � � # H O � I � � � � `. �- L(7 ( �� 45 ° —00'-00" � �, �, � ` ------------------�-------------------------- � —i-� — ----------- ------------ ------------------ �------------------- ------------------------- �- -- - � � — `\ I I ---- � --- �\��o ----------- � w ---------------- \ rr, ♦ . � \ �j 0 U C� ^ -- i �--� m z �``; \ \\� ��PQ�� H`9�Q� � � � � �� . �n cn �` �� ; � ; � � `� �@o�a � #5 G2 ` Q � o m � � ---------- -------- ------------- - � � .-r ,, , , \ ,�'��-�=- ------------� m N � � --------------- � _ ----�- -------------------------- o� - - - o -------- 3—#5 K3 ` , � �.� �z� ° � v' -- �'-------- — � -- ---------- H � ------- — — OVER GDR #5 \ #� U � a I � � � `" i--i J #5 A301 OR #5 A401 � / � .\ \ 6 ��2 „ �--� \ c� J(n � � W p� � H�� Z U C� Q - 6�(nL�� , H J - : w ; O� H�N�lnz N � @ N ,�� \N � a ,' �� rn�n� � \ � � N N �Q w ; � CC � �m �m �@N z � ' a ,' � a # �--� O� � N N O p� i� m � m o� i � `� `� Z � M # �--� O �' � m � v 216—#5 A3 �a 6�/2" (TOP OF S�AB) 216—#5 A4 Ca� 6�/2" (BOTo OF S�AB) NOTESo PARTIAL PLAN OF SPAN � #5 B2 (BOTo OF SLAB) FOR �OCATION OF INTERMEDIATE DIAPHRAGMS9SEE "FRAMING P�AN"o FOR �OCATION OF TRANSVERSE CONSTRUCTION JOINT9SEE POURING SEQUENCE ON BI�� OF MATERIA� SHEETo FOR CONCRETE PARAPET REINFORCING STEEL AND DETAI�S9SEE "PARAPET AND END POST DETAI�S"SHEETo � � �� , � � � � PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 1 OF 2 ``\��IIIIIIII/I'', .�` � A R '� ,�` ��N,,,��,,,�<i,y�, : ��`O��s$/�''.�.� : = 'a SEAL ��= - _ = 20777 = _ � (t� Q` `` � "ti; NG�NE�� ,. '%Q �'��,��`�� .�,� ��'��Y L . `N��`. '��1111111��` � #5 B2 (BOTo OF SLAB) ------------_�-------------- --- ---------------------------------------- ------------------------ � — — — � , � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 �Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved � DOCUMENT NOT CONSIDERED FINA� UNLESS ALL SIGNATURES COMP�ETED #5 A301 TO A306 � 6�/2" CTSo (3 BARS EAo) (TOP OF SLAB) #5 A401 TO A406 � 6�/2" CTSo (3 BARS EAo) (BOTo OF S�AB) 135'-0" (WoPo #1 TO WoPo #2) 216—#5 A1 c� 6�/2" (TOP OF SLAB) 216—#5 A2 C�a 6�/2" (BOTo OF S�AB) 6 ��2 „ � � � \� � � � � \ � � � �T � #5 B2 (BOTo OF SLAB) #5 A115 OR— #5 A215 —CONSTo JTe \�1; � � � O � � i � � 45 ° —00'-00" � � � � -----------------=----------------- ------_��---------------------------------- - ---�,� � -- � . � � w ``----------------------------- — =- "�� —� �� `� � ` � c� H m z � H�JQ� H i � J � (/ ) � � '�-� �' � ,� a i�� Q@oom J ------------------ ------------- c�i� m `�' �� GUTTER�INE_ ZO`i_'_'__ (� # H � � W � , � � � � � w m a Z �NH�� UUQ �H�J�� \ � Jz HO�InLL� �N H�� w@; o� \ 6��LL� C� N � W � � Q N'I �m � @ N � � m N O Q i�Q ln o� i �NNO� �z�f�'� (� m e� i # H �� z�r� � �m # Ho� �� m � �„ #5 A307 OR #5 A407 3—#6 A10 C� 6" CTSo (TOP OF SLAB) �1 \ \' %; / 6—#q S1 C� 8" CTSo (THIS BAY ONLY) � STA 12+97050 —�— � � � WoPo #2 � � �� ` ♦ \ �� ♦ � � � � � � � � � � � �� ` � — i% �` �� 6 ��2 „ 7—#q S1 C� 8" CTSo (TYPo BAYS 19 3 & 4) 1,9� �i %; H w � a � � H H w � a � � �FILL FACE C� END BENT NOo 2 � 3—#5 K3 �,\VER GDR #5 � \ . \ � '� #5 A314 C� 6�/2" CTSo (2 BARS EAe) (TOP OF S�AB) #5 A414 � 6�/2" CTSa (2 BARS EAo) (BOTo OF S�AB) 6 ��2 „ 2,_2��„ 216—#5 A3 C� 6�/2" (TOP OF SLAB) 216—#5 A4 C� 6�/2" (BOTo OF S�AB) PARTIAL PLAN OF SPAN #5 A307 TO A313 C� 6�/2" CTSo (3 BARS EAo) (TOP OF S�AB) #5 A407 TO A413 C� 6�/2" CTSo (3 BARS EAJ (BOTo OF S�AB) PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo SHEET 2 OF 2 233—#5 A5 C� 6�/2" (TOP OF S�AB) (TO EXTEND 2'-8" INTO STAGE II) 233—#5 A6 � 6�/2" (BOTo OF S�AB) (TO EXTEND 2'-4" INTO STAGE II) #5 B2 (BOTo OF S�AB) NOTESo FOR LOCATION OF INTERMEDIATE DIAPHRAGMS9SEE "FRAMING PLAN"o FOR LOCATION OF TRANSVERSE CONSTRUCTION JOINT9SEE POURING SEQUENCE ON BIL� OF MATERIAL SHEETo FOR CONCRETE PARAPET REINFORCING STEEL AND DETAILS9SEE "PARAPET AND END POST DETAILS"SHEETo � � � 1 �� / #5 A109 TO A115 � 6�/2" CTSo (3 BARS EAo) (TOP OF SLAB) #5 A209 TO A215 � 6�/2" CTSo (3 BARS EAo) (BOTo OF S�AB) \ � � 3—#5 K1 OVER GDR #1 \ .\ � � � ` �� ` � � 3—#5 K2 `� \� �� (TYPo OVER `� '� INTo GDRSo) `� � �--------------------- -----------` — — =-y ---------------------- -------------- � T ' , � -------------------------------#5\G2Ti > > � �- #5 A109 OR i „ — �\ #5 A209 6/2 #5 A116 C�c 6�/2" CTSo ----------��--------------------------- --------- -T- ,-� (2 BARS EAJ(TOP OF S�AB) 1r-------------------------- - ---------'_ -� , `----------------------- �� #5 A216 C� 6��2�� CTSo � w �� \ (2 BARS EAJ (BOTo OF S�AB) � w m o c� c� -- � .` �� JOINT 4,_8„ c�c�Q� v�� ; Hmz � �` 'r' HJz �w i--i�o�a� �� \NJ�� UU� , � � . `� W � c�i� � � �---- � � J Qz- w �' � � ------- ----`- -- -� \ ---------------------------- ----- c� � �, � �-------- � _�� --� � � cJi��- Q @ � o Q -------- --#5 G1-- --�i-�- �. �� ; Q � m � a N'I � m \�-W ��--ln m N� ------- � I I �� ♦♦ � m c� o o �� oQ o o� -------- \-- `� � � LI�z~M �w� �p�N�� # H~� \\� \�` �--� o`" c, Q o � \ ` # �m �UH J ^ J zo� o� � � �" � NJ V� z U�H� � �� \ ♦ � # \ � ♦ i� � � � � � � � ------ ��`�O�,Q' `� �� ,� ; o �---- ----------- �, � ----- --- i . � �---------------------------� ------------ � � `� Q ----- ----- � —�-- ---------- - - ----- �'1.�---------- - -I � �� m _ � , �m v�NNO \ - Om o� i � z�� C, # H � " \ i �m � � `_' � � / -------------------------- ``�N ��CQRO,, �� ,'��i ,� � �,,��,,, <,y., `: ��;o��SS o�; :, / y = '� SEAL �' = _ = 20777 = _ �; ti ;n-�`'�Gi NE��;� � �: ��iQ'r ��ii�� : ��'� � Y L . `N �\"•�`• ��iiiii��`` � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 12+30000 —�— DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED 135'-0" (WoPo #1 TO WoPo #2) % ��— I I g�c u H W � Q � � H H W C� Q � � O � N ��-n„ �n�-n�� BO�TED FIE�D SP�ICE (TYPJ (SEE 'STRUCTURAL STEE� DETAILS'9 SHEET 4 OF 5) 0 EXP (E69P2) �n�-n�� FRAMING PLAN ��-n„ FOR DIMENSIONS A�ONG GIRDER SEE "STRUCTURA� STEE� DETAI�S"SHEET 1 OF 5a 0 FIX (E59P1) PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo ````�11111111/��,'' .�` �AR�% ,�` ��',,, � � �,,,� i�% : �°,.o��ssi o�; v '; = =� SEAL �� = _ = 20777 = _ ' � �Q:;� \ ": tiq�-,Nc�NE .� �: ��i � ��iii��\�� '� � Y L . `N � ��.�. ''��/lllllll��\\ 1'rl�-Ilg�c�� ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 12+30000 —�— DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED � BO�TED FIE�D SP�ICE (SEE DETAI�S SHEET 4 OF 5) 129'-7�/8" OUT—TO—OUT 127'-11�/8" � BRGo TO � BRG �[�� 155 ROWS � BRGo TO � BRG (2 STUDS PER ROW) � BEARING � 1" x 7" BEARING STIFFENER (EAo SIDE) I I 1�-3��i6„ (TYPJ 90'-11�/8„ 5 ROWS (2 STUDS PER ROW) __� SEE SHEET 4 OF 5 FOR SPACING 107 ROWS � 10" = 88'-4" i�olooll , �� GIRDER E�EVATION NOT TO SCALE 129'-7�/8" OUT—TO—OUT ALONG GRADE) 10" ,� o��`° ,� � �� (L Q � �� , � FILL FACE END BENT 1 \ � BEARING .� \ \'� '. . 127'-11�/8" � BRGo TO � BRGo ALONG GRADE) 3�q�� X i�� MINo — INTERMEDIATE STIFFENER � BEARING—� \ ��, %q" x 7" MINo INTERMEDIATE STIFFENER r' �ni Trn � �4 �� X 4 „ SHEAR STUC �[�� BEARING 1" x 7" BEARING STIFFENER (EAo SIDE) DETAI� "B" SEE SHEET 3 OF 5 FI�L FACE Ca� END BENT 2 � JOINT � JOINT�\�� .\ .\ .\ � �� ` �� — � � �� \ �� i� FI�L FACE �� —� � ` '� � � �� FRONT FACE OF � '� APPROACH SLAB `� '� � � w� � �o o z c� � Q J LL �o - COPE IF NECESSARY F�ANGE C�IPPING DETAI� 2" � (END BENT 2 SIMI�AR) FILL FACE C END BENT 1 W � �� oQ � �J � � GIRDER --------- --- --- � (TYPJ 5/I 6 �/ r 5�6 5�6 �� 5/6 ,� 3/q" x 55" � � WEB (TYPo) 91,_gi�8„ 1" x 1'-8" � 3/q" � X 5„ SHEAR STU (TYPJ (2 STUDS PER ROW) �� 1" x 1'-8" I� � CHANNE' � C� EACH END GIRDER END OF GIRDER DETAI� (END BENT 2 SIMI�AR) SHEAR I I 1,_3i „ 16 10" 7,_�„ TO DRIP BEAD � C� END BENT DIAPHRAGM STUD DETAI� ````��IIIIIII/��' �. ,��, C A R� '�,,� ,•� � ,,, � � � �,,, <� % . � i � . : �`.O��S$/ 0''.� .� : ' 'a SEAL �= _ _ = 20777 = _ �:, ti,9� Fi�c � N��;�' �� : �i� Q ��iiii�� ``�� '�. Y L . `N � �.. ��/��iiii��` DOCUMENT NOT CONSIDERED FINA� UNLESS ALL SIGNATURES COMPLETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 1 OF 5 NOTEa TRANSVERSE STIFFENERS SHA�� BE ON�Y ON INTERIOR SIDE OF WEB FOR EXTERIOR GIRDERSo 37'-10" 37,_0„ q3 ROWS � 10" = 35'-0" (2 STUDS PER ROW) � 3�q" X 7" MINo %4" x 7" MINo TRANSVERSE g 0 T T 0 M F � A N G E D E T A I � 1�-3��i6�� 1�_3�16�� STIFFENER INT ST IF�FENER NOT TO SCALE � r�Tnn�n �\ �` � � ��e � � �i� „ �i� „ � � � �o �`� � � TOP OF SLAB C— 3/q" QS X 4" STUDS C� 1'-0" CTSo MC 12 x 35 �/2" GUSSET � (TYP) 7" X 1" BRGo � OR 7" X 3/q" INTERMEDIATE STIFFENER (TYPJ 10"MINo �ENGTH i�q�� ► � .i i s � � i � .� i •� �•i � �/2" GUSSET %' 5�6" TYPo 5 c� �_ --. �6 i-- --------- i �� .\ _ �/4 �� WT6 x 2205 .— I�4�, � � _\ 10"MINo �ENGTH i i i i i 20"MINo LENGTH � 10"MINo � �ENGTH i�q�� END BENT DIAPHRAGMS CD1) i s v� i � i • � �� i • r�' � � �. i� @ � 7�8 � 2�� HoSo BOLTS I II TYPo (TYPe) . • • • . @ � �� ~ � 1 ��2 „ TYPo � N � �/2" CON� �- � TYPICA� INTERMEDIATE CROSS�RAME _ TOP OF SLAB----------------------------- � N � �/2" CON� �- 1 J�l� � V LI\ I o JLV I J TYPICA� INTERMEDIATE FOR C�OSURE CROSSFRAME � � NOTES A�� STRUCTURAL STEE� SHAL� BE AASHTO M270 GRADE 50W AND PAINTED IN ACCORDANCE WITH SYSTEM 5 OR SYSTEM 6 OF THE STRUCTURAL STEE� SHOP COATINGS PROGRAM AND SECTION 442-8 OF THE STANDARD SPECIFI— CATIONS UN�ESS OTHERWISE NOTED ON THE P�ANSo A�� DIMENSIONS SHOWN ARE HORIZONTA� OR VERTICA�9UN�ESS OTHERWISE NOTEDo A�� FIE�D CONNECTIONS TO BE 7/8" DIAo HIGH STRENGTH BO�TS UNLESS OTHERWISE NOTEDe BEARING STIFFENERS ARE TO BE P�ACED NORMA� TO THE WEB OF THE GIRDER AND SHA�� BE P�UMBo A CHARPY V—NOTCH TEST IS REQUIRED FOR WEB PLATES9BOTTOM FLANGE PLATES9BOTTOM F�ANGE SP�ICE P�ATES9AND WEB SP�ICE P�ATES FOR A�� GIRDERS AND IN ACCORDANCE WITH ARTIC�E 1072-7 OF THE STANDARD SPECIFICATIONSo PERMITTED FLANGE AND WEB SHOP SP�ICES SHA�� NOT BE �OCATED WITHIN 15 FEET OF MAXIMUM DEAD �OAD DEF�ECTIONoKEEP 2 FEET MINIMUM BETWEEN WEB AND F�ANGE SHOP SP�ICESoKEEP 6"MINIMUM BETWEEN CONNECTOR P�ATE OR TRANSVERSE STIFFENER WE�DS AND WEB OR FLANGE SHOP SPLICESo STUDS ON GIRDERS MAY BE SHIFTED UP TO 1"IF NECESSARY TO CLEAR F�ANGE SP�ICE WE�Do TENSION ON THE ASTM A325 BO�TS SHA�� BE CA�IBRATED USING C D 2) DIRECT TENSION INDICATOR WASHERS IN ACCORDANCE WITH ARTIC�E 440-8 OF THE STANDARD SPECIFICATIONSo END OF GIRDERS SHA�� BE P�UMBo BEARING STIFFENER MAY REQUIRE COPING IF WIDER THAN BOTTOM F�ANGEe FABRICATORS SHAL� DETAI� DIAPHRAGM MEMBERS AND CONNECTIONS FOR STEE� DEAD LOAD FIT UPoGIRDER SHA�� BE P�UMB AFTER THE FULL AMOUNT OF DEAD �OAD IS APP�IEDo �""��_"yORIZe SLOTS CD�) NUTS ON BO�TS FOR CONNECTING DIAPHRAGM TO CONNECTOR PLATE SHALL BE �EFT �OOSE FOR PURPOSE OF ADJUSTMENT UNTI� BOTH SIDES OF SLAB HAVE BEEN POUREDo ��,,, � � � � �� ,,,,, �.�`,�N CAR� '%,� ,�� , � � � �,,, <��., : ��;o� �S S, o� ;� �, = =a SEAL � - = _ = 2�777 ; = , F �� `` � ti '�, ti�i NE ,' � ; .�,�., .. . : ,, -,,,,,,,�, �,,,. ''��0 y � � �� `��. PROJECT NOo HAYWOOD STATIONo SHEET 2 OF 5 1qSPo2044102 COUNTY 12+30000 —�— DOCUMENT NOT CONSIDERED FINA� UNLESS ALL SIGNATURES COMP�ETED . � ❑ Boone, NC 828 355•9933 ❑ Tri-Cities, TN 423•467•8401 ❑ Knoxville. TN Vaughn OC Me�t�n 865 546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville, ❑ Char�eston.SC ■ North Carolina 843�974�5650 828�253•2796 ❑ Middlesboro.KY ❑ Raleigh, NC ❑ Charlotte. NC 606�248�6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770�627�3509 � Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved I STDo NOo �B1 _ TOP OF SLAB----------------------------- � � , „ �, r 1" (TYPJ i „+ i „ 4 � — S2 �LJ � �I�ICI �2�� I / „ � ��8 �� ) E�EVATION TYPICA� F�ANGE & WEB BUTT JOINT � GRIND SMOOTH AND F�USH ON OUTER FACE OF EXTERIOR GIRDERS �/2 ,� SIDE VIEW E�ir� r�r iniri n SILICONE CAULK OR STEEL EPDXY BETWEEN FI��ET WE�D AND DRIP BEAD i�2�� X 1�� / —►{ I�4 �,+ �/8 �, I (TYPJ 1"C�o ��4„+ i�8„ (TYPo) i/q„+ i/8„ (TYPJ (TYPo) SECTION DRIP BEAD DETAI�S MC 12 X 35 � GU� GUSSET �/8 �, (TYPJ TYPICAL GUSSET PLATE CONNECTIONS INE�D TERMINATION DETAI�S 1 ��2 „ � � \ � 7„ SVERSE FENER C � OF WE�D WT I/q �� + I/8 � (TYPJ END OF WE�D CONNECTOR OF STIFFENER I� END OF WE�D � MILL TO BEAR 1 : , "-�� .� GUSSET � WE�DED CONNECTION �-- � BO�TED CONNECTION CONNECTOR I� WEB I� DETAI� „B„ 5�6„ 5�6 „ INE�D TERMINATION DETAIL AT STIFFENER OR CONNECTOR PLATE BEARING STIFFENER/ CONNECTOR PLATE -IGHT FIT NOTEeDO NOT C�IP P�ATE AT TOP OUTSIDE CORNER OF STIFFENER PLATEo � WE�D TO BOTTOM F�ANGE IS ON�Y REQUIRED WHEN BEARING STIFFENER IS ALSO CONNECTOR PLATE TRANSVERSE STIFFENER SEE FRAMING PLAN FOR LOCATIONSo 1 ��2 „ C ``��,,, � � � � � � �,,,,,, ,. CAR % :'��N� s's �'��'�.� : F o'; �o = =a SEAL �' = = = 20777 = - :; y ;,F`�,�� N��;� � ;: =,4.� �---,,,,,,�, .,,,,, '''�� i Li i i i� ��`�```• PROJECT NOo HAYWOOD STATIONo SHEET 3 OF 5 , DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone. NC 828•355•9933 ❑ Tri-Cities, TN 423�467�8401 ❑ Knoxville, TN Va u g hn & M e Ifo n a65 546•5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolino 843•974•5650 828•253 �2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte. NC 606 248�6600 919 • 977 • 9455 704 � 357 � 0488 ❑ Atlanta, GA 770•627•3509 Copyright � 2006 Vaughn & Melton,lnc. AIIRights Reserved 1qSPo2044102 COUNTY 12+30000 —�- 1 ��2 „ END BENT DIAPHRAGM STDo NOo �B1 G M1N� CONNECTOR PLATE AT INTERMEDIATE DIAPHRAGM 1 3/a" ± �/R" (TYPo) 0 � � � � � ; 0 — � ��_ � 15 "Q� HO�ES— (72 REQUIRED) P�AN CTOP SHEAR STUDS SPACED AS SHOWN IN GIRDER ELEVATION VIEW � c�n � � �� SP�ICE 3,_4„ � GIRDER � 3�4„ X 5„ SHEAR STUDS (TYPo) (SPAo�ONGITUDINA��Y AS SHOWN BELOW) OF TOP F�ANGE) A 2'-0" 10 � /� " 9 " q ��2 �� 4 ��2 �� g „ 2,_7i�8„ r_ � n n � g5� „ 8„ R � � P�AN (TOP OF BOTTOM SHEAR STUDS SPACED AS SHOWN IN GIRDER E�EVATION VIEW �IRDER F�ANGE) 1,_g„ I/ „ v �, ��, v �, �„ l� �,_�„ �q �� 6 X 5 „ SHEAR STUDS ( SHEAR STUD DETAI� FOR TOP F�ANGE SP�ICE P�ATE SHEAR STUDS ARE TO BE SHOP WELDED ON TOP OF PLATE BEFORE FIELD ASSEMBLYo 1,_8„ X 3,_4„ � �4 � SHEAR S1 ��2�� x g��q„ x 3,_4„ � � � a � 1'-2" I 1'-2" 2,_q„ A BO�TED FIE�D � 3�_4�� 4„ X 3,_4„ � )E) SP�ICE � � � � C� a � � � � i�2„ X 1,_8„ X 3 �� DETAI�S SECTION A-A ``�N � �C Q „o�� , . . .� � �. `�O ``��,,��/y�� ,o��ss�o ; .� : = 'a SEAL ��= = - - 2�777 - - ;: y ;`��cl N��,: � .' '�.9�Q ''��` �,��: ''��0'Y � � �� `��``` DOCUMENT NOT CONSIDERED FINA� UNLESS A�L SIGNATURES COMP�ETED 10 " I� � � � x g��q„ x 3,_q„ � PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 4 OF 5 � �� , ��,. 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 ` Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved � NOTES � "S" DIAPHRAGM SPACING "S"/2 "S"/2 A , �� \�� ! �'x ; :'x � :'x \`x�: ; , � � I � � `� INTERMEDIATE ; DIAPHRAGM ; (TYPa) � � � _� __ ,,. - � --�, , ; _ � , � � � � , � � � � x�` � '�x �x; � �x, � ., ., � � � � � � � � , � , � � ' x ; ��x� � '�x, �x` 5x5x�/2" �ATERA� BRACING (TYPJ � x� `; �x, PART P�AN � � � H � , , , , , , II��/ , ,, �� ,- SEE DETAI� "A" - NEAR TOP F�ANGE �ATERA� (THROUGHOUT EXTERIOR BAYS ONLY) PARAPET �/2 " G I �ATERA� BRACING Tnn ri n �ir�r / y SECTION / y � SECTION A-A BRACING `xx �/2" GUSSET F� � � �/q �, �/q „ TAI�" X � '��. �/ �, ' \ DETAI� "B" 0 � � � EXTERIOR GIRDER 7/8" QS HeSo BOLTS (TYPo) SPACED AT A 2%q" MINo THRU CONNECTION STANDARD HO�ES 1i�2„ SPACED C�d 23�q" MINo MINo (T � I/4 �� + I/ (TYPo; 2" MIN (TYPo) � 7/8" � HoSo BO�TS (TYPo) SPACED AT 2%q" MINo �/q „ �/q �� 3" MINe � � � � � � TOP FLANGE (TYPJ �^r�. / i�i � ``�� '''' � i ,' � INTo GIRDER TOP F�ANGE (TYPJ \' — � , r-. ``�. � ��\ � \ �� \�� _ �� . � 3 " �, ,, - MINo � �ATERA� BRACING (TYPe) ENSURE BRACING PROJECTION �INES INTERSECT AT � OF WEB INTERMEDIATE DIAPHRAGM �ATERA� BRACING � (TYPJ /,, � ''� , %' . � CONNo � MINIMIZE CONNECTION SIZE ENSURE BRACING AND INTERMEDIATE DIAPHRAGM PROJECTION LINES INTERSECT AT � OF WEB DETAI� "A" 2" MINa 10" MAXo � �/2" GUSSET � (TYPo) CONNECTION DETAI� PROJECT NOo 14SPo20q41o2 HAYWOOD COUNTY � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities. TN 423•467�8401 ❑ Knoxville, TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg,SC 864�574 4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828•253•2796 ❑ Middlesboro.KY ❑ Raleigh, NC ❑ Chorlotte, NC 606 � 248 •6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 �Copyright c0 2006 Voughn & Melton,lna AIIRights Reserved STATIONo SHEET 5 OF 5 12+30000 —�— TOP FLANGE (TYPe) � EXTo GIRDER SEE DETAI� "B" ,, , , � � ��„��,,,, ,.�`�N C A R p '''%, ,,��o� ,,,, � � � �,,,, <,y•,, ; �;.o�Essi o-,; q -, ' 'a SEAL �' = = = 2�777 = - ; �, ��, _ =;tiq�,,tic�NE,,.� ��;: -, o -,,,,,,, �,,, ,. ',,�� i i i i i� ��`��. � INTERIOR DOCUMENT NOT CONSIDERED GIRDER FINAL UNLESS ALL SIGNATURES COMPLETED LATERA� BRACING ASSEMBLY SHALL COMPLY WITH SECTION 1072 OF THE STANDARD SPECIFICATIONSo A�� STRUCTURA� STEE� SHA�� BE ASTM A325 GRADE 50W OR APPROVED EQUA�o TENSION ON THE ASTM A325 BO�TS SHA�� BE CA�IBRATED USING DIRECT TENSION INDICATOR WASHERS IN ACCORDANCE WITH THE STANDARD SPECIFICATIONSo A�� BO�TED CONNECTIONS SHAL� BE 7/8"QS HIGH STRENGTH BO�TSo THE CONTRACTOR HAS THE OPTION TO CLIP THE PROTRUDING CORNERS OF THE GUSSET P�ATES9AT NO ADDITIONA� COST TO THE DEPARTMENTo BENT GUSSET P�ATES OR RO��ED ANG�E SHAPES MAY BE SUBSTITUTED FOR THE WE�DED GUSSET PLATES DETAI�ED IF APPROVED BY THE ENGINEER9AT NO ADDITIONA� COST TO THE DEPARTMENTo INSTA�� THE LATERA� BRACING AFTER ERECTING THE EXTERIOR GIRDER AND THE ADJACENT INTERIOR GIRDER AND INSTA��ING THE INTERMEDIATE DIAPHRAGMSo STDo NOo �B1 GIRDER NOe1 0 Oe05 Oe1 Oel5 0,2 Oe25 Oe3 Oe35 Oe4 Oe45 Oe5 Oe55 Oe6 Oe65 Oe7 Oa75 Oe8 Oe85 Oo9 Oo95 1 DEFLECTION DUE TO WEIGHT OF GIRDER (FT.) + 0 Oo021 Oo042 Oo061 Oo079 Oo094 Oo107 Oo118 Oo126 Oo131 Oo132 Oo131 Oo126 Oo118 Oo107 Oo094 Oa079 0.061 Oe042 Oo021 0 DEFLECTION DUE TO WEIGHT OF SLAB (FTo) � + 0 0.000 0.000 0.019 0.049 0.076 0.099 0,118 0.132 Oe139 0.142 Oe139 0.0132 0.118 0.099 0,076 Oa049 Oe019 O°000 O°000 0 DEFLECTION DUE TO WEIGHT OF BARRIER RAIL (FTe) + 0 0,009 O°018 Ov027 Ov035 Ov042 Ov048 Ov052 Oe056 0.058 Oa059 0.058 O°056 Oa052 Oa048 Oa042 Oe035 Oa027 O°018 O°009 0 TOTAL DEAD LOAD DEFLECTION (FT,) + 0 Oe000 Ov045 Oe107 Oe163 Oe212 Oo254 Oe288 Oe314 Oo328 Oo333 Oe328 0.314 Oe288 Oe254 Oa212 Oo163 Oo107 Ov045 Oe020 0 REQUIRED CAMBER (INJ � � 3�a 1�/4 1i�4 115�6 29�6 3�i6 37�6 33�a 315�6 4 315�6 3�a 37�6 3��i6 29�6 115�6 1i�4 1�/4 5�s � GIRDER NOe 2 0 Oa05 Oal Oel5 0,2 Oe25 Oe3 Oe35 Oa4 Oe45 Oa5 Oe55 Oe6 Oe65 Oe7 Oa75 Oe8 Oe85 Oe9 Oe95 1 DEFLECTION DUE TO WEIGHT OF GIRDER (FT,) + 0 Oe021 O°042 O°061 0.079 0.094 Oe107 Oe118 Oe126 Oe131 Oe132 Oe131 Oe126 Oe118 Oe107 Oe094 Oa079 0.061 Oa042 Oo021 0 DEFLECTION DUE TO WEIGHT OF SLAB (FTe) � + 0 0,020 0,017 0,051 0.083 0.111 0.135 0.154 0.168 0.176 0.179 0.176 0.168 0.154 0.135 0.111 Oe083 0,051 Oe017 Oe020 0 DEFLECTION DUE TO WEIGHT OF BARRIER RAIL (FTe) + 0 Ov009 O°017 Ov025 Ov033 0.039 Ov045 Oa049 Ov053 0.055 O°055 0.055 Oa053 Oa049 Oa045 Oa039 Oa033 Oa025 Oo017 Ov009 0 TOTAL DEAD LOAD DEFLECTION (FT,) + 0 Oo010 Oo076 Oo137 Oo195 Oo244 Oo287 Oo321 Oo347 Oo362 Oa366 Oo362 Oo347 Oo321 Oo287 Oo244 Oe195 Oo137 Oo076 0.010 0 REQUIRED CAMBER (INa) � Q ��8 15�6 15/8 25�6 215�6 37�6 37/$ q3�6 q3/$ q3/8 q3/$ 43�6 37/$ 37�6 215�6 25�6 15�8 15�6 ��8 � GIRDER NOe 3 0 Oa05 Oal Oel5 0,2 Oo25 Oe3 Oo35 Oa4 Oa45 Oa5 Oo55 Oe6 Oo65 Oe7 Oa75 Oe8 Oe85 Oe9 Oe95 1 DEFLECTION DUE TO WEIGHT OF GIRDER (FT,) + 0 Oe021 Ov042 O°061 0.079 Oe094 Oe107 Oe118 Oe126 Oe131 Oe132 Oe131 Oa126 Oe118 Oe107 Oe094 Oa079 0.061 Oe042 O°021 0 DEFLECTION DUE TO WEIGHT OF SLAB (FTe) � + 0 Oa011 Ov049 Ov084 Oe117 Oe146 Oe171 Oe190 Oe205 Oe213 Oe216 0.213 Oe0205 Oe190 Oe171 Oe146 Oe117 Oa084 Oa049 O°011 0 DEFLECTION DUE TO WEIGHT OF BARRIER RAIL (FTe) + 0 0,009 Oo017 Oo025 Oo033 Oo039 Oo045 Oe049 Oo053 Oo055 Oo055 Oo055 Oa053 Oo049 Oa045 Oe039 Oa033 Oa025 Oe0187 O°009 0 TOTAL DEAD LOAD DEFLECTION (FT,) + 0 Oo041 Oo108 Oo170 Oo229 Oo279 Oo323 Oo357 Oo384 Oo399 Oo403 Oo399 Oo384 Oo357 Oo323 Oo279 Oe229 Oe170 Oo108 Oe041 0 REQUIRED CAMBER (INJ � � ��2 15�6 2��i6 2�a 33�a 3��$ q5�6 q5�$ q13�6 q13�6 413�6 q5�8 q5�6 37/$ 33/$ 2�a 2�i6 15�6 ��2 � GIRDER NOe 4 0 Oa05 Oal Oe15 0,2 Oe25 Oe3 Oe35 Oa4 Oe45 Oa5 Oe55 Oe6 Oe65 Oo7 Oo75 Oo8 Oo85 Oo9 Oo95 1 DEFLECTION DUE TO WEIGHT OF GIRDER (FTe) + 0 Oe021 O°042 O°061 0.079 Oe094 Oe107 Oe118 Oe126 Oe131 Oe132 Oe131 Oa126 Oe118 Oe107 Oa094 Oa079 0.061 Oe042 O°021 0 DEFLECTION DUE TO INEIGHT OF SLAB (FTe) � + 0 Oo042 Oo080 Ooll7 Oo151 Oo181 Oo206 Oo227 Oo241 Oo250 Oo253 Oe250 Oo241 Oo227 Oo206 Oo181 Oe151 0,117 Oo080 Oa042 0 DEFLECTION DUE TO yVEIGHT OF BARRIER RAIL (FTe) + 0 Oo009 Oo017 Oo025 Oo033 Oo039 Oo045 Oo049 Oo053 Oo055 Oo055 Oo055 Oo053 Oo049 Oo045 Oo039 Oa033 Oa025 0.017 O°009 0 TOTAL DEAD LOAD DEFLECTION (FT,) + 0 O°072 Oe139 Oe203 Oe263 Oe314 Oe358 Oe394 Oe420 Oe436 0.440 Oe436 Oa420 Oe394 Oa358 Oa314 Oe263 Oe107 Oe139 Oa072 0 REQUIRED CAMBER (INa) � � 7�a 1ii�i6 2�6 3��a 3�a 45�6 4�4 5�i6 5��a 55�6 5��a 5��i6 4�4 45�6 3�a 3�/8 27/6 1ii�i6 7�s � GIRDER NOe 5 0 Oo05 Ool Oo15 0,2 Oo25 Oo3 Oo35 Oo4 Oo45 Oo5 Oo55 Oo6 Oe65 Oe7 Oe75 Oe8 Oe85 0,9 Oe95 1 DEFLECTION DUE TO WEIGHT OF GIRDER (FT,) + 0 Oe021 Ov042 O°061 0.079 0.094 Oe107 Oe118 Oe126 Oe131 Oe132 Oe131 Oe126 Oe118 Oe107 Oe094 Oa079 0.061 Oa042 O°021 0 DEFLECTION DUE TO WEIGHT OF SLAB (FTe) � + 0 Oo072 Ooll2 Oo150 Oo185 Oo216 Oa099 Oo263 Oo278 Oo287 Oa290 Oo287 Oo0278 Oo263 Oo242 Oo216 Oa185 Oe150 Oe112 Oa072 0 DEFLECTION DUE TO yVEIGHT OF BARRIER RAIL (FTe) + 0 O°009 Oe017 O°025 O°033 0.039 O°048 Oe049 O°053 0.055 0.055 0.055 Oa053 Oe049 Oa045 Oe039 Oa033 Oa025 O°017 Ov009 0 TOTAL DEAD LOAD DEFLECTION (FT,) + 0 Oe102 Oe171 Oe236 Oe297 Oe349 Oe394 Oe430 Oe457 Oe473 Oe477 Oe473 Oe457 Oe430 Oe394 Oe349 Oe297 Oe236 Oe171 Oe102 0 REQUIRED CAMBER (INe) � 0 1��a 2�i6 213�6 39�6 q3�6 q3�4 5i�8 5i�2 5ii�i6 5�a 5��i6 5��2 5��s 4�4 43�6 39�6 213�6 2�i6 1��4 � � INCLUDES SLABS,BUILDUPS,AND STAY-IN-PLACE FORMS � BEARING C� END BENT 1 � BEARING C� END BENT 2 `��,� � � � � ��,,,�� ,.�` C A R '%, ,�` ��N�,��,,�l�,y% � ��SS/ '�,, y% 0 - =a SEAL �' = _ = 20777 = _ :, y ;,F�,�� N��;� � ;; %,Q•Q�'� �, � � � � � � `� ��,;�,�` ''�� i i Li i i �� `��`` DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo 0 N \ � 0 0 0 0 0 0 0 0 N N N N N N N N � � � � � � � � � N I`n Q" L(� LO �` O� 0 N � � 0 N \ � � 0 N � � � 20 EQUAL SPACES 0 N � N � 0 N � I`n � 0 N � � � 0 N � � � SPAN A SCHEMATIC OF CAMBER ORDINATES 0 N � t9 .-� 0 N � � � 0 N � � � 0 N � 6� � � � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 12+30000 -�- FOR CAMBER VALUES AT EACH GIRDER TWENTIETH POINTS9SEE TABLE ABOVEo NOTES 5� 6 „ 5�6„ � GIRDER�� 2" � PIPE SLEEVE EXTENDING �/8" ABOVE SOLE WITH STANDARD WASHER 5�6 „ 5�6 �� P2 q"THREAD (TYPo) P1 E5 ii�ii II�II — ii� �ii � � ii� �ii �iT--;�, � �� t BRIDGE `SEAT / � E6 �� \ � � ; � I� SEE �� ,� DETAIL "A" , � 1%q" QS X 25"� �,d 4„ � X 1,_6i�q„ ANCHOR BOLTS STDoPIPE — � ANCHOR BOLT SHALL BE GROUTED IN PLACE USING NON—SHRINK NON—METAL�IC GROUT AS APPROVED BY THE ENGINEERo �/q �� 5" � �/2" CLOSURE � ( AASHTO M270 GRADE 36 ) FIXED EXPANSION END VIEIN C � WELD � 15" SWEDGE (TYPJ 1" QS GROUT PIPE THREADED 1" � 1 15�6�� X 2 ��4„ SLOTS TAPERED TO 1 15�6" DIAo HOLES 11" , 5��2�� i � � I � � � � � 2g�6��X I SLOTS �J �' P 1 ( FIXED ) P1 ( 5 REQ'D ) 11" \5 �2 '� m � � � � � � SOLE PLATE DETAILS N N � „P„ � UP—STATION � SOLE � ("P") SO�E � P�ACEMENT DETAI� AT ALL FIXED POINTS OF SUPPORT9NUTS FOR ANCHOR BOLTS ARE TO BE TIGHTENED FINGER TIGHT AND THEN BACKED OFF �/2 TURNo THE THREAD OF THE NUT AND BOLT SHALL THEN BE BURRED WITH A SHARP POINTED TOOLe THE 2" � PIPE S�EEVE SHALL BE CUT FROM SCHEDULE 40 PVC PLASTIC PIPEo THE PVC PLASTIC PIPE SHAL� MEET THE REQUIREMENTS OF ASTM D1785o THE PAYMENT FOR THE PIPE S�EEVES SHALL BE INCLUDED IN THE SEVERA� PAY ITEMSo FOR PAINTED STRUCTURAL STEEL (EXCLUDING AASHTO M270 GRADE 50W), SOLE P�ATES, ANCHOR BOLTS9 NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONSo FOR AASHTO M270 GRADE 50W STRUCTURAL STEEL9SOLE P�ATE SHALL BE AASHTO M270 GRADE 50W AND SHALL NOT BE GA�VANIZEDo ANCHOR BOLTS9NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONSo ANCHOR BOLTS SHA�� MEET THE REQUIREMENTS OF ASTM A4490 NUTS SHALL MEET THE REQUIREMENTS OF AASHTO M291—DH OR AASHTO M292-2Ho WASHERS SHALL MEET THE REQUIREMENTS OF AASHTO M293o SHOP DRAWINGS ARE NOT REQUIRED FOR ANCHOR BO�TS9NUTS AND WASHERSe SHOP INSPECTION IS REQUIREDo WHEN FIELD WE�DING THE SOLE PLATE TO THE GIRDER FLANGE9 USE TEMPERATURE INDICATING WAX PENS90R OTHER SUITAB�E MEANS9T0 ENSURE THAT THE TEMPERATURE OF THE SOLE P�ATE DOES NOT EXCEED 300°FaTEMPERATURES ABOVE THIS MAY DAMAGE THE ELASTOMERo ALL SURFACES OF BEARING PLATES SHA�L BE SMOOTH AND STRAIGHTo THE E�ASTOMER IN THE STEEL REINFORCED BEARINGS SHALL HAVE A SHEAR MODU�US OF Oo160 KSI9IN ACCORDANCE WITH AASHTO M2510 FOR STEEL REINFORCED ELASTOMERIC BEARINGS9SEE SPECIA� PROVISIONSo THE CLOSURE PLATE9GROUT PIPE AND STANDARD PIPE FOR THE EXPANSION ASSEMBLY NEED NOT BE GALVANIZEDe THE CONTRACTOR'S ATTENTION IS CALLED TO THE FOLLOWING PROCEDURE9WHICH MAY BE REQUIRED BY THE ENGINEER,TO RESET ELASTOMERIC BEARINGS DUE TO GIRDER TRANS�ATION AND END ROTATIONo 10 ONCE THE DECK HAS CURED9THE GIRDERS SHALL BE JACKED THEN THE ANCHOR BOLTS AND ELASTOMERIC BEARING S�OTS CENTERED AS NEARLY AS PRACTICA� ABOUT THE BEARING STIFFENERoTHIS OPERATION SHALL BE PERFORMED AT APPROXIMATELY 60°Fo 2o AFTER CENTERING THE ELASTOMERIC BEARING SLOTS AND ANCHOR BOLTS9THE ANCHOR BOLTS SHALL BE GROUTEDo THE CONTRACTOR MAY PROPOSE A�TERNATE METHODS9PROVIDED DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVALo TYPICA� SECTION OF E�ASTOMERIC BEARINGS � 1 15�6„ HOLE � N N E5 (5 REQ'D) E6 (5 REQ'D) � N PLAN VIEW OF E�ASTOMERIC BEARING TYPE III DETAI� "A" MAxIMuM ALLO�ABLE SERVICE LOADS DaLa+LaLa `NO IMPACT) TYPE III 255 k ,,,,,,, � �,,,,,,,, �.�`,�N CAR� '%,� ,.� � ,,,,,,,,, �, -, : o � - ti, . �,.o� �s S, o-,, .� : = 'a SEAL �' = _ = 2�777 ; = . y ;F,y N ��;� � : � ; q� ,,, c� E,,� . :' ,,��'' � Y , ,�, ,: , � \��,``�. ��'��`�� PROJECT NOo HAYWOOD STATIONe 12+30000 —�- 1qSPo204q1o2 COUNTY DOCUMENT NOT CONSIDERED FINAL UNLESS A�L SIGNATURES COMPLETED � ❑ Boone, NC 828•355•9933 ❑ Tri-Cities. TN 423�467•8401 ❑ Knoxville, TN Vaughn � Me��n 865 �546 �5800 Consulting Engineers � Spartanburg, sC 864�574�4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 253 �2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved STDo NOo EB1 P 2 ( EXP ) P2 ( 5 REQ'D ) �/8" ( TYPo) 3/6" STEEL I� 3/6" RIB ,, g„ g„ ,.�I STDo PIPE SECTION C—C 132�-OS�g" (� JTo TO � JTo) (A�ONG OUTSIDE FACE OF PARAPET) � 15,_05�6„ 5,_15�6„ � .\ 4— #5B4 . . . — . � � � � . . . . . . . . . . . . . . . . WoPo #1 �`` \ . q— #5B2 . . . . . . . . . . . . . . . FILL FACE C� — END BENT NOo 1 . . . � . . � � � � .\ .\ 4— #5B5 3�-115�6„ 15,_05�6„ � 4 SECTIONS � 25'-6" = 102'-0" 124 —#5 S1 AND #5 S2 BARS � 1'-0" CTSo = 123'-0" 15,_05�6„ 3�-115�6„ 4— #5B5 8— #5B1 EACH 25'—C" SEGMENT (TYPo) —L- 8— #5B1 EACH 25'-6" SEGMENT (TYPa) 4— #5B3 �/2"EXPo JTo MAT'Lo (TYPo) � i I I . . . . . � � � � . . . . �� WoPo #2 . . . . . . . . . . � � . . . . . . � � � � � � .\ 4— #5B4 124 —#5 S1 AND #5 S2 BARS C� 1'-0" CTSo = 123'-0" 4 SECTIONS � 25'-6" = 102'-0" FILL FACE C� END BENT NOa 2 � . . . . . � � . . . . . . . . 4— #5B2 5,_15�6„ 15,_05�6„ 132�-O5�g" (� JTo TO � JTo) (ALONG OUTSIDE FACE OF PARAPET) P�AN OF CONCRETE PARAPET � PROJECT NOo 1qSPo2044102 HAYINOOD COUNTY STATIONo 12+30000 —L— SHEET 1 OF 2 . ❑ Boone, NC 828 355•9933 ❑ Tri-Cities, TN 423•467•8401 ❑ Knoxville, TN Vaughn & Melton $65 �546 5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville, ❑ Char�eston,SC ■ North Carolina 843•974•5650 828•253•2796 ❑ Middlesboro.KY ❑ Raleigh, NC ❑ Charlotte, NC 606 � 248 6600 919 � 977 � 9455 704 � 357 � 0488 ❑ Atlanta, GA 770•627•3590 Copyright OO 2006 Vaughn & Melton, Inc. All Rights Reserved \ `��,�� ,,,,�� .�,�N CAR� ,,� ,� � �,,��,,, 1��., : ��`O��Ss�O�i�.� : : ' =� SEAL �' = _ = 20777 = _ �/ � `� � ; ti ��, Nc� NE�.�� ;: �,Q•Q ��niii�� , �. ��'�� Y L . `N � ````�� '�� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED I I �/2"EXPo JTo MAT'Lo (TYPJ 4— #5B3 � .\ .\ � � � � N I � P�AN OF PARAPET #7E1 3,_g„ 1'-2" 2" CLoTO PERMITTED #6 "F" BAR (TYPo) CONSTo JTo #6F5 OR #7 "E" BARS � � #6F11 #6F3 OR #6F10 #6F4 OR #6F9 #6F1 (EAoFACE) #6F6 OR F8 J U � #6F2 OR #6F7 �,-, 00 __ ___ � ------ � ______ � 2" CLo (TYPo) ------ � G=====_ � � CONSTo JTo (LEVEL) #5S3 � � N #7E1 .� 6" #7 „E„ BARS C� 9�/2" CTSo (EAo FACE) � � N I � n � GUARDRAIL ANCHOR ASSEMBLY 3,_g„ #7 "E" BARS C� 9�/2" CTSo (EAo FACE) ii ii— i i �� I I I I I I �� I I I I� I I �#6 "F" BARS 1'-10" � GUARDRAIL ANCHOR ASSEMBLY P�AN OF END POST 1 ---- --- — ----- ----- -- — ------ I 0 0 � � O � � #7E2 � � � o , CONSTo JTo � � I ' � 0 � � O � N i N #5S2 , w � �o Q � # 5 „B „ � N Q � PERMITTED CONSTa JTo �"�:� #5S1 #6F r----- � � � i � � I � � � � � #5S3 (EAo FACE) #5S1 END V I EIN #5S3 (EAa FACE) END POSTS (3 RED'Q) PARAPET � �/2" EXPoJToMAT'L HELD T"' PLACE WITH GALVANIZED ( NOTEo OMIT EXPo JTo MA1 WHEN SLIP FORM IS USE[ CONSTo JTo DRAWN BY e MAF CHECKED BY : HLyV DATEe 03/18 DATEe 03/18 coNs (LEVE SECTION S—S AT DAM IN OPEN JOINT (THIS IS TO BE USED ONLY WHEN SLIP FORM IS USED) ELEVATION AT EXPANSION JOINTS CONCRETE PARAPET DETAILS 2 ��2 „ � CONCa INSERTS \ ti � 2 ��2 „ � CONCo INSERTS -#7E6 #6F3 OR F5 — PERMITTED CONSTo JTo END POST C� END BENT #29 LEFT (1 RED'�) AND END POST FOR TINO BAR RAIL NOTES ALL REINFORCING STEEL IN PARAPETS AND END POSTS SHALL BE EPDXY COATEDo FOR DETAIL OF CONCRETE INSERT AND GUARDRAIL ANCHOR ASSEMBLY, SEE "RAIL POST SPACINGS AND END OF RAIL DETAIL"SHEETo GROOVED CONTRACTION JOINTS9 �/2" IN DEPTH, SHALL BE TOOLED IN ALL EXPOSED FACES OF THE PARAPET AND IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD SPECIFICATIONSo A CONTRACTION JOINT SHALL BE LOCATED AT EACH THIRD POINT BETWEEN PARAPET EXPANSION JOINTSo ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF PARAPET SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTHo PARAPET IN THE SPAN SHALL NOT BE CAST UNTIL ALL SLAB CONCRETE IN THE SPAN HAS BEEN CAST AND HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSIa THE #5 S3 BARS SHALL BE INSTALLED9 USING AN ADHESIVE ANCHORING SYSTEM, AFTER SAWING THE JOINTo THE YIELD LOAD FOR THE #5 S3 BARS IS 1806 KIPSoFIELD TESTING FOR THE ADHESIVE BONDING SYSTEM IS NOT REQUIREDo � � � � w � ;Q a N � a � CON`. (LE' � SECTION THRU PARAPET 2 ��2 „ � CONCo INSERTS 0 � .-� 0 � #7E12- #6F10 OR F11 PERMITTED — CONSTo JTo ; �, #5S2� � � � a N � a � PERMITTED CONSTo JTo �� #7 „E„ BARS C� 9�/2" CTSo (EAo FACE) BAR TYPES 10" � m i N BILL OF MATERIAL FOR 2 PARAPETS AND 4 END POSTS BAR NOo SIZE TYPE LENGTH WEIGHT � B1 64 #5 STR 25'-1" 1674 � B2 8 #5 STR 13'-6" 113 � B3 8 #5 STR 15'-6" 129 � B4 8 #5 STR 14'-4" 120 � B5 8 #5 STR 14'-8" 122 � E1 3 #7 STR 2'-7" 16 � E2 6 #7 STR 2'-11" 36 � E3 6 #7 STR 3'-4" q1 � E4 6 #7 STR 3'-8" 45 � E5 6 #7 STR 4'-0" 49 � E6 6 #7 STR q'-4" 53 � E7 1 #7 STR 3'-3" 7 � E8 2 #7 STR 3'-6" 14 � E9 2 #7 STR 3'-8" 15 � E10 2 #7 STR 3'-11" 16 � E11 2 #7 STR 4'-2" 17 � E12 2 #7 STR q'—q" 18 � F1 6 #6 STR 2'-5" 22 � � F2 3 #6 STR 3'-5" 15 � F3 3 #6 STR 3'-8" 17 � F4 3 #6 STR 4'-0" 18 � F5 3 #6 STR q'-11" 22 � F6 1 #6 STR 3'-5" 5 � F7 1 #6 STR 3'-5" 5 � F8 1 #6 STR 3'-10" 6 � F9 1 #6 STR 4'-7" 7 � F10 1 #6 STR 3'-3" 5 � F11 1 #6 STR q'—g" 7 � S1 248 #5 1 6'-1" 1573 � S2 248 #5 2 5'-6" 1423 � S3 36 #5 STR 3'—q" 125 �� EPDXY COATED REINFORCING STEEL 5,285 LBSo �� CLASS AA CONCRETE 2906 CUo YDSo �� 1'-2" x 2'-6" 264010 LINo FTo CONCRETE PARAPET �� CONCRETE PARAPET ON APPROACH SLAB IS NOT INCLUDEDoSEE BRIDGE APPPROACH SLAB SHEETSe 8„ 10" � � 2 N ALL BAR DIMENSIONS ARE OUT TO OUT � ❑ Boone. NC 828•355•9933 ❑ Tri-Cities, TN 423•467•8401 � Knoxville. TN Va ug hn & M elf0 n $65•546•5800 Consulting Engineers � Sportonburg, SC 864•574•4775 Asheville. ❑ Char�eston,SC ■ NOrth COrOlina 843•974�5650 828 •253 •2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte. NC 606 • 248 • 6600 919�977•9455 704�357•0488 ❑ Atlanta,GA 770•627•3590 � Copyright � 2006 Vaughn & Melton, Inc. All Rights Reserved PROJECT NOo 1qSPo20qq1o2 HAYINOOD COUNTY STAT IONo 12+30000 —L— SHEET 2 OF 2 STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION RALEIGH ,,,,,,,��",,,,, CONCRETE PARAPET '��"cQR°��"' AND END POST :�� °� �''� s�si'' ��ti��'; � �: oF� °��= 9 �, = 'a SEQ��"= = DETAI�S _ - 2�777 - = ;y�-�'�c�NE��:' 2 BAR C I Q� RQI� -.,q,� -.,,,.,,,,,� ��,.� M i�� Q Y ��, ``� ��''�� ``. REVISIONS SHEET N0. DOCUMENT NOT CONSIDERED N0. BY: DATE: No. BY: DATE: 5-19 FINAL UNLESS ALL � � TOTAL SIGNATURES COMPLETED SHEETS � � 40 Z�_11 � i�r�� c� o #� c� 1'-2" ��c-� NOTES STRUCTURAL CONCRETE INSERT � ANG�E TO BE MADE FROM �/2" X q" X 11" � AND i/2" X 4" X 4" � I/2�� 1�/2" QS HO�E � %16 n 1 JLV I J ,� ELEVATION THE STRUCTURAL CONCRETE INSERT ASSEMBLY SHALL CONSIST OF THE FO�LOWING COMPONENTSa Ao FERRU�ES SHA�� BE MADE FROM STEE� MEETING THE REQUIREMENTS OF AASHTO M1699 GRADE 12�14 AND SHAL� HAVE A MINIMUM LENGTH OF THREADS OF 1�/2"0 Bo 1— 3�q" 6 X 15�g" BOLT WITH WASHERo BOLT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307o BOLT AND WASHER SHA�� BE GA�VANIZEDe (AT THE CONTRACTOR'S OPTION9STAIN�ESS STEE� BO�T AND WASHER MAY BE USED AS AN A�TERNATE FOR THE %q" � X 15�g" GA�VANIZED BO�T AND WASHERo THEY SHA�� CONFORM TO OR EXCEED THE MECHANICA� REQUIREMENTS OF ASTM A307o THE USE OF THIS A�TERNATE SHA�� BE APPROVED BY THE ENGINEERo) Co WIRE STRUT SHOWN IN THE CONCRETE INSERT ASSEMBLY DETAIL IS THE MINIMUM ALLOWABLE SIZE AND 7 7�8�� SHAL� HAVE A MINIMUM TENSILE STRENGTH OF 1009000 PSIo AS AN OPTION9 A 7/6" � WIRE STRUT WITH A MINIMUM TENSI�E STRENGTH OF 909000 PSI IS ACCEPTAB�Eo NOTES METAL RAIL TO END POST CONNECTION TOP VIEW q„ 2" 2" � i — + — � � � � 1�/2" 6 HO�E �, � � c� 7/8�� i I 7/8�� SLOTS END VIE� RAI� SE�TT��' STANDARD C�AMP BAR � RAIL POST ATTACHMENT BRACKET RAI� SECTION STANDARD BAR CLAMP 1'-4" � � � 3�q" STRUCTURAL CONCRETE INSERT 3/q" � X 15�8�� BO�T AND 2" OeDoWASHER ��/2" QS C13 THREAD7 X 1�/q" � �ROADWAY STAIN�ESS STEE� HEX HEAD CAP FACE SCREWS & 1%16" OoDo9 17�32" I�D�9 1��2�� /16" THICK WASHER PLAN — RAIL AND END POST ��/2" 6 C13 THREAD7 X 1�/q" STAIN�ESS STEE� HEX HEAD CAP SCREWS & � I�2�� 1��16�� 0�09 17�32�� l0�09 �/16" THICK WASHER FIXED sECTzoN H-H cFzx� DETAI�S FOR ATTACHING META� RAI� TO END POST THE METAL RAI� TO END POST CONNECTION SHALL CONSIST OF THE FO�LOWING COMPONENTSo Ao�/2" P�ATES SHA�� CONFORM TO AASHTO M270 GRADE 36 AND SHA�� BE GA�VANIZED AFTER FABRICATIONo B� 3/q" STRUCTURAL CONCRETE INSERT SHALL HAVE A WORKING LOAD SHEAR CAPACITY OF 4800 LBSo THE FERRU�ES SHA�� ENGAGE A 3�q"QS X 15�g" BO�T WITH 2" OoDo WASHER IN P�ACEo THE 3/q"QS X 15�g" BO�T SHAL� HAVE No Ca THREADSe Co CAP SCREWS FOR RAIL ATTACHMENT TO ANGLE SHALL CONFORM TO THE REQUIREMENTS OF ASTM F593 A�LOY 305 STAIN�ESS STEE�o CAP SCREWS TO BE CENTERED IN S�OTS AT 60°Fo Do STANDARD C�AMP BARS (SEE META� RAI� SHEET )o Eo �/2" 6 PIPE S�EEVES (IF REQUIRED) TO BE GA�VANIZEDo THE COST OF THE STANDARD C�AMP BARS AND CAP SCREWS USED IN THE META� RAI� TO END POST CONNECTION SHA�� BE INC�UDED IN THE UNIT CONTRACT PRICE BID FOR �INEAR FEET OF 1 OR 2 BAR META� RAI�So THE 3/q" STRUCTURAL CONCRETE INSERT WITH BOLT SHALL BE ASSEMBLED IN THE SHOPo THE COST OF THE 3/q" STRUCTURAL CONCRETE INSERT ASSEMBLY9AND THE �/2" PLATES COMPLETE IN PLACE SHA�� BE INC�UDED IN THE VARIOUS PAY ITEMSo THE CONTRACTOR9AT HIS OPTION9MAY USE AN ADHESIVE BONDING SYSTEM IN �IEU OF THE STRUCTURA� CONCRETE INSERT EMBEDDED IN THE END POSTo IF THE ADHESIVE BONDING SYSTEM IS USED9 THE 3/4" � X 15�g" BO�T WITH WASHER SHA�� BE REP�ACED WITH A 3/4"QS X 6�/2" BO�T AND 2" OoDo WASHERo ALL SPECIFICATIONS THAT APPLY TO THE 3/q" � X 15�g" BOLT SHALL APP�Y TO THE 3/q"� X 6�/2" BOLTo FIELD TESTING OF THE ADHESIVE BONDING SYSTEM IS NOT REQUIREDo RoPoWo( TYPoALL CONTACT POINTS ) + FERRULE e37� WIRE PLAN �'— 1" 1(1'-7�/0" 4�F�'TT�N� Ca� �5'—�" = 1 ��'—�" 1(1'-7�/0„ �,_q„ LUS�U—�I�IU -RRULE � x 0 � � � Q E�EVATION STRUCTURAL CONCRETE INSERT � EACH WE�DED ATTACHMENT OF WIRE TO FERRULE SHALL DEVELOP THE TENSILE STRENGTH OF THE WIREo � PLAN OF RAIL POST SPACINGS ,,,,,,,,, �,,,,,,,, .�` .�N � A Rp %, ,�` � ��,��,,, <iy., �O � ; : �;.o�ESS/o�,;y ; = =� SEAL �" = = = 20777 = - ; � �� ;; ; ' ti "�- Nc� NE .� � . ;q��. �� : % �'�� ,��• ,'''�� i�i i i i i� ��`�� €� PROJECT NOo 1qSPo20qq1o2 HAYWOOD COUNTY STATIONo 12+30000 —�— SHEET 1 OF 3 (FIX AND EXPo) STDo NOa BMR2 „ r� i�i „„ �„ ,-� ,.T,- 2 �_i i_ END POST �N� NUSI � � SEE "RAIL POST SPACINGS AND END OF RAIL DETAILS" SHEET 1'-4" •�• .. .. .. .. .. 3,_0„ ---------- --------- � 1" .. .. .. .. 1'-4" .. . SPLICE NOT � EXPe JTo .. .. PARAPET 1" � I�2 „ II E�E�ATION NOTE oFOR ATTACHMENT OF METAL RAIL TO END POST9SEE STANDARD NOoBMR2o � � 9�6�� X 13�6„ SLOTS (TYPe) � � i � � N, \, PLAN .. .. 2 7�a „ 17�8�� 17�s�� ; � � ; � � �16�� __, � �� I � rJ �, � I I � , , � � � � --� , , � � � , � , , �� ; , ; , , � � � � --, �� '��' �� _' �� , , �� ; � -� , , �� , , , , , �� , , , , , �� , , , , , �� , , , i � II i i � � � �� '� � � � � �� --, � + �� + � � � � � � � � � � �� --, � �� I � � � � � --� � o �� o � � � �� __; � �� I �� --, �+ �� +� � � �� --� � �� , � �� O _, � � � �� + �� + � � � �� ; --; � '�, �i ; � � �i � � �i� � � ii 5/6" QS DRI�� 1" DEEP & � 4— 0766" � HO�ES 3/8" QS C16 THREAD7 TAP i„ PUNCHED FOR RIVETS 7/8" D E E P F O R 3/8" � X 1�/2" 4�4 STAIN�ESS STEE� CAP SCREW FRONT E�EVATION SIDE E�EVATION DETAI�S OF POST 4— %q" QS BOLTS WITH ROUND WASHERS ANCHOR ASSEMB�Y JTo _) SECTION THRU PARAPET AND RAI� 53�4„ 613/6�, 15�6�� 45/8�� , , 0 � � + � � � � � � � � , , -� � �� r-, � � � � i � � � - � � � � � � � � � + , , �� , , � � � � � � �� P�AN „ q — 0766" � �2 �6 ►� � � � � � � � � � � � � ,� � 7/8 � M HOLES � � DRILL & COUNTER BORE � FOR 3/8" QS C16 THREAD7 CAP SCREW 7�8�� 1�� 33�q�� HOLES PUNCHED �'/q" FOR RIVETS ; —� 0 —; � � �' —O O — N � I � � ----�-i- --------t--_--------�-�-�---- N � PERMITTED WEL FRONT E�EVATION POST BASE NOTE o BASE CAN BE SUPPLIED AS ONE EXTRUSION OR TWO EXTRUSIONS WE�DED TOGETHER AS SHOWNo � N �` \ �� I ; ; I ; D 2 2 �4 � N �/4�� SIDE E�EVATION DETAI�S � �r, '� o '�' o �' +i PAY �ENGTH = 245057 �INo FTo 0750" o7q5" RIVET DETAIL ``��,, � � � � � �,,,,,� .�` �N � A RO �''% �� 1 `�,�iii,,, ��yi, ``��O��S$/�'��9�'� = =a SEAL � = = = = 20�� = = :, y ;,F,y�� N��;� � ,; %Q�Q ''��`� �.�,�� '�.pY L . `N `�.�`. ��,,,� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone, NC 828•355•9933 ❑ Tri-Cities. TN 423 •467 •8401 ❑ Knoxville, TN Va ug hn & M elfo n $65�546�5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville, ❑ Chor�eston, SC ■ North Carolino 843•974•5650 828 •253 •2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 � 977 � 9455 704 • 357 � 0488 ❑ Atlanta, GA 770•627•3590 �Copyright � 2006 Vaughn & Melton,lnc. AIIRights Reserved PROJECT NOo HAYINOOD STATIONo SHEET 2 OF 3 1qSPo20q41o2 COUNTY 12+30000 —�— NOTES AT THE CONTRACTOR'S OPTION9METAL RAIL MAY BE EITHER ALUMINUM OR GALVANIZED STEEL IN ACCORDANCE WITH THE REQUIREMENTS OF THE GENERA� NOTES AND THE FO��OWING SPECIFICATIONS FOR THE A�TERNATE MATERIALS9HOWEVER9THE CONTRACTOR WILL BE REQUIRED TO USE THE SAME RAIL MATERIAL ON ALL STRUCTURES ON THE PROJECT FOR WHICH META� RAI� IS DESIGNATEDe UN�ESS OTHERWISE REQUIRED IN THE CONTRACT DOCUMENTS9THE CONTRACTOR HAS THE OPTION TO USE AN A�TERNATE TO THE 2 BAR META� RAI�o THE A�TERNATE RAI� SHA�� MEET THE REQUIREMENTS OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AND MUST BE �ISTED ON THE DEPARTMENT'S APPROVED PRODUCTS �IST (APL) UNDER "2 BAR METAL RAIL ALTERNATE"o ADJUSTMENTS TO THE CONCRETE PARAPET WILL NOT BE AL�OWEDo A�UMINUM RAI�S MATERIA� FOR POSTS9 BASES AND RAI�S9 EXPANSION BARS AND C�AMP BARS SHA�� BE ASTM B-221 A��OY 6061—T6o MATERIA� FOR RIVETS SHA�� BE ASTM B316 A��OY 6061—T6o RIVETS SHA�� BE STANDARD BUTTON HEAD AND CONE POINT CO�D DRIVEN AS PER DRAWINGo THE BASE OF RAIL POSTS90R ANY OTHER ALUMINUM SURFACE IN CONTACT WITH CONCRETE SHALL BE THOROUGHLY COATED WITH AN ALUMINUM IMPREGNATED CAU�KING COMPOUND OF APPRO�ED QUALITYo MATERIA� FOR SHIMS TO BE ASTM B209 A��OY 6061—T6o GA�VANIZED STEE� RAI�S MATERIA� AND GA�VANIZING ARE TO CONFORM TO THE FO��OWING SPECIFICATIONSo POST9POST BASES9RAILS9EXPANSION BARS AND C�AMP BARSo AASHTO M270 GRADE 36 STRUCTURAL STEEL — GA�VANIZED TO AASHTO M1110 RIVETSo RIVETS SHA�� MEET THE REQUIREMENTS OF ASTM A502 FOR GRADE 1 RIVETSo THE CUT ENDS OF GA�VANIZED STEE� RAI�ING9AFTER GRINDING SMOOTH SHA�� BE GIVEN TWO COATS OF ZINC RICH PAINT MEETING THE REQUIREMENTS OF FEDERA� SPECIFICATION MI�—P-26915 USAF TYPE 190R OF FEDERA� SPECIFICATIONS TT—P-6410 SHIMSo SHIMS SHA�� MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C AND SHA�� BE GA�VANIZED IN ACCORDANCE WITH AASHTO M1110 RAI� CAPSo RAI� CAPS SHA�� MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C AND SHA�L BE GA�VANIZED IN ACCORDANCE WITH AASHTO M1110 GENERA� NOTES RAI�ING SHA�� BE CONTINUOUS FROM END POST TO END POST OF BRIDGEo EACH JOINT IN RAI� �ENGTH SHA�� BE SP�ICED AS DETAI�EDo PANE� �ENGTHS OF RAI� SHA�� BE ATTACHED TO A MINIMUM OF THREE POSTSa FOR END OF RAI� TO C�EAR FACE OF CONCRETE END POST DIMENSION9SEE STANDARD NOeBMR2e CAP SCREWS SHA�� BE ASTM F593 A��OY 305 STAIN�ESS STEE�oWASHERS SHA�� MEET THE REQUIREMENTS OF ASTM F84q EXCEPT THEY SHALL BE MADE FROM ALLOY 304 STAINLESS STEELo CERTIFIED MILL REPORTS ARE REQUIRED FOR RAI�S AND POSTSo SHOP INSPECTION IS NOT REQUIREDo META� RAIL POSTS SHA�L BE SET NORMAL TO CURB GRADEo METHOD OF MEASUREMENT FOR METAL RAILSo FOR LENGTH OF METAL RAI�S TO BE PAID FOR9SEE THE STANDARD SPECIFICATIONSo CURVED RAI� USAGEo WHERE RAI�S ARE TO BE USED ON BRIDGES ON HORIZONTA� AND/OR VERTICA� CURVATURE THE CONTRACTOR MAY9AT HIS OPTION9HAVE THE REQUIRED CURVATURE IN THE RAI� FORMED IN THE SHOP OR IN THE FIE�Do IN EITHER EVENT9THE RAI� SHA�� CONFORM WITHOUT BUCK�ING OR KINKING TO THE REQUIRED CURVATURE IN A UNIFORM MANNER ACCEPTAB�E TO THE ENGINEERo TO INSURE FUTURE IDENTIFICATION OF THE FABRICATOR9A PERMANENT IDENTIFYING MARK SHA�� BE P�ACED ON EACH POSTe THE METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE APPEARANCE OF THE POST9BUT REMAINS VISIBLE AFTER RAIL PLACEMENTo SHIMS SHAL� BE USED AS NECESSARY FOR POST A�IGNMENTo A��OY 6351—T5 MAY BE SUBSTITUTED FOR A��OY 6061—T6 WHERE APP�ICAB�Eo MINOR VARIATIONS IN DETAI�S OF META� RAIL WI�� BE CONSIDEREDo DETAI�S OF SUCH VARIATIONS9IF DESIRED9SHALL BE SUBMITTED FOR APPROVALo GROOVED CONTRACTION JOINTS9�/2"IN DEPTH9SHALL BE TOO�ED IN A�� EXPOSED FACES OF THE PARAPET AND IN ACCORDANCE WITH ARTIC�E 825-10(B)OF THE STANDARD SPECIFICATIONSoA CONTRACTION JOINT SHA�� BE �OCATED AT EACH THIRD POINT BETWEEN PARAPET EXPANSION JOINTSoONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF PARAPET SEGMENTS �ESS THAN 20 FEET IN �ENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS �ESS THAN 10 FEET IN �ENGTHo STDo NOo BMR3 1'-2" 1 i/2„ N � � \ � PLAN �/q" ( TYPo) 5 ��2 „ � SIDE VIEW E�EVATION Oo375" � WIRE STRUT 4—BO�T META� RAI� ANCHOR (qq ASSEMB�IES REQUIRED ) �/q�� DIMP�E "B" �a \ H 0 � \ a -lo �DIMP�E "A" �/8 „ SECTION B — B DIMP�E EXPANSION BAR „A„ 13�8 , , TO FIT RAI� SECTION DETAI�S 7�32,� 9�32�� /z" �S C13 THREAD7 HOLE FOR �/2" � X 1" STAINLESS STEEL HEX HEAD CAP SCREW & 1�/16" OoDo9 17/32" IoDo9 I/ �� Ti iTr�v iei n ci i�n iTvn � N � N � 4" 3 I �3 2 , 7 16 � 2 I/3 2 � , ,� � � BAR SECTION �32„ �16 � ,� ----------------------------- � � ,� � 7�32�� 23/32„ C�AMP BAR DETAI� �4 REQUIRED PER POST ) N � � N N \ � 7/8" QS HOLES (PERMITTED CUTLINE ) RAI� CAP 1��q„ � `�� ,,,,�� ,.�` C A R '%, ,.� ��N�,,��,,,�<i��, : ��,o��ss,o,,,.�=; = =a SEAL �' - _ = Zo�� ; = � � �� : =;tiq�,,tic�NE,.��' ��; �i O �� ,','�� i�i i i i �� `�� DOCUMENT NOT CONSIDERED FINA� UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone, NC 1 828�355�9933 ❑ Tri-Cities, TN 423 �467 � 8401 ❑ Knoxville, TN Va ug hn & M e Ifo n 865�546 5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville, ❑ Char�eston,sC ■ NOrth Carolina 843•974•5650 828 253 2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3590 � Copyright p 2006 Vaughn & Melton, Inc. All Rights Reserved J 4 �q „ 3/4 I 5�3 2 � � �/8�� SEMI—E�LIPSE MAJOR AXIS MINOR AXIS SECTION PROJECT NOo HAYINOOD STATIONo SHEET 3 OF 3 1qSPo20q41o2 COUNTY 12+30000 —�— r�ar�v� CLAMP ASSEMBLY � � � � 7�g" � HOLES (PERMITTED CUT�INE ) FRONT P�ATE REAR P�ATE SHIM DETAI�S NOTE o SHIMS MAY BE CUT ALONG PERMITTED CUTLINE OR S�OTTED TO EDGE OF P�ATE TO FACI�ITATE P�ACEMENTo ��q" QS BOLT WITH �ED STEE� INSERTS ;�OSED BOTTOM TO WASHERo �� ASSEMB�Y q �q „ � NOTES STRUCTURAL CONCRETE ANCHOR ASSEMBLY THE STRUCTURAL CONCRETE ANCHOR ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS o Ao FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO M1699 GRADE 12�1q AND SHA�� HAVE A MINIMUM �ENGTH OF THREADS OF 2" FOR 3/q" FERRULESo Bo 4—%q" � X 2�/2" BOLTS WITH WASHERSo BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307o BO�TS AND WASHERS SHA�� BE GA�VANIZEDo AT THE CONTRACTOR'S OPTION9STAIN�ESS STEE� BO�TS AND WASHERS MAY BE USED AS AN A�TERNATE FOR THE 3/q" QS X 2�/2" GA�VANIZED BO�TS AND WASHERSo THEY SHA�� CONFORM TO OR EXCEED THE MECHANICA� REQUIREMENTS OF ASTM A307o THE USE OF THIS A�TERNATE SHALL BE APPROVED BY THE ENGINEERo Co WIRE STRUT SHOWN IN THE CONCRETE ANCHOR ASSEMB�Y DETAI� IS THE MINIMUM ALLOWABLE SIZE AND SHA�� HAVE A MINIMUM TENSI�E STRENGTH OF 1009000 PSIo AS AN OPTION9 A 7/6" � WIRE STRUT WITH A MINIMUM TENSILE STRENGTH OF 909000 PSI IS ACCEPTABLEo Do THE META� RAI� ANCHOR ASSEMB�IES TO BE HOT DIPPED GA�VANIZED TO CONFORM TO REQUIREMENTS OF AASHTO M1110 Ee THE COST OF THE METAL RAIL ANCHOR ASSEMBLY WITH BOLTS AND WASHERS COMP�ETE IN P�ACE SHA�� BE INC�UDED IN THE PRICE BID FOR �INEAR FEET OF METAL RAILo Fo BO�TS TO BE TIGHTENED ONE—HA�F TURN WITH A WRENCH FROM A FINGER—TIGHT POSITIONo THE CONTRACTOR MAY USE ADHESIVE�Y ANCHORED ANCHOR BO�TS IN P�ACE OF THE META� RAI� ANCHOR ASSEMB�Yo �EVE� ONE FIE�D TESTING IS REQUIRED9AND THE YIE�D �OAD OF THE %q" � BO�T IS 10 KIPSo FOR ADHESIVE�Y ANCHORED ANCHOR BOLTS OR DOWELS9SEE THE STANDARD SPECIFICATIONSe WHEN ADHESIVE�Y ANCHORED ANCHOR BO�TS ARE USED9BO�TS SHA�� MEET THE REQUIREMENTS OF ASTM F593 A��OY 304 STAIN�ESS STEE� WITH MINIMUM 759000 PSI U�TIMATE STRENGTHe NUTS SHA�� MEET THE REQUIREMENTS OF ASTM F594 A��OY 304 STAIN�ESS STEE� AND WASHERS SHA�� MEET THE REQUIREMENTS OF ASTM F844 EXCEPT THEY SHALL BE MADE FROM ALLOY 30q STAINLESS STEELo I/2�� I �q � 5 �16�� I �6 � � � '� � � \� �� ,� � RAI� STDo NOo BMRq 4 5�8 , � 4 5/R" �TT 2��q„ � 2��q„ � NOTES � 11" � GUARDRAI� ANCHOR ASSE � 1�/16" � HO�ES ( THE COST OF THE GUARDRAIL ANCHOR ASSEMBLIES WITH BOLTS9NUTS AND WASHERS COMP�ETE IN P�ACE9SHA�� BE INC�UDED IN THE VARIOUS PAY ITEMSo �/q" HO�D—DOW �O�D—DOWN � PLAN �o � � � GUARDRAI� ANCHOR ASSEMB�Y � GUARDRAI� ANCHOR ASSEMBLY � 7�a�� X 1,_4„ B( WITH ROl WASHERS (T` 1 ��4 �� I I V L L \ I I I o/ 1'-2" END VIEW GUARDRAI� ANCHOR ASSEMB�Y DETAI�S THE GUARDRAI� ANCHOR ASSEMB�Y SHA�� CONSIST OF A�/q" HO�D DOWN P�ATE AND 7— 7/8" QS BOLTS WITH NUTS AND WASHERSo THE HO�D—DOWN P�ATE SHA�� CONFORM TO AASHTO M270 GRADE 36oAFTER FABRICATION9THE HO�D—DOWN P�ATE SHA�� BE HOT—DIP GA�VANIZED IN ACCORDANCE WITH AASHTO M1110 BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M291e BOLTS9NUTS AND WASHERS SHALL BE GALVANIZEDoAT THE CONTRACTOR'S OPTION9STAIN�ESS STEEL BOLTS9NUTS AND WASHERS MAY BE USED AS AN A�TERNATE FOR THE 7/8" QS GA�VANIZED BO�TS9 NUTS AND WASHERSoTHEY SHA�� CONFORM TO OR EXCEED THE MECHANICA� REQUIREMENTS OF ASTM A307oTHE USE OF THIS A�TERNATE SHA�� BE APPRO�ED BY THE ENGINEERo THE GUARDRAI� ANCHOR ASSEMB�Y IS REQUIRED AT A�� POINTS WHERE APPROACH GUARDRAIL IS TO BE ATTACHED TO THE END OF THE PARAPETeFOR POINTS OF ATTACHMENT9SEE SKETCHa AFTER INSTA��ATION9THE EXPOSED THREAD OF THE BO�T SHA�� BE BURRED WITH A SHARP POINTED TOO�o THE VERTICA� REINFORCING BARS MAY BE SHIFTED S�IGHT�Y IN THE END POST TO C�EAR ASSEMB�Y BO�TSo THE 1�/q" Q� HO�ES SHA�� BE FORMED OR DRI�LED WITH A CORE BITo IMPACT TOO�S WI�� NOT BE PERMITTEDo ANY CONCRETE DAMAGED BY THIS WORK SHA�� BE REPAIRED TO THE SATISFACTION OF THE ENGINEERo SKETCH � LOCATION OF GUARDRAIL ATTACHMENT � 1'-2" � END VIEIN P�AN (TWO BAR METAL RAIL) (END BENT 1 SHOWN9 END BENT 2 SIMILAR ON RIGHT SIDEo) �OCATION OF GUARDRAI� ANCHOR AT END POST � ❑ Boone, NC 828 355�9933 ❑ Tri-Cities. TN 423�467�8401 ❑ Knoxville. TN Vaughn & Melfon 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864�574 4775 Asheville, ❑ Char�eston,SC ■ North Carolina 843 974 5650 828 �253 •2796 ❑ Middlesboro, KY ❑ Raleigh, NC ❑ Charlotte. NC 606�248 6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770�627 3590 Copyright Q 2006 Vaughn & Melton, Inc. All Rights Reserved � END BE SHOINING POINTS OF ATTACHMENT `��,, � � � � � � �,,,,,, .�` � A R '% ,�` ��N,,��,,��i,y% `: ��,o��SSi Dy ,v�=, = �a SEAL � = = - - 2�777 - - =; tiq �-�tic� NE�� ;� -, �p �,�� , ,� ��'�� Y L . `N � ��`�� /IIII11\\�\ DOCUMENT NOT CONSIDERED FINAL UNLESS A�L SIGNATURES COMPLETED 1qSPo20qq1o2 COUNTY 12+30000 —�— PROJECT NOo HAYWOOD STATIONo (SHT 2a) STDo NOo GRA3 I 4" 4" I I T /l ii I T /l � � STDo NOo BOM1 � � JTo TO � JTo A�ONG —L— APPROACH SLABS � �AYOUT �OR OF REINFORCED C SQo COMPUTING AREA CONCRETE DECK S�AB �To = 39863) H w � a � � H H w c� a � cn SUPERSTRUCTURE REINFORCING STEEL �ENGTHS ARE BASED ON THE FO��OINING MINIMUM SP�ICE �ENGTHS SUPERSTRUCTURE EXCEPT APPROACH APPROACH SLABS PAQNDET BAR SLABS, PARAPET, SIZE AND BARRIER RAIL BARRIER RAIL COATED L-1NCOATED COATED �NCOATED #q 2,_�„ 1�_g�� 2,_�„ 1,_g„ 2,_g„ #5 2,_6„ 2�-2�� 2,_6„ 2�_2,� 3,_5„ #6 3,_�„ 2�-7�� 3'-10" 2'-7" q,_q„ #7 5,_3„ 3,_6„ #8 6,_10„ q,_7„ z 0 H � � � � � � z 0 � z 0 H � � � � � � z 0 � GROOVING BRIDGE F�OORS STAGE I STAGE II BRIDGE DECK STAGE I STAGE II TOTAL � TRANSVERSE 3�^„ CONSTo JTo L/2 �P OF SLAB TRANSVERSE CONSTRUCTION JOINT NOTEo REINFORCING STEEL IN SLAB NOT SHOWNo �ONGITUDINA� REINFORCING STEEL SHALL BE CONTINUOUS THRU JOINT ��,,, � � � � � ��,,,,�� .�` � Q R '% '``°��N� � �S�S i �oC �y �' `' �; oF E p'� ;-� ; = =� SEAL �= = = = 2�777 = - �: y ;`�`NGi N��Q�,: � .' --,9.� �---,,,,,,�� ,�,�� '� � Y L . � ��'`�`. �''��iii n ��`�� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED , ❑ Boone, NC 828�355•9933 ❑ Tri-Cities, TN 423•467•8401 ❑ Knoxville. TN Vaughn � �elfon 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville9 ❑ Cnar�eston, SC ■ North Corolina 843�974�5650 828•253•2796 ❑ Middlesboro,KY ❑ Raleigh, NC ❑ Charlotte, NC 606 • 248 • 6600 919•977•9455 704•357•0488 ❑ Atlanta,GA 770�627�3509 Capyright c0 2006 Vaughn & Melton. Inc. All Rights Reserved 354 343 1556 1556 :�• PROJECT SQeFTe SQoFTo SQeFTo SQoFTo S�oFTo Npo 1qSPo2044102 HAYINOOD STATIONo SHEET 2 OF 2 COUNTY 12+30000 —L— DETAI� STDo NOo BOM1 � � � JOINT�� '� � .\ 49'-9�/2" (OUT TO OUT) 25,_3i�q„ .� \ � ,� � 22'-103/8" (STAGE I) 20,_13�g" 2,_10„ 5,_713�6„ 2,_10„ 5,_713�6„ 3,_1„ 4,_g„ I q„ (TYPo) SEE DETAI� "A" —L— #4 S1 & S2 SHEET 5 OF 6 2'-9" � GDRo 1 ��, � GDRo 3 �� GDRa 2 Z►�� i � i i" i� i" �, ,,_----- , �, �, , , , , . � , �' ' . , --�------ --------- / i i . /, ; /, . /, ,,\1 . /,� �� ;�'��. � � ,�'�'� � ;�'��. �, i �, �, , . , . , , . . , . _-� - -- � - � -- � , ,_ ., ,_ , ,_ _ . , � , � � , , . �---�- =��— � �,-- -----�--�-----�---- -=�—r!��{�-- ---�----- ------� � -�. — !�� - r----t-- ----� -' -F--- ---- -- — t----�---------� ------ ------ --- - +--------- ------------ - - -- � — - -- C < . *.--- i----- rt- i--� �� < � i ✓ ` � i � � �\ i i � i � � � JTo ; � . � ��.i� � � . � ��.� i / i �y> \ / y ii / , i. �r: � � � �, � --------------------- /" � � /� �+ , " / ' � � � �� , ' � � � � � '------'� ' ' 1" EXPo JTo MAT'Lo O � � � � �, ��Q ,—J, w c� Q- � � �H� N C� � 8�_5i3�6„ 20�_23�6„ PLAN FILL FACE 8�_5i3�6„ o � � � � m � � N �WoPo #1 � WORKLINE 1'-5" 26'-11�/8" (STAGE II) 29,_8i�8„ 45 ° —00'-00" � ; � � � � �� Q NOTESo STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTSo BACKWA�� SHAL� BE P�ACED BEFORE APP�YING THE EPDXY PROTECTIVE COATINGo THE TOP SURFACE OF THE END BENT CAPS SHA�� BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANCE CURING COMPOUND METHOD SHA�� NOT BE USEDe THE TOP SURFACE OF THE CAP EXCEPT THE BRIDGE SEAT BUI�DUPS SHA�L BE S�OPED TRANSVERSELY FROM THE FILL FACE TO THE BACK FACE AT THE RATE OF 2%0 THE CONCRETE IN THE SHADED AREA OF THE WING SHA�� BE POURED AFTER THE JOINT BETWEEN THE DECK AND APPROACH S�AB HAS BEEN SAWED AND THE PARAPET IS CAST IF S�IP FORMING IS USEDa EPDXY COAT THE END BENT CAP AFTER ADJUSTMENTS ARE MADE TO BEARINGS AND ANCHOR BO�TS ARE GROUTEDo 2'-10" J � a o � � � � � Q m DETAI� „B„ N � J � �� 4,_g„ � � � �7 22'-103/8" (STAGE I) z H � � � � � z � � � �- BOTTOM OF #4 "S" BARS CAP LEVEL SPLAYED AS SHOWN 9 "� (TYPe) #4 U4 � � (2 BAR RUNS) � ,N �� 6„ � ,� � `` ��,��CA�,,,,� � ---+,--- •�`,�N Rp ''. i I i i i -�f�- -Lf�- i � � -L—��- � , � � � �, � r r I i i. i..� i i i i i i i. i i -----T-r r------- -------------�--�--;------- � � I I 4—#4S7 � I � I � # „ „ � #4B6 BARS � � � ,_ „ ,_ „ ; � ; D BARS B � (EAo FACE) � (TYPILA) � � 2 g 3 0 , #4 S3 & S4 I (2—BAR RUNS) I j w� I � � # � J Z ' i ' i i i 8— qB6 / I I �OVER PI�ES) � o n�� I � I� � 103/q" DIAo MICROPI�ES 2 A 3 6'-0" C� p� �- H �w 6,_�„ q E�EVATION WING NOT SHOWN FOR CLARITYo (SEE SHEET 6 OF 6 FOR MICROPI�E CONCRETE CO��ARS) ' �g„ 3„ 5 0 �� `��ii�i�� ,'�� ; �°,.o��ssi o�;�.� =; - �a SEAL �'_ - = = 20777 = = '; ti �-F�I,G� NE�Q•�� ; �iQ� ��iii�� \�`� ��'� � Y L . `N �`;•�`• '��IIII111\\\\\ DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED VIE D—D � ❑ Boone, NC 828•355•9933 ❑ Tri-Cities, TN 423•467•8401 ❑ Knoxville, TN Vaughn � �e��n 865 �546 5800 Consulting Engineers � Spartonburq, SC 864•574•4775 Asheville9 ❑ Cnar�eston, SC ■ North Corolina 843•974•5650 828 �253 •2796 ❑ Middlesboro, KY ❑ Raleigh, NC O Charlotte. NC 606�248�6600 919 • 977 • 9455 704 • 357 • 0488 O Atlanta, GA 770�627�3509 Copyright OO 2006 Vaughn & Melton.lnc. AIIRights Reserved E�EVATIONS LOCATION ELEVo A� 1q07o35 �B 1q11e85 C� 1q11e97 OD 1q11e85 ED 1q12o19 OF 1q12o07 G� 1q12o35 � 1q18o13 � 1q16o46 O 1q16o99 PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 1 OF 6 N # � � 0 � 2—#4 K2 — C� 9" CTSo (EAo FACE) � # 4 S 1& S 2 OC D �- -- ----- ,.- ��, -------------`------------- M E C H A N I C A � S P � I C E � ,'� — ---- � (TYPo #9 „B„ BARS) ,, E"� . 22—#5V1 C� 1'-0" CTSo (EACH FACE) 22—#4U1 Ca� 1'-0" CTSo /q 5—#4K1 � 1'-0" CTSo (2—BAR RUNS) 3„ 26'-11�/8" (STAGE II) — i (EACH FACE) WORKLINE OO J SPLI ME NTYPo) Oo026 � ---------------------------- T0 P 0 F i-------------�-------------- MICROPI�E SEE DETAI� "B" �_ E�o 1409035 i ------------�-------------- CONSTe (TYPo) i CONSTo JTe J T o # q B 5 U N D E R # 4 B 6 �-------------�- ----------- B 5_#g ��g�� OVER PILES C� 4'-0" CTSo E i � B A R S ( 6 R E Q' D I N S T A G E I) i----------- _�-------------- F � � 1 0 MINo ; — — — — — — — L � — — — r �----------------- --------- ----------- --- ------ --- — ------ ------ -- --s-------L-- ----------- . I , � �. -----F--------°----- , , � � �� I '------- -' � ; � � � � � � i ;-----------,�------;------- 2, 5„ MINo # � � � - � � - i � � � SPLICE (TYPe) � � - ----------- ---;------- o i � � '_-' � � ��, � #4 S5 & S6 i •, � � . , ; ' , , , , i � �.; , ; � � � � � i� � � � � �.,T.� -- - ----------- �- --� - 10—#4S1 & _I S2 � 6" CTSo (TYPo) g�� (TYPe) 6'-0" q—#qS1 & S2 � 6" CTSe 6'-0" 19'-10� ��i6�� 5�-49�6„ 6'-5i5 „ �6 �" � �_#/II I`� � �" q9'-9�/2" (OUT TO OUT) 29,_8i�8„ 22'-103/8" (STAGE I) � GDRo 3 � -� i � ,� / / �--------- --------------- � i �" �� / I i � / � � ------ �� ----- ---------� � I -1� --- ------------L 5�_qi3�6�� _ _ 2'_10„ _ _ 5�_713�6„ 2,_g„ 6 � � —L- 26'-11�/8" (STAGE II) 2'-10" 4,_g„ (TYPJ 3,_g„ 45 ° —00'-00" ,' � I� I � � GDRo q � GDRo 5��,� � ,------�\ � ,�� . ,�� , , , -., � � , , � ;i;;�,�. , ., , �� - � "� j� ,'_'� � , , , ----- --�-T-�- -�--�----------�-- , ---- ti---r--------- `--- -----.- - — --- ------ ---------7 - � i �---- � i � � . � ._ /� � �%y� _, .� �� ,r. i i �� i i i � � � o as � � � WoPo #1 � � v� Q �Hw � �- J � �H� N c� � 7�_�7/8,� WORKLINE FILL FACE � � �m � � N 8�_5i3 „ �6 19'-11" 10%q" DIAe MICROPILE 10 1- �O ; � � M ,� � � � , � � \ � � � � NOTESo STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTSo BACKWA�� SHAL� BE P�ACED BEFORE APP�YING THE EPDXY PROTECTIVE COATINGo THE TOP SURFACE OF THE END BENT CAPS SHA�� BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANCE CURING COMPOUND METHOD SHA�� NOT BE USEDe THE TOP SURFACE OF THE CAP EXCEPT THE BRIDGE SEAT BUI�DUPS SHA�L BE S�OPED TRANSVERSELY FROM THE FILL FACE TO THE BACK FACE AT THE RATE OF 2%0 THE CONCRETE IN THE SHADED AREA OF THE WING SHA�� BE POURED AFTER THE JOINT BETWEEN THE DECK AND APPROACH S�AB HAS BEEN SAWED AND THE PARAPET IS CAST IF S�IP FORMING IS USEDe EPDXY COAT THE END BENT CAP AFTER ADJUSTMENTS ARE MADE TO BEARINGS AND ANCHOR BO�TS ARE GROUTEDo 2'-10" DETAI� "B" q,_g„ PLAN 22'-103/8" (STAGE I) WORKLINE MECHANICAL SPLICE (TYPo #9 BARS) CONSTo JTa 26'-11�/8" (STAGE II) . .. 21—#5V3 C�c 1'-0" CTSo (EACH FACE) 21—#4U5 � 1'-0" CTSo 5—#qK3 na 1'-0" CTSo (EACH FACE) 2'-5" MINo SP�ICE #qB12 UNDER #qB13 (MINo) OVER PILES C� 4'-0" CTSo Oa028 �6 REQ'D IN STAGE II) � � 8 ��2 �` SEE DETAI� "A" SHEET 5 OF 6 5�—��8�� _ � 5,_65�8„ 2— #4 K4 C� 9" CTSo (EAo FACE) ----- --- ----------------I--- --------- B � ---------------i--- -------- 14—#4U6 C� 1'-6" CTSo (P�ACED AS SHOWM i � --------- ----------------i---- ------- - 1'-0" MINo M SEE DETAI� "B" 0 ______ _ f CONSTo --------- ------ -------- ---- N J T e L --------� --------------- ---- , --- ---L=,------ — -----J ---- — L-------------- , � � "��""J ------}------� _ _ _ _ _ _ _ _ _ _ r _ j i i i �� >- ;�-----� --�:--� � , , , , , r------r-1- -- , . ' ' ' ' � ' ' � �'- - � � � � � --- " � � i #4B12 __-J____ __J____________ _ __ _________ � � � , � � � � � � - ___�_____ __a___i________ ___________' m \ J i T�_-� l� i � f I � / � � ,� �_ ,� �_ �� ,;� ,�� ,�� , � � � � � ---�-,--- -�y------------1 � � I � � I � —�� .-��' ii ii I i � i r r ---�-r--r -�-�------------ --- i i i i i -----�--, -r---------� -- � I ; „ � j � #4B13 � � j � 2,_g„ 3,_�„ � 4— #4 S14 � � BARS � ' (TYPo EAo PILE) ,� , � � ' �� I w�- � (EAo FACE) � i i � �, � �z � � � � j; 5-#qS10 & I I �� I B� I �__-, _� S11 C� 6 CTSe7 � �� 3„ � 10%q" DIAo MICROPI�ES 6'-0" 9" (TYPJ 10—#4510 & S11 C� 6"CTSo (TYPa) 6'-0" �w� N Umv H � W 9" (TYPJ 6'-0" 4_#g „B„ � BARS I 6'-0" E�EVATIoN WINGS NOT SHOWN FOR CLARITYa (SEE SHEET 6 OF 6 FOR MICROPI�E CONCRETE CO��ARS) TOP OF MICROPI�E E�o 1409035 (TYPo) 4_#4 „B„ BARS #4 S12 & S13 �#4U9 #4U9 BAR 5_#g „B„ BARS E L 8—#4 B13 (OVER PI�ES) 2_#q „s„ SP�AYED AS SHOWN � N \ # � � � � � � o � , � � # � N C[ I � Lf� � � 0 BOTTOM OF CAP �EVEL E � � J �- � � �e n i i � #4 U8 VIEW E—E \\��1111111///// ��.�` N C A R� '%, \. �� ,��,,, �i �'% \ �� O��SS/ � ;'Ly � � � = =� SEA� �= = _ ; 20777 � _ ; : ; , Q: : , : ti ��`�tic� N��,�� : ,q�, � �. % �'�� , �• ��'�� Y L a `N � ��`�� `�� DOCUMENT NOT CONSIDERED FINA� UN�ESS A�� SIGNATURES COMP�ETED � ❑ Boone, NC 828�355•9933 ❑ Tri-Cities, TN 423•467•8401 ❑ Knoxville, TN Yd�1qhn & Me110n 865 •546 •5800 Consulting Engineers � Sportanburg, SC 864•574•4775 Asheville, ❑ Charleston, SC ■ North Carolina 843�974•5650 828 �253 •2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte. NC 606�248�6600 919 • 977 • 9455 704 • 357 � 0488 ❑ Atlanta, GA 770•627•3509 Copyright cQ 2006 Voughn & Melton, Inc. All Rights Reserved ELEVATIONS �OCATION E�EVo �K 1407035 � 1412023 OM 1412050 ON 1412038 O 1412065 �P 1412053 O 1417055 �R 1419022 PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 2 OF 6 #4 S10 & S11 � �� Q _ � -r �" I �_#�i i� I �" FILL FACE "V" BARS 16'-2" 6�_6ii�i6„ 30'—gii�i6„ P�AN — INING IN1 � # � C d ., . . 24— #5 V2 c� 1'-0" CTSe (EAo FACE) X A A � w C� Q LL J J H LL N _ � # � � 2 SPAo Ca� 6 " SECT ION A—A PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo SHEET 3 OF 6 E�EVATION — INING IN 1 MICROPILE � A ��,, � � � � � � �,,,, .�` .�H � A R p %, ,•� � ��,, � � �,,, <,�., : 0 � i : ��`��SS/ ��i�.� : = 'a SEAL �' - - - 2�777 - - '; ti "n�-FNG� NE�� :' ��iQ'r ��ii�� \�� '� � Y L . � ��'.�`. '��/IIIIII��``` DOCUMENT NOT CONSIDERED FINA� UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 12+30000 —�- 1'-1�/2" � � 2,_3„ (TYPJ 2q,_3„ 8,_1„ 0 � � � < � � L C a � � � # � CONSTo JTo IGH BoBo SECT ION X—X FIL FAC 1'-0" � " (� I _ I I #5 v� C� 1 �" C;TS� �,_�„ �,_�„ 20- #5 V4 C� 1'-0" CTSo (EAo FACE) A � 3-#6 S16 C� 4" CTSo c 2" C�o (TYPJ #q H4 2" C�o (TYPo) i� � N �° �, C� � ,, �° �� o ,, � � � s� \ FILL �1 � FACE O;S ��s �� o. #q H3 #5Vq 3-#6 S15 BARS � 1O3�q" DIAo MICROPILE 7,_3„ I 1 2,_3„ (TYPe) I I� 21'-9" 14'-6" 27,_�5/8„ A � � � � N � 1,_1i�2„ P�AN — INING IN2 A ��- #5 \/q n 1'-n" �'T�_ (FQ_ FQ�'F) � L1 L < L1 � L � � LL � � c # �S IN � A Y ELEVATION — INING W2 5,_35�8„ � �. ----� N # � � O � # � � 0 � 1'-0" I I � " (� I _ FI� FAC #5 „�„BA CONSTo JTo 3" HIGH E �1 � � � L J � � L � L � � i 9 � rr rr SECTION Y—Y 2,_3„ 1,_�„ SECTION A—A I�� CE 2 SPAo � 6" PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 4 OF 6 `\`��IIII111/��/'' .�`.�N �ARp %, ,.� � ��„� � �,,, ��y., : ��.0��5$/��•� .� :� = =� SEAL �� = _ = 20777 = _ � � ��: � : �; ti,q� ;,�GI NE��,� �`�� i O ��iii�� `� ��'�� Y L . `�i � ��.�. '��IIII111��\` DOCUMENT NOT CONSIDERED FINA� UN�ESS A�� SIGNATURES COMP�ETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved � 12 j � 10%q" DIAo � MICROPI�E 1'-0" � � �, #4 U1 � 2"C�o m � i� w i N z H � v� � � -- FILL FACE � o W � � �' a 2" C L o � _ � U � Q � w #5 V1 — # � � 5_#g „B„ � � N i �a ��/ 8-#4B6 C�a 4"CTS L��CLo OVER PI�ES (2-BAR RUNS) # (2'-5" MINo SP�ICE) 4 S1� 4_ #g „B„ SPAo AS SHOWN 1'-0" � � �, #4 U5 � FILL FACE� 2" C�o #5 V3 CONSTo JTo � ' #q S2 `�� ---- ---------- � � � / �� S I 1,_3„ 1'-1��2�� 1�-1��2�� 1,_3„ " 'f________________I �--- ---- , �, � � �� '� � � � a '� ' � ' �` � � � � � �; � � � � � � �� ' �� — — �I� � �� i �� a_ua c� ;i� � ELEVATIONS BETWEEN BRIDGE SEAT BUI�D—UPS ARE TAKEN AT THIS POINTo � � m�w #4 B5 �-' Q ; o # o � �o z � H I � Q � � 2" CLo ~ 'Y' w Q z @ `" �� , w � -o � � o r� @ N m i� � � ; w � � 3" HIGH BoBo —� MICROPI�ES 5_#q „g„ m � w 5—#q „g„ i N z H � 5_#g „g„ 8—#4B13 � 4" CTSo OVER PILES � � N �� L� ��j ��ti �� 2"C�o #4 S10� 4_ #g „B„ SPAo AS SHOWN � � � L � � � � ' #4U6 � � � �� `�S �� p ��,� • � • � • � � P��O p�f9 p�� •� •� •� ��o �� i 6� , #4511 1,_3„ 1'-1��2�� 1�-1��2„ r '"i • • • • • • i'• —��----- -----"�� f________________I � __, --- � ----,,----� � � � � �� ' '' ' � ti � �� ti � � �; � � � � � �� ' '' ' �9 � � � �� I �� — _ � �I� I � � �� ,� � � �� L' I � �� 1,_3„ � ' �� E�EVATIONS BETWEEN BRIDGE SEAT BUI�D—UPS ARE TAKEN AT THIS POINTo � �2 � \I� �9��—#qB12 r�, v� --� �, � W #4B12 °� �' Q � O � # i e �, a � W 2" C�o z r� � � ' Q w � � —� � � � i 0 r� @ c� � � � � � w �' 3" HIGH BoBo —� MICROPI�ES GRADE TO DRAIN BAGGED STONE AND PIPE SHA�� BE P�ACED IMMEDIATE�Y AFTER COMP�ETION OF END BENT EXCAVATIONo PIPE MAY BE EITHER CONCRETE9CORRUGATED STEEL9CORRUGATED ALUMINUM AL�OY90R CORRUGATED PLASTICo PERFORATED PIPE WI�� NOT BE A��OWEDo BAGGED STONE SHA�� REMAIN IN P�ACE UNTI� THE ENGINEER DIRECTS THAT IT BE REMOVEDo THE CONTRACTOR SHA�� REMOVE AND DISPOSE OF SI�T ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEERo BAGS SHA�� BE REMOVED AND REP�ACED WHENEVER THE ENGINEER DETER— MINES THAT THEY HAVE DETERIORATED AND �OST THEIR EFFECTIVENESSe NO SEPARATE PAYMENT WI�� BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERA� PAY ITEMSo TEMPORARY DRAINAGE AT END BENT ��—� n„ 13�q" Q� x 2'-1" ANCHOR BOLTS TO PROJECT 7" �ABOVE TOP OF CAP � N SECTION A-A SECTION B-B �9 i � 0 � CE FILL FA c � � MICROPI�E DETAI� (TYPo EACH MICROPI�E) ANCHORAGE PLATE � MICROPI�ES ORCEMENT I . ASING EDGE OF � C SECT ION F-F TEE� CASING REINFORCEMENT CEMENT GROUT FILLED ANNULUS VLIVILNT GROUT 6" ( MINJ PIPE FOR DRAINAGE MINIMUM OF 3— ONE CUBIC FOOT BAGS OF #78M STONEo BAGS SHA�� BE OF POROUS FABRIC9SECURELY TIEDe ---�---�- J----�---l---- �� TOE OF SLOPE ` ��,, � � � � � � �,,,,,, ,. C A R ',. : �`°��N��S�Si'��ti�', .� , ,, 9 ; ' a SEAL ��- = _ = 20777 = = ' � �� ;: ; '; tiq� ,,;�c� NE,,,�� ;� 'i�� Q ��ii�� \��\`�� '�� i�i i i i i� `��`` DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED HAYINOOD sTATIoNo 12+30000 SHEET 5 OF 6 � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved )44102 COUNTY -L- 4-#4 �14 � �I� I 10,_g7�8„ 3,_g„ 7,_07�8„ NOTESo STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTSo BACKWA�� SHA�� BE P�ACED BEFORE APP�YING THE EPDXY PROTECTIVE COATINGo THE TOP SURFACE OF THE END BENT CAPS SHA�� BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANCE CURING COMPOUND METHOD SHA�� NOT BE USEDe THE TOP SURFACE OF THE CAP EXCEPT THE BRIDGE SEAT BUI�DUPS SHA�� BE S�OPED TRANSVERSELY FROM THE FILL FACE TO THE BACK FACE AT THE RATE OF 2%a THE CONCRETE IN THE SHADED AREA OF THE WING SHA�� BE POURED AFTER THE JOINT BETWEEN THE DECK AND APPROACH S�AB HAS BEEN SAWED AND THE PARAPET IS CAST IF S�IP FORMING IS USEDo � � � C i \_ 2'-10" DETAI� „B„ 4,_g„ VIEIN D—D �n ii� PLAN 27'-5�/8" (STAGE I) 2— #4K2 � 9" CTSe (EAo FACE) 1,_1i�2„ 4'-10�/8" , � 18—#5V1 nd 1'-0" CTSo (EACH FACE) 18—#4U1 C� 1'-0" CTSo 5—#4K1 C� 1'-0" CTSo (EACH FACE) �# � � � � � 0 � � TOP OF MICROPILE E�o 1408079 (TYPo) 5—#g — "B" BARS �— D Z �, � � #4S5 & S6 � � ' o #4S3 & S4 � � �� #4S1 &� S2 D � : . , , ; F . , , , , � i , , , , ; � , � r 1 ; q—#g — "B" BARS -BOTTOM OF CAP �EVE� #q "S"BARS LAYED AS SHO� � 103/4" DIAo MICROPI�ES �A CONSTo #qB5 UNDER #4B6 JTo OVER PILES C� q'-0" CTSo SEE �6 REQ'D IN STAGE I) DETAI� „B„ --- ---- � D � ,,- ., , , � � � • r i � I � I 1 � 2—#4B6 (EAo FACE) (2 BAR RUNS) g„ g„ (TYPo) (TYPJ� 10—#qS1 & S2 �a 6" CTSo (TYPo) 6'-0" •�� i � I � I 2 Oo018 . i � 1'-0" MINo ! CONSTo JTo -----------�MECHANICAL SPLICE (TYPo #9 "B" BAR) �� I 4—#4S7 j j (TYPe EAo � � PILE) � � j 8—#4B6 � � (OVER PILES) , (2 BAR RUNS) , 3 E�EVATIoN WING NOT SHOWN FOR C�ARITYo (SEE SHEET 6 OF 6 FOR MICROPILE CONCRETE CO�LARS) � �---- ---- -------------- ----- --------�.----- � �. � . ,, � , � ,, � � '----------- �------1- � �------ 2' — 5" M I N o i� ' ______ SPLICE (TYPo) � � - ----------- `------;- � - � II _�___ _�_� i' � ' '' � � �r-- --�i - ----------- �-- --�+------- I I •L__ I�I , �-- , II .�__r__,_� � ----- r r------- """�"" """" � j � 2,_3„ � � � � � � �� i i i � i i i i I i � � � � � � � � � � ' —'i,--'- 3" 5,_3„ g„ 6'-0" 5 #4 U4 ��,,��,,,, .�`�� A R �''% ,�` �'�N�, � � � �,,,�<i�., ;�°,.o� ES s i o�,, q=; = �a SEAL ��_ = = = 20777 = = ;� yq�F`,yG� N��; \�;; ., o ,,,�,,,, �,�, ,, ','�� Li i i �� `��```` DOCUMENT NOT CONSIDERED FINA� UN�ESS A�� SIGNATURES COMP�ETED N � J � ' � # O � t � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved E�EVATIONS LOCATION ELEVo A� 1406079 �B 1411029 CO 1411e41 O 1411e29 O 1411056 OF 1411044 O 1411071 O 1417061 �I 1415094 O 1416031 PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 1 OF 6 �., A w� J Z H W ^ o �� oo� �w� N U�� H � �w 6'-0" 2'-5" MINo SPLICE (TYPJ I g �� f� 5—#4S1 & S2 � 6"CTSo 6'-0" � 22'-5�/8" (STAGE II) 3„ WORKLINE �� #q S3 & �" I �-#al 17 � �� NOTESo STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTSo BACKWA�� SHA�� BE P�ACED BEFORE APP�YING THE EPDXY PROTECTIVE COATINGo 103/q" DIAo 1\ MICROPI�E o, O i�� THE TOP SURFACE OF THE END BENT CAPS SHA�� BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANCE CURING COMPOUND METHOD SHA�� NOT BE USEDo THE TOP SURFACE OF THE CAP EXCEPT THE BRIDGE SEAT BUI�DUPS SHA�L BE S�OPED TRANSVERSELY FROM THE FILL FACE TO THE BACK FACE AT THE RATE OF 2%0 THE CONCRETE IN THE SHADED AREA OF THE WING SHA�� BE POURED AFTER THE JOINT BETWEEN THE DECK AND APPROACH S�AB HAS BEEN SAWED AND THE PARAPET IS CAST IF S�IP FORMING IS USEDe J � Q O � i � � C� a m � � i Q � � U i � CONSTe ------- / / � GDRo 3� -� .� , 27'-5�/8" (STAGE I) 21—#5V3 � 1'-0" CTSo (EACH FACE) 21—#4U5 � 1'-0" CTSo 3,_g„ 49'-10�/q" (OUT TO OUT) PLAN 7„ WORKLINE ----------------------------------r- T0 P 0 F ---------------------------------- i--- -- ----- MICROPI�E � ----- E � 0 14 0 8 0 7 9 ------ --------------------------- --- -- i (TYPo) � ---- ----------------------------- MECHANICAL SP�ICE i (TYPo #9 BAR) ---------- ----------------------- ---------- i - -------- r----------------- ------------- --� t-------�------�r � � � � _____________yi____i___ti__1______Y�_� _ __ � I � I I �I � I ' I � I I I I I I I I I I I _____-------1--- --_-1-----------L - ---____ I I I I I I I � � � � � �� ------------�----- --�-----------�,- --------- i i i i i i i i•' , i i � i i i i i I i ,�--�� i i ------------�-,--- --i-i-----------i� i i�i i I i i i �.� r.i i I i. ii i -� ------------�-r-- T-----------r - -- i 3" � 2,_3„ I I I I 5— #q S10 & S11 C� 6" CTSo d (TYPa) � 103/q" DIAo MICROPI�ES � STAGE I 6'-0" ,_o„ . . � � g„ O STAGE II B Oe018 22'-5�/8" (STAGE II) 5—#4K3 na 1'-0" CTSo (EACH FACE) SEE DETAI� "B" ` 12—#4U6 C� 1'-6" CTSo (PLACED AS SHOWN) \ #q B12 UNDER #4 B13 OVER PILES � 4'-0" CTSo— (6 REQ'D IN STAGE II) 0 ,� -� - - '�- - ,, .;� T � � I � � B w� Jz i--� w -- O �� I � 0 � �w� N Umv H � W 9" _ (TYPJ 6'-0" O O �— E�EVATION WINGS NOT SHOWN FOR CLARITYo (SEE SHEET 6 OF 6 FOR MICROPI�E CONCRETE CO��ARS) 7" -- �� I I I I O 6,_�i�8„ �� 5_#4 „B„ BARS 5_#g „g„ BARS 1 / BOTTOM OF CAP �EVEL � #q "S" BARS SP��AYED AS SH N >12 & S13 15�_4g�6„ 2— #4K4 C� 9" CTSa (EACH FACE) CONSTe JTo E #4U9 BAR E N � # � � � � � o � \ � �� \ # � � � � � � #4 U8 2'-10" DETAI� 4,_g„ „B„ N � J � � � � � �n ii� VIE E—E `��,, � � � � � � �,,,,, �.�` C A R '%, ,�` ��N,,, � � � �,,�l�,y% � ��:oFEssi p'�;y', = �a SEAL � = = � � �0�� I � � /' n• �� . ti �;,tic� NE .�� ,, --,Q� ��--„�„�,. �.,,. ��'� � Y L . � ��.�`. '��/lllllll\\\\\ DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved E�EVATIONS LOCATION ELEVo O 1406079 O 1411059 �M 1411086 �N 1411074 OO 1412001 0 1411089 O 1416031 O 1416067 � 1418034 PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 2 OF 6 `� '_ I__� \� I'/ i .I . � � I � � �2—#4B13 � (EAo FACE) � (2 BAR RUNS) I _ 4—#9 � "B" BARS 10—#4S10 & ' S11 � 6" CTSo (TYPo) g�� (TYPo) 6'-0" � � 4—#qS16 (TYPo EAo— PILE) 8—#qB13 (OVER PI�ES) (2 BAR RUNS) 6'-0" �" I �-#QI I� � �� 1'-0" I I 7" CI � O J � �' #4 H2— �' N J � N J V L 8-#5V2 C� 1'-0" CTSo (EAo FACE) 10'-0" 5,_35�8„ FILL FACE #5 „�„ BA CONSTo JTo P�AN — INING IN3 3"HIGH f �1 � � � a � � L C � � _ � # � �- E�EVATION — INING W3 N # � � 0 � # � � 0 � SEC T I ON 1��1 �l J � L � J � L � z � � � � � ,,,,,,,, �,,,,,,,, �.�`,�N C AR� '�,,� ,�` � ,,��,, �i �, : ��,o��SS� o�;'L '-; ' =� SEAL � 9 = = = Zo777 = = ; :, y ;,Fti�i N��; � ,; '%Q�Q �'��` �,��: ',��O�Y � � L� � � �� `�``• DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— HEET F 6 x f�—#5V� Ca� 1,_�„ �:TS� (FA� FA�:F) 0 � 1,_�„ 2,_3„ I 2,_3„ (TYPo) 14'-6" 5,_35�8„ 27�_O5�g�� 21'-9" P�AN — WING Wq A �n ++r � i n r. n i � n �T(— ir n r n �r� N # � � O � � # � � 0 � � � �: 6 C � � � # i n ELEVATION MICROPI�E �j A ING Wq 7,_3„ LJ � � L � � � L � Z � � � 9 � � � < � � L c � � � � � # � SEC T I ON FILL FACE CONSTo JTo "V" BARS IIGH BaBo 1'�'� ``��iiiiiiiiiiii ,.�`,�N CAR� '�,,� ,�` � ��,��,,, <iy., : ��,.o�ESSio�; y';, = =a SEAL �" = — � 2��77 ' _ i � � `C' �� ; ti �,, Nc, NE�-,�� ; ,,��q�O,Y, � �L � a � �; ��` ``� ,,, � � �,,, FIL FAC 2 SPAo C�a 6 " DOCUMENT NOT CONSIDERED FINAL UN�ESS A�L SIGNATURES COMP�ETED � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved SECTION A—A PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo HEET 4 OF 6 12+30000 —�- 1'-0" �" �' � _ I I � 1O3�q" DIAo �, MICROPILE� �, 12 '`� 1'-0" � � �, #4 U1 � 2"C�o � i� w � N z H � v� U -- FILL FACE � o W � � �' a 2" C L o @ _ � � � Q � w #5 V1 — # � � 5_#g „B„ � � N I �� / 8—#4B6 C�a 4"CTS L��CLo OVER PI�ES (2—BAR RUNS) # (2'-5" MINo SP�ICE) 4 S1� 4_ #g „B„ SPAo AS SHOWN CONSTo JTo � ' #q S2 `�� ---- ---------- � � � / �96��' `�� S I 1,_3„ 1'-1��2�� 1�-1��2�� 1,_3„ " 'f________________I �--- ---- , �, � � �� '� � � � a '� '' ' � � � � � � �� 9 � �� 6� 6� � �� ' �� — - �I� � �� i �� '� � �� a_ua c� ;i� � SECTION A—A ELEVATIONS BETWEEN BRIDGE SEAT BUI�D—UPS ARE TAKEN AT THIS POINTo #5 V3 � � N � � m�w #4 B5 �-' Q ; o # � LL �9 Z � H I � Q � � 2" CLo ~ 'Y' w a, z @ ��'_o� � o n�' � c� W i� m i � � � w � 3" HIGH BoBo —� MICROPI�ES 1'-0" � � �, #4 U5 � � ti 8—#4B13 C�a 4" CTS OVER PILES 2" C�o (2—BAR RUNS) (2'-5" MINo SP�ICE) #4 S10� � � � L � � � � � #4U6 � � p�`�� \�9 \�cp •� •� •� ��o �� i 6� , #4511 1,_3„ 1'-1��2�� 1�-1��2„ r '�i • • • • • • i'• -��----- -----"�� f________________I � , --- � ----,, � � � � � �� ' '' ' � ti � ''' � ti � � �; � � � � � �� ' '' ' �9 � � � �� I �� — _ � �I� I � � �� ,� � � �� L' I � �� 1,_3„ � ' �� E�EVATIONS BETWEEN BRIDGE SEAT BUI�D—UPS ARE TAKEN AT THIS POINTo � \I� � ,9 r�, v� --� �, � W #4B12 °� �' Q � O � # � e �, a �� w 2" C�o Q z �' @ �� w � -O � � o r�' @ N W i� m i � � � w �' 3" HIGH BoBo —� MICROPI�ES � � SECTION B—B FILL FA c � � MICROPI�E DETAI� (TYPo EACH MICROPI�E) ANCHORAGE PLATE � MICROPI�ES ORCEMENT I . 4_ #g „B„ SPAo AS SHOWN EDGE OF � C SECT ION F—F ASING TEE� CASING REINFORCEMENT CEMENT GROUT FILLED ANNULUS VLIVILNT GROUT ` ��,, � � � � � � �,,,,,, ,. C A R ',. : �`°��N��S�Si'��ti�', .� , ,, 9 ; ' a SEAL ��- = _ = 20777 = = ' � �� ;: ; '; tiq� ,,;�c� NE,,,�� ;� 'i�� Q ��ii�� \��\`�� '�� i�i i i i i� `��`` DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMP�ETED 0 � � � � N MINIMUM OF 3— ONE CUBIC FOOT BAGS OF #78M STONEo BAGS SHA�� BE OF POROUS FABRIC9SECURELY TIEDe 6" ( MINJ PIPE FOR DRAINAGE ----�— J----�---l---- ---�� GRADE TO DRAIN TOE OF SLOPE BAGGED STONE AND PIPE SHA�� BE P�ACED IMMEDIATE�Y AFTER COMP�ETION OF END BENT EXCAVATIONo PIPE MAY BE EITHER CONCRETE9CORRUGATED STEEL9CORRUGATED ALUMINUM AL�OY90R CORRUGATED PLASTICo PERFORATED PIPE WI�� NOT BE A��OWEDo BAGGED STONE SHA�� REMAIN IN P�ACE UNTI� THE ENGINEER DIRECTS THAT IT BE REMOVEDo THE CONTRACTOR SHA�� REMOVE AND DISPOSE OF SI�T ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEERo BAGS SHA�� BE REMOVED AND REP�ACED WHENEVER THE ENGINEER DETER— MINES THAT THEY HAVE DETERIORATED AND �OST THEIR EFFECTIVENESSe NO SEPARATE PAYMENT WI�� BE MADE FOR THIS WORK AND THE ENTIRE COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR THE SEVERA� PAY ITEMSo TEMPORARY DRAINAGE AT END BENT FI 1 BOLTS TO PROJECT 7"� ABOVE TOP OF CAP (TYPo) DETAI� "A" PROJECT Noo 14SPo2044102 HAYWOOD COUNTY sTATIoNo 12+30000 —�— SHEET 5 OF 6 � ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved 5_#4 „B„ � 5_#g „g„ � w � c� z H � FILL FACE� 2" C�o q—#4 �1 h � �li I NOTES o � \ �% \ EARTH BERM ELo 1406035 \ FILL FACE � — END BENT NOo1 \ .\ �_ `� . �� `\ �, �� r-- � —L— EARTH BERM \ E�o 1405079 � \ \ BRIDGE IoDo \� STA 12+30000 —�— \ .,,\ ��-- C�ASS II RIP RAP (TYPJ � .� \ � � ,, � q5 ° —00'-00" STA 11+62050 —�— WoPo #1 �-- --- --------- PLAN � � � � �� \�� \�\\\\ �\\ —�� \��\ \ �\�� . EARTH BER \. M E�o 1406035 \ .` � C� END BENT 1 N l0° l5' S0a6" E � 45 ° —00'-00" (TYPJ 0 � �� o� ��G �� FOR BERM WIDTH DIMENSIONS9SEE GENERA� DRAWINGe STA 12+97050 —�— WePa #2 ROCK ANCHOR RETAINING WA�� (SEE P�ANS) � �\ 45 ° —00'-00" � �� `� � � � �� EARTH BERM \\ �� E�o 1405079 PLAN C� END BENT 2 FILL FACE C�c END BENT NOa 2 1'-7" MINe BERM ;--, NORMAL TO CAP � � � � � � ; �-----, E�o 1408035 (EB1) � � o , � � � � , E�o 1407079 (EB2) � , , , � , � i r__� i i i i i ii i i � ' ' S�OPE 1�/20 1 � �__L__1__ i i i i i i V I I 2'-0" 1'-0" MINo EARTH BERM NORMAL TO CAP ,� 0 �� GEOTEXTI�E � SECTION BERM RIP RAPPED GROUND �INE � z I H � � ��„��,,,, ,.�`�N C A R� ''�.,, �� l ��ii� �/ �i : ��.O��SS/ �'�,yq �, = =a SEAL ��- = _ - 2�777 = - , � � � , '; ti% N�i NE� ,,: � ,' . qn i � \ . �i -7- ��i�� . ��'� � y L . `N ��`�. '��1111111��` ESTIMATED QUANTITIES BRIDGE C� RIP RAP GEOTEXTI�E STAo 12+30000 —L— CLASS II FOR DRAINAGE (2'-0" THICK) TONS SQUARE YARDS END BENT 1 220 240 END BENT 2 210 235 PROJECT Noo 14SPo2044102 HAYWOOD COUNTY STAT IONo , , ❑ Boone, NC 828�355�9933 ❑ Tri-Cities, TN 423�467 8401 ❑ Knoxville. TN Vaughn & Melton 865 •546 •5800 Consulting Englneers � Spartanburg, SC 864•574•4775 Ashevilleq ❑ Charleston, SC ■ North Carolina 843•974•5650 828 •253 �2796 ❑ Middlesboro. KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright c0 2006 Vaughn & Melton, Inc. All Rights Reserved � / 12+30000 —�— DOCUMENT NOT CONSIDERED FINAL UNLESS A�L SIGNATURES COMPLETED � \ M rn � 0 m TAILS �CH ETo 852 LBSo 1032 LBSo 903 Co Yo 107 Co Yo 1100 Co Yo EIGHT 198 211 423 610 821 LBSo 621 LBSe 900 Co Yo SP�ICE �ENGTHS BAR EPDXY �NCOATED SIZE COATED #q 2,_�„ 1,_g„ #5 2'-6" 2'-2" #6 3'-10" 2'-7" � .. .. . —SEE ARC OFFSETS DETAIL THIS SHEET — #5B6 (TOP OF SLAB) #6B10 (BOTTOM OF SLAB) �� N,� #5B3 (TOP OF SLAB)� 6B7 (BOTTOM OF SLAB) \ �--�a ��,�. UQ U� �� o �, �O ,� �'�''� @ ,� � � \�s a �' � c"� � � #qA2 o m o � � (BOTo 0�� a � � # o ,� SLAB) � � v � m ,�, #4A1— � (TOP OF a a SLAB) w �, � U — �� H � H � w � � o� a N � � c/� m � N � JOINT (� 5'-0" END BENT NOo 2 #5 B3 THRU #5 B6 C� 6" CTSe �'� , (TOP OF SLAB) ��, '�'� �� #� R7 THRI I#F R1 Q � .� �•� C� 6" C T S e �\ `� �� (BOTTOM OF SLAB) � ` �� `. ♦�� '\ N H ,\ �� •. \ , Q •\ •. �� •�� \.� ,� � •�`. �� 15'-�„ (ALONG -L-) �\ �`. `� �� ` g „ #4A1 C� 1'-0" CTSo � � 1'-3" (TOP OF SLAB)(2 BAR RUN) � „ `. #4A2 c� 1'-0" CTSo 9 #qA5 �� (BOTTOM OF SLAB)(2 BAR RUN) OR #4A6 �. �• � � o , „ �, #4A1 �. ``• TO SHORT �`,\\�� R #qA2 STAo 12+97050 -L- �. �� . CHORD SHORT �� WoPo #2 �'� �� CHORD � � � �` �`.� �•� STAo 11+62e50 -L- �• � `�, �� WoPo #1 �, ----- ---- � . #5B11 (TOP OF SLAB) #6B12 (BOTTOM OF SLAB) I� � � W J �H �Q � �� a m 15'-0" 14-#4A5 C� 1'-0" CTSa (TOP OF SLAB) 14-#4A6 C� 1'-0" CTSo (BOTTOM OF SLAB) \ � #4A5 �� (TOP OF SLAB) �—m�Q BEGIN APPROACH SLAB �a �`� STAo 11+48091 -L- �� @o ��N� m o0 0 # o `� � ��#� �.��o N N m m � �� U 14-#4A�3 c� 1'-0" CTSo (TOP OF SLAB) 14-#4A4 (� 1'-0" CTSo (BOTTOM OF SLAB) #4A4 \ (BOTo OF �� SLAB) \ ��j #4A3 � ; (TOP OF� SLAB) .`` .� .\ .`` .\ 3 9 3" �`��, � 45 ° -00'-00" �'� �``.` „ �`� \' (TYPo) 14-#4A3 C� 1'-0" CTSe „ �� (TOP OF SLAB) 3 `�`•� \\, 1q-#4A4 C� 1'-0" CTSo FILL FACE C� ��` \\ # (BOTTOM 0\ SLAB) �� 4A3 FILL FACE C� END BENT NOo 1 � \\�--�END BENT NOo 2 `� � OR #4A4 � �� `. � �\ `. .` '� �� ` � �`, � � �`, H w c� a � � � � Q 0 � � � � � H - #4A4 H (BOTe OF SLAB) 9�9� c� a �6 = � � � �� N \� �� i #4A3 � � � #4A3 � � (TOP OF � N `.� \ ` SLAB) � � �� JOINT C� � N � END BENT NOo .� END BENT NOo 1 OR #4A4 \� `� � N .� \ , 1 �N END BENT NOo 2 � �� CONSTo JTo � �� • �`. �CONSTo JTo \ � tSAWED OPENING FOR JOINT SEAL r_I / �� (`/l%ITT�II ini ic- i iTri i ri i n Tn i innrn I 3,_�„ �� SECTION THRU S�AB (TYPE II - STANDARD APPROACH FILL) 10'-0" :� SECTION N-N `�o, •I�S 1 �, 1,_3„ - #4A6 END APPROACH SLAB (BOTe OF STAo 13+11009 -L- SLAB) ,� -L- .. .. � � � 0 � 0 � � � � O � � � N 3�-105�6„ =� _� � � ----------�----- BEG APPROACH SLAB ��•�� REINFORCING STEEL � EPDXY COATED REINFORCING STEEL CLASS AA CONCRETE ,� � � ---- -------- -------------- �_ \�'� � JOINT ��,�END BENT #1 .� OUTSIDE EDGE OF APPROACH SLAB 3,_1i�2„ CURB DETAI�S � v� m � ^ � Q UQU� . J �� o ��N� m mo # o `9 � � ��#� a � � rn �- � m N N � � a 0 � � a w U � � �� N �--�Q UQU� , J_ �� o ��N� m o0 0 � o `9 � ��#� ��o N N m � � CURB ARC OFFSETS DETAI� END BENT #19 �EFT SIDE BILL OF MATERIAL BILL OF MATERIAL APPROACH S�AB AT EB #1 APPROACH S�AB AT EB #2 STAGE I STAGE I BAR NOo SIZE TYPE LENGTH INEIGHT BAR NOo SIZE TYPE LENGTH WEIGHT � A1 30 #4 STR 12'-8" 254 � A5 15 #4 STR 22'-11" 230 A2 32 #4 STR 12'-7" 269 A6 16 #4 STR 22'-8" 242 � B 1 2 8 # 5 S T R 1 3'- 1 1" 4 0 6 � B 1 2 8 # 5 S T R 1 4'- 6" 4 2 3 B2 28 #6 STR 13'-11" 585 B2 28 #6 STR 14'-6" 610 � B3 1 #5 STR 11'-5" 12 � B11 1 #5 STR 9'-9" 10 � B4 1 #5 STR 7'-10" 8 B12 1 #6 STR 9'-9" 15 � B5 1 #5 STR 5'-3" 5 � B13 5 #5 2 6'-10" 36 � B6 1 #5 STR 3'-1" 3 � B14 5 #5 STR 9'-9" 51 B7 1 #6 STR 11'-5" 17 � B15 5 #5 STR 14'-6" 76 B8 1 #6 STR 7'-10" 12 B9 1 #6 STR 5'-3" 8 � S1 22 #5 STR 3'-11" 90 B10 1 #6 STR 3'-1" 5 � S2 16 #6 1 4'-10" 116 REINFORCING STEEL � EPDXY COATED REINFORCING STEEL CLASS AA CONCRETE 896 LBSo REINFORCING STEEL � EPDXY COATED 688 LBSo REINFORCING STEEL 1006 Co Yo CLASS AA CONCRETE SLAB BARRIER RAIL STAGE II TOTAL BAR NOo SIZE TYPE LENGTH INEIGHT � A3 15 #4 STR 19'-9" 198 A4 16 #4 STR 19'-9" 211 S T A G E I I � B1 28 #5 STR 13'-11" q06 BAR NOo SIZE TYPE LENGTH B2 28 #6 STR 13'-11" 585 � A3 15 #4 STR 19'-9" A4 16 #4 STR 19'-9" REINFORCING STEEL 796 LBSo � B1 28 #5 STR 1q'-6" � EPDXY COATED g2 28 #6 STR 14'-6" REINFORCING STEEL 604 LBSe CLASS AA CONCRETE 900 Co Yo 17,_85�$„ 5'-0" 5'-0" 3'-105/6" _�_ � � � � ------------------�----- ��,, � ► � � � � �,,,, .�`��N � A RO ��''% ,• � ��, � � � � �,, <i % : ��,.o� �S S i o�,,'�y =; = - � SEAL � = - - _� _ _ _ = 20777 ; = _ ; _ ; F �� : ';tiq'�-,N�� NE,,��' .`�: -, � --, �,,,, ��, ,� °Y , ''��''��►��` � ```` � ❑ Boone, NC 828�355•9933 O Tri-Cities. TN 423•467•8401 ❑ Knoxville, TN Vaughn & Melfon 865 •546 •5800 Consulting Engineers � Spartanburg, SC 864 •574 •4775 Asheville, ❑ Chor�eston,SC ■ NOI'th Carolino 843•974•5650 828•253•2T96 ❑ Middlesboro.KY ❑ Raleigh, NC ❑ Charlotte. NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlanta, GA 770•627•3509 Copyright � 2006 Vaughn & Melton, Inc. All Rights Reserved DWNo BYo MAF DATEo 03/18 CHKDo BYo CBC DATEo 03/1g No. BY: DESo EGRo OF RECORDo CBC DATEo 03/18 � DOCUMENT NOT CONSIDERED FINAL UNLESS AL� SIGNATURES COMPLETED PROJECT NOo HAYINOOD STATIONo SHEET 1 OF 2 1qSPo20qq1o2 COUNTY 12+30000 —L— STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION RALEIGH BRIDGE APPROACH SLAB FOR FLEXIBLE PAVEMENT REVISIONS DATE: N0. BYa � DATE: SHEET N0. S-39 TOTAL SHEETS 40 8„ END OF CURB WITHOUT SHOULDER BERM GUTTER � � 1'-2" CO ( SECTION M—M CONS (LE\ SECTION L—L 15'-0" 5'-0" EDGE OF APPROACH SLAB 4—#5S1 C� 1'-0" CTSo � M� ��• • • \i N ' � � � . ; � � . .• • • ; M� 1'-2" q—#5S1 C� 1'-0"CTSo \ 1'-0" 7—#5S1 C� 1'-0" CTSo 5—#5B13 � � (FIELD BEND) 10'-0" 5—#5B14 5—#5B15 � � GUTTER LINE 7—#5S2 C� 1'-0" CTSa � c� � K� K� 9—#5S2 C� 6" CTSo � SECTION K—K 6" . 7—#5S1 C� 6" CTSo � 1'-5" P�AN OF BARRIER RAI� TRANSITION - �EFT SIDE (S2 BARS SHALL BE FIELD BENT TO MAINTAIN 2"C�EAR OF TRANSITION FACE) � CL,QJS ��p„ ST�NE ao cP FOR EROSION CONTROL aa o� �fl � ------------------------- TEMPo SLOPE DRAIN 2'-0"MINo —'I EARTH DITCH BLOCK APPROACH SLAB � � , � ;; , � � � � � 1'-0" �H FUTURE SHOULDER ----� --------- z /� R PZN � � H � � � �� c" � _ � E � zN� � GR P P tiP� ' C9 Z -� Q � � N `�' � � FLOIN LINE � EROSION RESISTANT MATERIAL END OF APPROACH SLAB 1'-6" MINe NOTEo IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB9 THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE DRAINo CONTRACTOR SHALL GRADE TO PIPE INLET AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWNo THE EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT PLANT MIX9 TYPE 1 OR TYPE 29 MIN� 2" DEPTH9 2) EROSION CONTROL MAT9 OR 3) CONCRETE, AS DIRECTED BY THE ENGINEERo THE SLOPE DRAIN SHALL CONSIST OF A NON—PERFORATED TEMPORARY DRAINAGE PIPE912 INCHES IN DIAMETERa P�AN VIEW .�`��N 11� A RO ��''�. �� i��i� �/ �i : �°,,o� �s s i o�,,tiq =; ' =a SEAL � = = = = 20777 = = ; ;F ��; ; = ti �, N N ,.� � : �- Q '��,,,��, �.,,, ��'?�� Y L . `N ��.�`. ��,�� DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED . � ❑ Boone, NC 828•355•9933 � Tri-Cities, TN 423•467•8401 O Knoxville, TN Va ug hn & M e If0 n s65•546•5800 Consulting Engineers � Spartanburg, SC 864•574•4775 Asheville, ❑ Char�eston,SC ■ North COI'011flp 843•974•5650 828•253•2796 ❑ Middlesboro.KY ❑ Raleigh, NC ❑ Charlotte, NC 606•248•6600 919 • 977 • 9455 704 • 357 • 0488 ❑ Atlonta, GA 770•627•3509 � Copyright � 2006 Vaughn & Melton, Inc. All Righ+s Reseryed J E�ASTOMERIC CONCRETE END ELASTOMERIC BENT CONCRETE � NOo (CUo FTo) 1 6e9 2 609 TOTAL 1308 \ � BASED ON THE MINIMUM BLOCKOUT SHOWNe PROJECT NOo 1qSPo20qq1o2 HAYINOOD STATIONo SHEET 2 OF 2 COUNTY 12+30000 —L— q,_�„ 12" MINIMUM SECTION S—S FILL SLOPE BRIDGE DECK 1 r v�ivi�� _� � OPENING SECTION C—C FOAM JOINT SEAL (PRE—SAINED ELASTOMERIC CONCRETE DIMENSIONS) GENERA� NOTES FOR BRIDGE APPROACH FILL INC�UDING GEOTEXTILE, 4"� DRAINAGE PIPE9 AND SELECT MATERIAL BACKFILL9SEE ROADWAY PLANSo GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE INITH THE STANDARD SPECIFICATIONS SECTION 1056e SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI)SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 10160 SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLABa APPROACH SLAB SHALL NOT BE CONSTRUCTED PRIOR TO COMPLETION OF THE BRIDGE DECKo THE JOINT SHALL BE SAINED PRIOR TO THE CASTING OF THE BARRIER RAIL AND END POSTo FOR THE 4" � DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGSa AREA BETWEEN THE ININGINALL AND APPROACH SLAB SHALL BE GRADED TO DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL BE PAVEDoSEE ROADWAY PLANSo WITH FOAM JOINT SEAL FOR FOAM JOINT SEALS9SEE SPECIAL PROVISIONSo THE NOMINAL UNCOMPRESSED SEAL WIDTH OF THE FOAM JOINT SEAL SHALL BE 2"a FOR ELASTOMERIC CONCRETE9SEE SPECIAL PROVISIONSo � JTo C� 1��/i6" C� 45° F_ ��END BENT #1 1g�6�� C� 60° F 13�g " C� 9 0° F SAWED OPENING FOR FOAM JOINT SEAL � A� BEVEL AS SHOWN` FROM GUTTER TO GUTTER ELASTOMERIC CONCRETE � � 1" FORMED OPENING _ � SECTION C—C FOAM JOINT SEAL ( EXPANSION ) _OCKOUT FOR _ASTOMERIC JNCRETE 2"SAWED OPENING FOR \ � JTo C� END BENT #2 I 4S o 1" FORMED OPENING _�' � SECTION C—C FOAM JOINT SEAL ( FIXED ) �� CAP FLOW LINE ONLY INITH � EROSION RESISTANT MATERIAL BACKFILL EXCAVATION HOLE AND GRADE TO DRAIN NOTEeIF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY AFTER THE BACKFILLING OF THE END BENT EXCAVATION9 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 STRUCTUREo THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLABe TEMPORARY DRAINAGE DETAI� TEMPORARY BERM AND S�OPE DRAIN DETAI�S (TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED) ELBOW TEMPORARY S�OPE DRAIN �ELBOW RAI� NOTES THE BARRIER RAIL ON THE APPROACH SLAB SHALL NOT BE CAST UNTIL ALL SLAB CONCRETE HAS BEEN CAST AND HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSIo WHEN FOAM JOINT SEAL IS REQUIRED,THE JOINT IN THE DECK SHALL BE SAWED PRIOR TO THE CASTING OF BARRIER RAILe ALL REINFORCING STEEL IN BARRIER RAILS SHALL BE EPDXY COATEDo �THESE S1 BARS SHALL BE INSTALLED9USING AN ADHESIVE ANCHORING SYSTEM9 AFTER SAWING THE JOINTo THE YIELD LOAD FOR THE S1 BARS IS 1806 KIPSo FIELD TESTING FOR THE ADHESIVE BONDING SYSTEM IS NOT REQUIREDo GROOVED CONTRACTION JOINTS9�/2"IN DEPTH9SHALL BE TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE 825-10(B)OF THE STANDARD SPECIFICATIONSoTHE CONTRACTION JOINT SHALL BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL EXPANSION JOINTSo ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTHo THE COST OF THE PARAPET TO BARRIER RAIL TRANSITION ON THE LEFT SIDE OF THE END APPROACH SLAB SHALL BE INCLUDED IN THE UNIT PRICE BID FOR 1'-2" X 2'-6" CONCRETE PARAPETo TOE OF FILL�" ��'"' "" � CLASS "B" STONE FOR EROSION CONTROL SECTION R—R � 3"EROSION RESISTANT MATERIAL OVER PIPE � EARTH DITCH BLOCK . \ �— ----------------- � 4S o FOAM JOINT SEAL� Q� BEVEL AS SHOWN � FROM GUTTER TO GUTTER ELASTOMERIC CONCRETE STDo NOo BASq csHT 3a� 5 ��2„ � JTo C� (TYPo) � � END BENT � `�' � STANDARD NOTES � DESIGN DATAo SPECIFICATIONS — — — — — — — — — — — — — — — — — �IVE �OAD — — — — — — — — — — — — — — — — — — — — AoAoSoHoToOo (CURRENT) SEE P�ANS IMPACT A��OWANCE — — — — — — — — — — — — — — — — SEE AeAoSeHeToOo STRESS IN EXTREME FIBER OF STRUCTURA� STEE� — AASHTO M270 GRADE 36 —— 209000 �BSo PER SQo INo — AASHTO M270 GRADE 50W —— 279000 LBSo PER SQo INo — AASHTO M270 GRADE 50 —— 279000 �BSo PER SQo INo REINFORCING STEE� IN TENSION — GRADE 60 ——— CONCRETE IN COMPRESSION — — — — — — — — — — — — CONCRETE IN SHEAR STRUCTURA� TIMBER — TREATED OR UNTREATED EXTREME FIBER STRESS — — — COMPRESSION PERPENDICU�AR TO GRAIN OF TIMBER EQUIVALENT FLUID PRESSURE OF EARTH 249000 �BSo PER S�o INo 19200 �BSe PER SQo INo S E E AeAoSoHoToOo 19800 �BSe PER SQo INo 375 LBSo PER SQo INe 30 LBSe PER CUo FTe (MINIMUM) MATERIA� AND WORKMANSHIPo EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIA� PROVISIONS9 ALL MATERIA� AND WORKMANSHIP SHA�� BE IN ACCORDANCE WITH THE 2018 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"OF THE NoCeDEPARTMENT OF TRANSPORTATIONo REINFORCING STEE�o � STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL BE HOT ROLLEDo CONCRETEo UN�ESS OTHERWISE REQUIRED ON P�ANS9C�ASS A CONCRETE SHA�� BE USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THATa C�ASS AA CONCRETE SHA�� BE USED IN BRIDGE SUPERSTRUCTURES9 ABUTMENT BACKWALLS9AND APPROACH SLABS9AND CLASS B CONCRETE SHALL BE USED FOR SLOPE PROTECTION AND RIP RAPo CONCRETE CHAMFERSo UNLESS OTHERWISE NOTED ON THE PLANS9ALL EXPOSED CORNERS ON STRUCTURES SHALL BE CHAMFERED 3/q"WITH THE FOLLOWING EXCEPTIONSo TOP CORNERS OF CURBS MAY BE ROUNDED TO 1�/2"RADIUS WHICH IS BUI�T INTO CURB FORMS9 CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS SHA�� BE ROUNDED WITH A�/q"FINISHING T00� UN�ESS OTHERWISE REQUIRED ON PLANS9AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES AND TOPS OF CURBS AND SIDEWA�KS SHA�� BE ROUNDED TO A�/4"RADIUS WITH A FINISHING STONE OR T00� UN�ESS OTHERWISE REQUIRED ON P�ANSo DOWE�So DOWE�S WHEN INDICATED ON P�ANS AS FOR CU�VERT EXTENSIONS9SHA�� BE EMBEDDED AT �EAST 12"INTO THE O�D CONCRETE AND GROUTED INTO PLACE WITH 102 CEMENT MORTARo A��OWANCE FOR DEQD �OAD DEF��ECTION9 SETT�EMENT9 ETCoIN CASTING SUPERSTRUCTURESo BRIDGES SHA�� BE BUI�T ON THE GRADE OR VERTICA� CURVE SHOWN ON P�ANSo S�ABS9CURBS AND PARAPETS SHA�� CONFORM TO THE GRADE OR CURVEo A�� DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD �OAD DEF�ECTIONS ARE DIMENSIONS AT CENTER �INE OF BEARING UN�ESS OTHERWISE NOTED ON P�ANSo IN SETTING FORMS FOR STEE� BEAM BRIDGES AND PRESTRESSED CONCRETE GIRDER BRIDGES9ADJUSTMENTS SHA�� BE MADE DUE TO THE DEAD �OAD DEF�ECTIONS FOR THE E�EVATIONS SHOWNo WHERE B�OCKS ARE SHOWN OVER BEAMS FOR BUI�DING UP TO THE S�AB9THE VERTICA� DIMENSIONS OF THE B�OCKS SHA�� BE ADJUSTED BETWEEN BEARINGS TO COMPENSATE FOR DEAD �OAD DEF�ECTIONS9VERTICA� CURVE ORDINATE9AND ACTUA� BEAM CAMBERo WHERE BOTTOM OF S�AB IS IN �INE WITH BOTTOM OF TOP F�ANGES9DEPTH OF S�AB BETWEEN BEARINGS SHA�� BE ADJUSTED TO COMPENSATE FOR DEAD �OAD DEF�ECTION9VERTICA� CURVE ORDINATE9AND ACTUA� BEAM CAMBERo IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS9AN A��OWANCE SHA�� BE MADE FOR DEAD �OAD DEF�ECTIONS9SETT�EMENT OF FA�SEWORK9 AND PERMANENT CAMBER WHICH SHA�� BE PROVIDED FOR IN ADDITION TO THE ELEVATIONS SHOWNo AFTER REMOVAL OF THE FA�SEWORK9THE FINISHED STRUCTURES SHAL� CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND CONSTRUCTION E�EVATIONS FURNISHED BY THE ENGINEERe DETAI�ED DRAWINGS FOR FA�SEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE P�ANS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVA� BEFORE CONSTRUCTION OF THE FA�SEWORK OR FORMS IS STARTEDo A�� REINFORCING STEE� SHA�� BE DEFORMEDe DIMENSIONS RE�ATIVE TO P�ACEMENT OF REINFORCING ARE TO CENTERS OF BARS UN�ESS OTHERWISE INDICATED IN THE P�ANSo DIMENSIONS ON BAR DETAI�S ARE TO CENTERS OF BARS OR ARE OUT TO OUT AS INDICATED ON P�ANSo WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE INDICATED ON THE P�ANSo WHEN BAR SUPPORT PIECES ARE P�ACED IN CONTINUOUS �INES9THEY SHA�� BE SO P�ACED THAT THE ENDS OF THE SUPPORTING WIRES SHA�� BE �APPED TO LOCK �EGS ON ADJOINING PIECESo STRUCTURA� STEE�o AT THE CONTRACTOR'S OPTION9 HE MAY SUBSTITUTE 7/8" � SHEAR STUDS FOR THE %q" 6 STUDS SPECIFIED ON THE P�ANSo THIS SUBSTITUTION SHA�� BE MADE AT THE RATE OF 3— 7/8" QS STUDS FOR 4— 3�q" QS STUDS9 AND STUD SPACING CHANGES SHA�� BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVA�ENT NUMBER OF 7/8"Q1 STUDS A�ONG THE BEAM AS SHOWN FOR 3/4" QS STUDS BASED ON THE RATIO OF 3— 7/8" Q� STUDS FOR q— 3�q" 6 STUDSo STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST BE PROVIDEDo THE MAXIMUM SPACING SHA�L BE 2'-0"0 EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER PLATE IS IN CONTACT WITH BEARING PLATE9THE CONTRACTOR MAY9AT HIS OPTION9 SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE EQUIVA�ENT AREA PROVIDED THESE P�ATES ARE AT �EAST 5/6"IN THICKNESS AND DO NOT EXCEED A WIDTH EQUAL TO THE F�ANGE WIDTH �ESS 2"OR A THICKNESS EQUAL TO 2 TIMES THE FLANGE THICKNESSo THE SIZE OF FILLET WELDS SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE"o E�ECTROS�AG WE�DING WI�� NOT BE PERMITTEDo WITH THE SO�E EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER SURFACES9AL� SHARP EDGES AND ENDS OF SHAPES AND PLATES SHA�L BE S�IGHTLY ROUNDED BY SUITAB�E MEANS TO A RADIUS OF APPROXIMATE�Y �/16INCH OR EQUIVA�ENT F�AT SURFACE AT A SUITAB�E ANG�E PRIOR TO PAINTING9GA�VANIZING9 OR META��IZINGo HANDRAI�S AND POSTSo METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL RAI� SHA�� BE SET NORMA� TO THE GRADE OF THE CURB9UN�ESS OTHERWISE SHOWN ON P�ANSo THE META� RAI� AND TOPS OF CONCRETE POSTS USED WITH THE A�UMINUM RAIL SHALL BE BUILT PARA�LEL TO THE GRADE OF THE CURBo META� HANDRAI�S SHA�� BE IN ACCORDANCE WITH THE P�ANSo RAI�S SHA�� BE AS MANUFACTURED FOR BRIDGE RAI�INGo CASTINGS SHA�L BE OF A UNIFORM APPEARANCEa 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 BE OBTAINEDoCASTINGS WITH DISCO�ORATIONS OR OF NON—UNIFORM CO�ORING WI�� NOT BE ACCEPTEDeCERTIFIED MI�� REPORTS ARE REQUIRED FOR META� RAI�S AND POSTSo SPECIA� NOTESo GENERA��Y9IN CASE OF DISCREPANCY9THIS STANDARD SHEET OF NOTES SHA�� GOVERN OVER THE SPECIFICATIONS9BUT THE REMAINDER OF THE P�ANS SHA�� GOVERN OVER NOTES HEREON9AND SPECIA� PROVISIONS SHA�� GOVERN OVER A��o SEE SPECIFICATIONS ARTICLE 105-40 REV, 6-16-95 EEM (�) RGW REV, 5-7-03 RWW (�) JTE REV, 10-1-11 MAA (�) GM REVo 8-16-99 RWW (✓) LES REV, 5-1-06 TLA (✓) GM REV, 12-17 MAA (✓) THC STDo NOo SN