20161015 Ver 1_Bridge91_Repair_Plans_20161020

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LOCATION: BRIDGE #91, CATAWBA CQ,, NC127' OVBR LAKE HICKORY
BRI�GS #91
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TYFE OF WORK: COHSTRUC7'ING CAST-I11t PLACE INTEGRAL CUR7'AIN WALL
ON EXISTI11lG END BBNT CAPS; INST'ALLAT!'0112' OF SDIL NAILS AND
GR4UND ANCHQRS; IhTSTALLATIDhi OF INTERCEPT�R DR,�#IN; PAV�'ME11tT REFAIR
Pre,aared !n Nn Ofilte ofr
DEBIGN DATA PROJECT LENGTH I3EPARTME11i7' OF TR�4NSPORTATION
cArawaa DIV,�Sl011i QF HIGHWAYS
9R[pGE #47 � 0��2 M��,� �T�UCXi.lRBS MANAliEM81Y7' 7jl1VT — FRSSSRyATlON (i' I!£e'p�47R OROUP
#91 ADT �Q3� � Z0000 reoo amcr� wnc,� nR.�.usrcryx.c.a��ru %
RICK NSLSON, P.B.
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%ETTING DATE; ,JANU.4RY lq, .2014
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Ium No, '� UnilBid Priee Quandty Unit Cost
ODOU1�0000-N• � S00 MOBILiZATION L3 • LS
002i000000-H 225 UNCLA3SIFIED EXCAVATTON 55 CY
i4S9000000-E 610 ASPHALT CONC SAS$ CO[JItSS, TYP� 26 .roiV
B25.08
I519Q00000.E 610 '°�SPHALT CpNC SiJRk'r1CR COURS�, 5 ,j.0�
TYPE 54.SB
2922000064-H 815 SUBDRAITS EXCAVATIOTi 14 CY
202500D00�-S 815 GSOT&X71I.E FOR SUBS[JRFAC6 ' 89 SY
n�nvs
2036000000-H 815 SUBDRAIN COA3iS$ AQ61tEGATS ' IA CY
204400a00�-& 815 6° PBRFORATE� SllBDRAIN PIPB 140 LA
207000000� Ti 815 SUBDAAl13 PCP� 6U"II,BT 4 EA
207700Q000-H 815 6"OUTL,HTPIPE 10 LF
365b000000-H 676 GEOTSXTII,EFORDRAIMAGH 105 SY
44�0000000-H 1116 STA710TiAAY WaRKZONE SIG]QS 80 SF
4405000000-5 1114 PDftTABLBWORKZONE3[GN3 160 SF
k4l0000000-H 1110 ��S�EMOUNTED WORKZONS ZO SF
44300UOOa0-N 113U ARUM9 20 EA
443SOOUOflO-N 1135 CONES 20 P�!
4445Q00000-N 1I45 BARRICADBS (TYPF3 DI) 48 LF
445000000p-N . 1I54 FLAGGER(BYHOlfR) 2q0 iiR
4510000000.N 3P LAW ENFORCEIvIENT 10 FIR
4516000000.N 1184 3IQNNX DRUM 20 HA
60D0�00000 E 1605 '1"fsMPORA1tY 5TLTFENCS 425 _ SF
6012UOOODD-S 1610 SSDIMENT CONTftOL STOT[B 4S �'�Al
60i50D000Q-B 16i5 TFiMIPORARXM[II.CHII�4 0.10 ACR
6036U0�000-B ].631 MATT1NGFpREADSIpNCONTROL 335 SY
503700000Q-S SP COIRFIRERMAT 75 3Y
6042000000-E 1632 1/4" IL4RDWARE CLOTH 60 LF
6pM1800ll00p-E SP FLOATIN6 T'[1R$IDITY CCIRTAIN 170 SY
6D70�00000.Fi ! 1639 SPECiAL S'�'ILLRdG BA31NS 2 EA
E087000000-H � 16b0 SEEAAVG AND MLTLCHING 030 ACR
6090UD0000-E i 156i SBEDPORRSPAIRSEEDING 50 La
60930D0000.L I66i FER'fO.IZERFO[iREPAIRSEEDiNG 0.25 TON
CONSTRL7CIION, MAINTENANCE, ffi
5017060000 3@ SP RENIOVAL OF TEMPORARX ACCHSS AT LS LS
END BENT3 1 ANI32
8152600000-8 420 CLA55 A CONCRE'1'k 4.Z CY
$217000000.E 425 REiNFORCING 51'EBC. 684 LB
8602015I1Q-AE � SP SOIC.]QAILPROOFTEST3 2 $A
8647.000006-N � 3P ���C STRUCTUR� ITEM—GRQEJIQD 10 EA
ANCHOR PROOF TP.STS
869700060Q-3+F SP N�I�L �is C STRUC7UR& 1TF.�Q - SOIL 1z �
86470000pp-AE gp GEN6AICS�'RUCf[.1AH11'EM—GROLihTD 3D EA
AI�[CHORS
R n �WaT YRYtRl NG �ya
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+'
f
35'-0'
SPAN A
E.B.1 B�N7 l
B��fT 2
190'-0"
SPAN C
BENT 3
190'-0'
SPAN �
PLAN
BENT 4
190'-D"
TYPE OF WORK: C011iSTRUCTING CA3T-iN-PLACB CO,NCRETE I11iTEGRAL CURTA,IN WAI�L ON BXISTING .END BENT GAPS;
2N5TA1,L,4TION OF SOIL NAILS THRO�?'GH .AGEW INTEGRAL CURTAI21t WALL AND GROUND
ANGHORS THROUGH I�E11iT C.4PS; INSTALLAT�QN OF I11iTBRCBPTOR SUBSURFACE DRAIII�S; PAVEMENT REPAII�
BENT
NOTES
EXISTING nIMEN5I0N5 AND BRIpGE CONOTTIQNS ARE FROM BEST �OR "C0�157FilfGTIOhl, MAINTENANCE, ANO REMOVAL OF TEMPORARY F4R `�GROUNn ANCFSOFtS", SEE SPECIAL PROVISIOFES.
FMFORMATION AVAILABLE.THE CONTRACTOR SIiAL� FIELD VERIFY ACCE55 AT EN6 BENTS LANO 2,"SEE SPECIAI PROVTSIONS,
TFiE LNFORMATION IIVpICATEU ON THE PLANS ANO NOTIFY TNE FDit "GROUNp ANCHOR PROOF TESTS",SEE SPECIAL PROVISIONS.
ENGINEER LF AGTUAL DIMFNSEONS AND C6N�ITIONS 6EFFER, FOR "FALSEWDRK AND F4Rt�WQRK,"SEE SPECIAL PROVISIONS.
FOR "ASPHAL7 CONCRE7E eASE C0�]RSE, TYPE B25.OB; SEE �OR "SUBaA27TAt OF VYDRKING aRAWINGS,"SEE SPECIA� PRpVI5IDN5. �aR ^CRANE SAFETY,"SEE SPECIAL PROVISIONS.
SPECIAL PROVISIOt�S, �OR "SOIL NAZL PROOF TESTS."SEE SPECIAL PROYISIONS. FOR "WORK IN,OVER,OR ApJAGENT TO NAVIGABLE WATERS",SEE SPECIAL
FOR "A5PHALT CONCRE7E SURF'ACE COURSE, TYPE 59.56,"SEE PROYI5IOI�5.
SPECIAL PROYISIONS. fOR "50TL NAILS,"S�E SPECIAL PROVISIONS.
FaR 7RAFFIC STAGiNG,SEE THE `iRAFFIC CONTROL"SPECEAL PROVISIONS.
IT IS THE CONTRACTOR'S RESPONSIBILIYY TO FOLLOW ALL STAiE AN�
F�OERAL SAFETY REQLIIREMENTS.
ORnwid BY i R.�IEISZ paTE �
cHECKeo er � 7. SHERRILL pere �
57Rl�CTURE TOTAL BILL QF MAT�RTAL
ASPHALi CONCR�TE dSPHALT COhlCRETE CE07E7(TELE 5U6�RAIN Sl1BDRAIN
UPlCLASSIFIE� gpSE CpllRSE SURFACE COURSE SLiBDRAIN FABRIC FOR COARSE S"PERF9RATEQ PIPE
EXCAUATION TYPE B25.OB 7YPE S9.SB �%CAYATION SUBSURFACS ORAINS AGGREGATE S��nRaTk PIPE OUTLEF
CY i0N TON CY SY CY LF EA
55 26 5 14 89 44 lQ0 4
6"Dl1TLET CUNSTRl1CTIaN,MAINTEiJANGE, C�A55 A R�INFORCiNG SOIL NAI� GROLlNp ANCFSOR 50IL GROl1N6
PIP� AN� REMOYAL OF 7EAdPORARY �ONCftET� STEEL PROOF iESTS PR06F TESTS NAI�S ANCHORS
ACCESS AT EN� 6ENTS 1 AhFR 2
L� LS CY LBS EA EA
EA EA
10 LS 9.2 684 2 1Q 12 1P
hRepofr prn)eeta�Catm.6a BI�Coiawha BI Layou+, E4�dgn
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3ENT 6 E.B.2
PRQ.IECT N0, 12B.101811
CATAWgA COu�v�Y
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SrR� aF norm arso�xxA
DEPARTbAENT OF TRANSPORTATION
1u�xw
GENERAL PLAN
AND BrLL 4F MATERIAL
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PROPOSE� CONCRETE
INTEGRAL CURTAIN
WALL �
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•4 "B'BAiiS �
iTYP.)
l
t
l2" ( F�iLN. 1
SOI� NAIL
(SEE ELEYATION
vr�w �oa
LaCATION 1
12 ° { 141I�l. Y
GROUNp qNCHDR
( SEE ELEVA�'TON ---
VIEW FOR
LOCATIQN }
�
"4 S1 BARS
ITYP.)
- - - - 1
� N
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2" CL. 70
� "4 SI BAR
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1
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1
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JI_/ � 1t
T EXISiING
HP 12 X 53
SECTXON A�A STEEL YILE
(PROPOS�p l
� aISTANCE BETWEEN 74P OF �NO BFNT CAP
Aid� UECK SLAB VARIES Ul1E TO 5T�P TN CAP
AN� SLOPE OF pECK SLAB,THE MINI�IUM DIMENSION
ES APPROX.2'-10%z'ANti THE MAXIMLIM �IhiEN5I0N I5
APPROXEN�ATELY 3'-4'. S�E E�EVA7ION YIEW.
� DISTANCE BETWEEN FALE OF END BEM1lT CAP
AND FAGE OF Cl1RTAIN WALL VARI�S. THE A�IIPIIMUM RIMENSION
IS APP80f(I�[ATELY 1•-2� z"piJa THE UTAXIMIIM DIMENSSbN
IS APPR XIIUATERY 1'-43/�".
�ekIFL'-9"Fqa SpIL NAILS IN BAYS 1 ANQ 3
AN� 1'-2/z"FOR SOIi. NAIl,S IN BAY 2
CA� �LTiJE
3'-[l�q" I TYP. ) 2'-8"( TYP. � 4'-0'( TYP. I
_ 1 6'-7"
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9"fii WATER LINE � �
"8 61 $AR
A�HESIV�LY Z•-q%z- 3�-1p-
ANCHORE�
( TYI', f �
PROPOSE� CROUND ANCHOR
(TYP,)
1'-10'
�.�-��
� PRQVIQE 1" OJ
HOLES IN GQR.
WEB FOR THE
•4 "B" BAflS
ar a�auiREo
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SHEEF S-4 FOR
REINFORCING
❑�razLs.
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BQ�T HOLE LOCA7xON5
FOR ExT�RZOR BEAMS
L%Z"0 X 18'THREApEU ROa
WETH NIJTS � WASHERS AS
SHOWN.GALVdNIZE AS PER
STANOARD S?ECIFICATIONS,
� ... _ ._._
�qA-�
TELEPHONE
CONDEIiTS
L'-[0" ._ 6'-7"
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i�i iqi
- - �- � - L� i - - - - - � .. - L�..�.. _ - - - - -
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5'-9" I q�-g• I 5._8„
6'-i"( 7YP. )
ELEVATI4N
SEE SHEET 2�OR RESAR L4CATION
.�r= � � 1 �
nR2LL is/g^Qf
HOLE IN BEAM
WEB f TYP. AT
EACli BOL7 1
� II
_ -E' — 411— � -- _
�E7AIL "A"
( TYP. EACH EN❑ 1
FRQPOSE� SOIL NAEL
(7YPJ
i
��; ' i
--fi�r--
�� �
3'-10`
SEE OETAIL '�A"
ERI� BENT 1 INDICATED,
EN� BEN7 2 SZMILAR
N07ES:
EXISTIiJG DI�lEN5TON5 ANO BRIDGE CON6ITIOiJ ARE FR4M BEST
INFORMATIDhf AVAILABLE,THE CONTRACTOR SHALL FIEL� YEitIFY
TNE INFORI�ATION SHOWN DN THE PLAN5 AN� NdTIFY TNE
ENGI�dE�R IF ACTLIAL DIM�NSIONS ANq CONpITIONS DIFFER.
USING A PACHOMETER,CNECK THE CA? FOR MAIN REIAIFORCING
STEEL I.NTERFERENCE WITH THE �OWEL LOCAFIONS.IF NECESSARY,
ApJUST THE UOWEL LOCATI6N5 SLIGNTiY TO AVOID REIMFORGING
STEEL. '
FOR INSTAL�A7i4N pF *8 'DL"UOWELS,SEE STAN�ARR
SRECIFICATIONS FOR AQHESIVELY ANCHOREd BOLTS OR �OWELS.
SEE MANLIFACFIlRER'S RECOMt�NpA7I0N5 FOR EMBEDMENT DEPTH
R�OUIREMENT, EAI6EOFAEtJT OEPTH SHALL NOT BE LESS FHAN 9'. NEW
AQHESIVELY ANCHdRE� "8 �i DOWEIS SHALL BE SU@JECT TO
LEVEL 1 FIEL] TESTING,IN ACCORDANCE WTTH STANOARD
SPECIFICATION ARTICI.E 420-13 f C), EXCEPT THA7 THE TEST
�OAp SHALL BE 20,000 LBS. TE�ISION.
THREAn�p R0� SHALL JAEET THE AEQUIREMENTS OF ASTM A307,
PfEITS SHALL M�[EET THE REQLJIREAlEMT OF AA5N74 M29k-aH OR
AASHT9 M292-2,WASHERS SHALL MEET THE REQUIRE�SEMTS DF
AASHTO dd293.SHDP DRAYfiNGS ARE NQT REOLJIRE� FpR ANCNOR
BQITS,NllTS ANO WASHER.5NOP INSPECTION IS REOUTRED,
FOA ALL UTILITIES TNROIJGN NEW TNTEGRAL Ct1RTAIN WALL,
F'F20VTDE A BLOCkOL1T SEZE� 4"LARGER THAN THE UTILIFY PIPE
DIAMETER. CEWTER UTILITY IN BI.00f(OUT AND FILL ANNULAR
SPACE AROUNU 117ILITY PIPE WITH JOINT FILLER IN
ACCOftaANCE �YITH STAtJGARp SPECIFICATIONS ARTIGLE.1028-L.
DO NOT BEGIN SOIL NAIL INSTpLLAFZONS UNTIL CDNCRETE FOR
INT�GRAL CUR7AIiJ WALL HAS ATTAINED A MLNII�ClM
COMPRESSIVE STf�ENGTH OF 3000 PSI.
HOLES TNROLIGH THE NEW INTEGRAL CURTAIN YYAEL MAY BE
FORME� OR MAY BE CORED PRIOR TO INSTdLLATION OF SOEL
NAILS.HOLES THROUGFi THE EXISTING CLlRTAZN WALL AN� BEN7
CAP SHALL BE COREb.PRIOR TO IMSTALLATION OF SOIL NAILS
OR GROUN� ANCHORS.PRTOR TO ANY CORING,PAC84ME7ER SHALL
BE IJSEU TO LOCATE REINFORCING STEE�,SO IT WILL gE
AVOI6E0 OURING CORING.
FOR "SOIL NAILS",SEE SPECIAL PROYISIOtJS.
FOR "GRQUNO ANCHORS",SEE SPECIAL PROYISIONS.
BEFOR� 6EGINNI�IG SOIL NAIL OR ANCHOi� LOCATION5;6ESTGN,
SURVEY,ANQ SUBMIF DESIGN A�[D CdLCULAiZONS FDR REVIEW. �D
NOT STAAT CDNSTRUCTION IfNTIL THE SUBMITTEQ SpIL NAIL AND
ANCHOR �ESIGN IS ACCE?T�d.
OESIGN SOLL NAILS FOR THE FOLLQWINC;
1. FAC70REp TENSELE �UAD = 30,000 L85.
2. DESIGN LIFE = 75 YEARS
3. IN-SITU ASSIJYAE� MATERIAL PARA�[E?ERS
UNIT WEIGHT, gamma = 12p LB/CF
FRICFION ANGLE, phl = 30°
QESIGN GROUNU ANCHOR5 FOR TRE FOLLOWING:
1. FACTORE� TENSILE LOAQ = 40,000 L95.
Z. �ESTGiJ LIFE = 75 YEARS
3. IN-SLTLf ASSl1ME� AIATERIAL PfiRAME7ER5
IiNIT WETGHT,gamma = 120 LB/CF
FRECTIDN ANGL�, phl = 30°
LOCK-0FF LOA� = 30,OOd LBS.
EXISTING OR FUTIJRE 085TRllCTID1V5 SL[CH AS �'OiJNpATIONS,
GUARpRAIL, FENCE OR HANaRAIL POSTS, PAVEA�EN75, PIPES,
INLETS,OR UTILFTIES AIAY INTERFERE WI7H SOIL NAILS.
CONTRAGTOR SHALL VERIFY IF 085TRUCTIONS TO THE
INSTALLA7ION OF THE SOIL NAILS QR CR9llNp RNCHORS EXIS7,
PRIOR FO INS7ALiATTO�J, IF O�STRl1CTE0NS EXIST, THE
CONTRACTpR SHALI. NOi PROCEED WITH IN5TALLATIOiJ UNiSL A
RESOLLITION Tp THE OBSTRLECTION IS AGREEO TO 8Y THE
ENGINEER.
A�L t3AYL ANa ANCFlOR PLA7ES,NU75.WASHERS,AN� EXPOSEb
STEEL SHAL� B� CALVANIZE� IN ACCORaANCE WITH THE
STANUAR� SPECIFICATTONS.
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PROJEC7 �Or y`Uw�O�Vll
CATAWBA cou[vrY
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L'-1" 7-•4 SC � 7-R4 51 1'-4" 8-p4 51
6] 1E'C75. n+ ll'CTS. ca L'-0"GTS.
� 5%2
���a� � � PROPOSED SOIL NAIL
� � _ � ... ,.. .-. � ,_ ... ... � � _ .. ,. .. � } —�- — — _ � _ � _ ^ � _. ,..=.,. _ � _ _ � _ � � ... _ ,{TYPJ y _ _ � .. � _
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` LENGTH � A�AX.4'ZOHSPACING SEE NDTES fTYP.I
�n '�4 82 HARS `rYP' BLOCKOUT AT U7ILITIES. —�
EACH �ACE fTYP.)
� � � � � q r � � y i � i � i � E h � � � � �
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I I I I ^I � I _I � 1 I � I
_I _ ^ L _E _�j_ L _I _.�j_ L I _ ^ L f _ ,_ L I _ _ L
PRpPDSEq GROl1Np ANCH�R
(TYP.I
ELEVATT�N
REINFORCEIAENT SHOWN,�OW£L BARS ANp ANCHOR BOLTS
NOT SHOWN FOR CLARTTT
U7ZLIYY �pCATIONS ARE APPROXIMAT£. REBAR
MAY BE SHTFTEO SLIGHTLY TO AV�IO CDFEFLICTS.
��pBoa7r aroJ9cts�Cntawha 9l\Catarbo 9S�83CB,aqn
END B�NT 1 INf}TCATED,
END BENT 2 SIMI�AR
r� ytSP �.�.,,
/n
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1856�
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PR0.IECT NOr "�"'•`O��^�
CATAWBA COI�NTY
BRIaGE N4. g1

I�: I'� C�� � I C�} \
t � C�� .\ " � � 1'� ��� I .
NOTES: ER05EON AND SED[MENT CONTROL PLANS ARE NOT TO SCALE.
ALL LOCATIONS SHOWN ARE FOR INFdRAhATlOiV ONLY AND SHOULD BE WELD VEREFIE� PRfOR TO
INSTALLATION OF EROSION CONTROL QEVICES.
LIMITS OF DISTURBANCE SHOl1LD NOT EXGEEp YHE EXISTiNG RfGHT OF WAY LIMf75. NO EROSION AND
SEDIMEN7 CONTRQI. DEYICES SHALL BE PLACED OUTSfDE OF RIGNT OF WAY.
51E.T FENCE 5HALL BE INSTALLED TO COHTAIN RUNOFF FROM DI5TURBED AREAS, EQUIPMENT STqGING
A[tEAS, AND 5i'QCKPILE 51TE5.
TURBIDITY CURTA�N SHAL! 8E INSTALLE� PARALLEL TO THE 8ANK5 TO
COI�ETAEN RUNOFF FROM D15TUR8ED AREAS.
EX1571N� R/W
Exisrin�c �iw
I'' I . . �� \.
EX4STING f�/W
TURaiQirr
Ei�IVIRONMENTAL�Y SENSITIVE AREA
SEE PROJECT SPECIAL PROVISIONS
JOTE; EIVVIRO�fMENTALLY SENSITiVE AR�AS SHA1 L BE DEFINED AS FROM THE WATERS EDGE
AND EXTENDING FIFTY (50) FEE7 FROM THE TOP OF BANK PARALLEL TO THE RIVER
THi20UGHDUT THE PROJECT L1MIT5.
NOTES: ANY DEVIA710N FROM OPTIONS GIVEN WILL
REQUIRE PRIOR APPRpVAL BY E[�GINEER.
ADDITIOIYAL ER0510N CONTROL DEVICES MAY
NEED TO BEINSTALLED AS DIRECTED BY THE
ENGINEER.
ruRBiairr
ENGINEE4
EXISTI�!G R/W
NO. � SHEEf No,
ENGIN�R
PROJECi iVO. 12B.101811
CATAWBA couNTY
BRIDGE N0. �1