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HALF ELEVATION OF P.S.C.GIRDER

SECTION AT 1-1 SECTION N 2-2

MATT.1- - - : - ' :

75 DIA. SHEATH 15OO LONG AT ENDS63 DIA. SHEATH FOR THE REST OF GIRDER

BLOCK ELEVATION

CECONCivil}Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987i0333-5 1 0491 9

NATIONAL HIGHW.AY AUTHORITYISLAMABAD

04 OESIGNEOBY M. rosAt-

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MAY,2012DWG, NO,

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SECTION -3-3 ( rNNER GIRDERS)

SECTIONtOttiEllStOltnLl

sECTr0N -3-3 ( OUTER GIRDERS)

TYPICAL DETAIL

OF LIFTING HOLE

SECT|ON -4-4 ( rNNER GtRpERS) SECTTON -4-4 (OUTER GIRDERS) PARTIAL ELEVATION(LIFTING PIN DETAIL)

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CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:ww.M. lQBALqbal.omTel: 05'l -2553987/0333-51 0491 9

III NATIONAL HIG HWAY AUTHORITY

ISLAMABAD

04 OESIGNEDBY M. IOBAL

KM: ll7+$20 ASRAIT(r\-9s)

SECTTONAL RIENF. OF GIRDEIISCALE

AS SHOWN03 OMV/N 9Y FAYAZ AIIMAO

02 ASSISTEO 8Y

01 RECOMMENO€O DATE

MAY,2012DWG. NO.

F.018REV, OATE DESCRIPTION APPROVEO APPROVED

IIIIITIIItITIIIIIItII

2800

7 +7 012-020

@12(4150-04D912@-150-O4D

7+7 @12-02D

DOWELS FROM DOWELS FROM DOWELS FROM

50x12mm sTEEL PLATE To BE BoLTED &

4OO SLEEVES WITH CONCRETE, DUCTS TO 8EGROUTED BEFORE STFEL PLATESARE PLACEO.

SECTION A-A

ELEVATION OF END DIAPHRAGM

2800 , 2800

, t t"-- --l'

tt*t, ---t- 2800

7 +7 @12-02D DETAIL 'A '

DOWELS FROM OOWELS FROlvl

tt'DOWELS FROIV

50x12mm STEEL PLATE TO BE BOITED &

2+2-O25-D5D t WITH CONCRETE, DUCTS TO 8EGROUTEO BEFORE STEEL PLATESARE PLACED.

ELEVATION OF INTERIOR DIAPHRAGM SECTION B-B

l6"ADDITIONAL REINFORCEMENT

412@15O-O4D

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www,M. lOBALqbal.comTel: 051-2553987/0 333-5 1049'1 I

NATIONAL HIGHWAY AUif HOI{ITYISLAMABAD

04 DESIGNED BY M, IOBAL

KM: ll7+020 ASRAIT(N-es)

DETAIL OF DIAPHRAGM i rcor.$s sHowrl03 DRAWN BY FAYAZ AHMAD

0z ASSISTED 8Y

c l R€COMMENOED DATE

MAY,2012DWG. NO.

F-019R€V. OAT€ DESCRIPTI(N APPROVEO APPROVED

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CECONCivil Engineers & ConsultantsH# 470, Streel 17, Chaklala Schemo 3 RawalpindiE-nuil:cecon.rwp@gmail,com URL:www.M. lQBALqbal.comrel: 05'1 -2553987i0333-5 1 0491 9

NATIONAL I-IIGI{WAY AUTI IORITYISLAMABAI)

KM: ll7+020 ASRAIT(N-es)

l\4AY,2012

LAM I NATED ELASTOM ERIC BEARING

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2rnm THICK

PLAN OF CONCRETE PAD DETAIL OF BEARING PLINTH

SECTION OF BEARING PAD

SECTION 4-4 SECTION 3-3 SECTION M-M

NOTES :

(i) ELASTOMER IN THE BEARING PADS SHALL HAVESHORE HARDNESS AS PER MSHTO = 60-70 DUROMETER

(i i ) ALL WELDING SHALL BE AS PER PROVISIONS OF AWS CODE.

ALL ELECTRODES SHALL BE OF E7OXX....-.,.,."."......-.-' '-"'' 1 "'' "'

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ELASTOMERICBEARING PAD CONCRETE PAD

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400 T Z 500 650 7tr5o-ir I- l.{=::::::::::-l --l

. l l f f i l Iqo'sLrsus]lffill- d"ltffiil 1:l-r::=l --l

' l r l rIL+B8JI

4-412-224

4-412-225

2 OUTER LAYERS2.5mm THICK

5INTERIOR LAYERS1 1 m m T H I C K

4912-225

APPLY sMm SELF LEVELING EPOXYGROUT(SIKA-42 OR EQUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

400x550x72mm BEARING PADBEARING PLINTH

APPLY SMm SELF LEVELING EPOXYGROUT(SI KA-42 OR EOUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

REINII. OF BEARING PAD& CONC. PAD KALAM SIDE

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100mm LEAN CONCRETE

REINFORCEMENT DETAIL OF APPROACH SLAB

25mmEXP, JOINT-l-

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OF APPROACH SLAB

DETAIL OF ANCHOR ARRANGEMENT: r ! :

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lcECoNlCivil Engineers & Consultants' H# 470, Street 17, Chaklala Scheme 3 Rawalpindi

E-mail:cecon,[email protected] URl:www,M. lQBALqbal.comTeli 051 -25539820333-51 0491 9

NATIONAL HIGHWAY AUTHORITYISLAMABAD

04 OESIGNEDBY M. to8At II xtu: r17+ozo ASRAIT

(N-es)DETAIL OF APP. SLAB SCALE

AS SHOWN03 DMWN gY FAYAZ MMAD

02 ASSISTEOBY

0 l RECOMMENO€O DATE

MAY,2012 F-021DWG. NO.

REV, DA]E OESCRIPTION APPROVEO APPROVEO

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NATIONAL H IGHWAY AUTHORITYISLAMABAD

$nl[rtpY d$rnr,AvrMi nistry of Communications

KM:121+510(N-95)

CECONGivi l Engineers & GonsultantsH#470, street 17, Chaklala Scheme 3 RawalpindiEmail : cecon. rwp@gmail .com URL: www.cmiqbal.comTel: 051-2553987 / 0333-5104919 MAY. 2012

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CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawatpindiE-mail:[email protected] URL:www,M. lQBALqbal.comTel: 05'1 -255398710333-5104919


GENERAL NOTES

A.1 .

2 .

6 .

4

.).i

F.

GENERAL:ALL DIMENSIONS ARE IN I / ILLI I /ETER UNLESS OTHERWISESPECIF IED.IN CASE OF ANY DIFFERENCE. THESE SPECIFICATIONS WILLSUPERSEDE THE NHA GENERAL SPECIFICATIONS.THE SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVERRULE THE GENERAL NOTES.IHE CON'TRACTOR SHOULD STUDY THE DRAWINGSCAREFULLY BEFORE STARTING OF WORK. MISTAKES. IF ANY.SHOULD BE IMMEDIATELY NOTIFIED TO THE ENGINEERALL EXPOSED CONCRETE CORNER, EDGES AND ANGLESSHALL BE CHAI\4FERED oR FILLETED 20x20mm UNLESSOTHERWISE SPECIFIED.ALL CONQRETE SURFACES JN CONTACT WITH SO]L SFIALL BECOATED WITH-TOW COATS OF BITUMEN IN ACCORDANCE WITHSPECIFICATTONS AND ALLO\IED TO DRY BEFORE COMPACTIONOF SOIL.GIRDERS TOP WILL BE ROUGHENED TO FULL AMPLITUDE OF6mm

DESIGN PARAMETER:IHE BRIDGE LOADING IS BASED ON THEWEST PAKISTAN CODEOF PRACTICE FOR HIGHWAY BR|DGES (1967) AND AASHTOSTANDARD SpECIFICATIONS FOR HIGHWAY BRIDGES (1 992).IHE FOLLOWING LIVE LOADS HAVE BEEN CONSIDERED INDESIGN:

i . CIASS A LOADS INCLUDING IMPACT AS PERWPCPHB, 1967,

i i . MILITARY LOADS 70 TON TANK INCLUDING I IMPACTAS PER WPCPHB, 1967.

i i i . A SINGLE LOAD OF 95 KN ON O.3m XO,6m AREA (FORPUNCHING SHEAR OF DFCK SLAB ONLY),

MATERIAL AN D WORKMAN SHIP:ALL MATERIAL SFIALL CONFORM TOTHE MSHTO / ASTM / NHASPEC IFICATIONS A ND S TANDAR DS.

STEEL REINFoRcEMENT:-REINFORCING STEELALL REINFORCING STEEL SFIALL BE ROLLED FROM PRIMEGRADE PAKISTAN STEEL BILLETS. REINFORCEIvIENT ROLLEDFROM SCRAPED STEEL, SHIP PLATE OR RE-ROLLED BILLETSSHALL NOT BE USED.ALL REINFORCING BARS SI. lALL BE HIGH YIELD DEFORMEDBARS WITH I \ { INIMUM YIELD STRENGTH OF 4,10 N/MM: (APPROX,60,000 psi) CoNFORM ING ASTM 61 5 HoT ROLLED.THE CONTRACTOR SHALL PREPARE AIL BAR BINDINGSCHEDULE etc, AND SUBIVIT THEI\4 FOR APPROVAL OF THEENGINEER'S REPRESE MATIVE BEFORE EXE CUTION.ALL REINFORCING STEEL SHALL BE ACCURqELY LOCATED INFORI\ i I WORK, FIRMLY IN PLACE BY MEANSOF l6GAUGE BLACKANNEALED WRE ANDADEOUATELY DESIGN SPACERS BEFOREPLACING OF CONCRETE.

ELASTOMERIc PADS;-ELASTOMERIC BEARING PADS SHO!\4{ ON THE INDIVIDUALDRAWINGS SFIALL BE LAMINATED BEARINGS MADE FROM 10O%VIRGIN, CRYSTALLIZATION RESISTANT, POLY CHLOROPRENE(NEOPRENE) OF 60 DURO HARDNESS MEETING THEREQUIREMENTS OF AA.SHTO M-251). INTERNIAL STEEL PLATESSHALL BE ROLLED I \4ILD STEEL CONFORMING TO ASTM A.283GRADE'D".PROVIDE RCC PADS UNDER ELASTOMERIC PADS AS

SPECIF IED IN THE DRAWINGS.

CONCRETE:

THE STRENGTH OF CONCRETE S|-IALL BE MEASURED ON15OX3OOmm CYLINDERS. THE CYLINDERS SHALL BE PREPAREDUNDER THE SUPERVISION OF THE ENGINEER AND SHALL BETESTED AT A LABORATORY APP ROVED BY HI M.TFIE GRADINGOFCOURSE AND FINEAGGREGATES SHOULD BEFREOUENTLY CHECKED.ALL EXPOSED CONCRETE SURFACES ABOVE GROUND SI-{ALLHAVE "FAIR FACE" FINISH.

TWELVE (1 2) CONCRETE IEST CYLINDERS WILL BECASTED. SIX OF THESE WILL BE CURED AND TESTED UNDERLABORATORY CONDITIONS AND OTHER SIX WILL BE CUREDUNDER CONDITION PREVAILED ON THE STRLCTURE AND THEDIFFERENCE INRESULTSWILL BE RECORDED, --

CONCRETE COVER & STRENGTHTMINIMUM CONCRETE COVER SHALL BE AS FOLLOWS UNLESSOTHERWISE SPECIFIED. CONCRETE STRENGTH WILL BECONFORM ING TO NFIA SP ECIFICATIONS. THE DES IGN MIX MUSTHAVE AN AVERAGE LABORATORY COMPRESSIVE STRENGTHEQUAL TO OR GREATER TFIAN THE ]DESIGN 28 DAYSCOMPRESSIVE STRENGTH' PLUS g0 Kg/cm' (1300 psi) FOR ALLTYPES OF MIX DESIGNS.

PARTICULAR NOTES:

SOIL AND FoUNDATIoNi

THE CONTRACTOR WILL CARRYOUT SURVEYAT THE SITE ANDENSURE

.IHAT THE SOFFIT OF THE BRIDGE IS ATLEAST 1MABOVE THE RECORDED HFL OF FLOODS OF2O1O.THE CONTRACTOR WILL ARRANGE COMPLETE SOILINVESTIGATION FROI\4 A REPUTABLE GEOTECH FIRM TO BEAPPROVED BY THE ENGINEER. THE SOIL INVESTIGATION WILLBE BASED UPON AS SPECIFIED IN THE DRAWINGS AND BOQ.THE LOCATION OF BORE HOLES AS SPECIFIED ON THE

DRAWINGS,THEPILE LENGTH GIVEN IN THE DRAWNG ISTENTATIVE AND ITWILL BE FINALIZED AFTER WRITTEN SOIL INVESTIGATJONREPORT FROM ACOMPETENT GEOTECHNICAL FIRM HAS BEENPROVIDED TO THE DESIGNER.THE SOIL REPORT SHOULD HAVE RECOMMENDATIONS FORPILELENGTH VERSES DIFFEREM DIAMETERS OF PILES.THE REQUIREMENT OF PILE LOAD TEST WILL BE DECIDEDAFTER ]HE CONFIRMATORY BORING, PRELIMINARY SOILINVESTIGATION AND GEOTECH REPORT.THE DIAMETER OF PILES SHALL BE KEPT UPTO FULL DEPTH ASSPECIFIED ON lHE DMWINGS. THE MALPRACTICE OFDECREASING IHE DIA OF PILE AT GREATER DEPTHS SHOULDBE STR ICTLY PROHIB ITE D,AS PER THE PRELIMINARY SOIL INVESTIGATION THE SUB SOILIS A GRAVEL STRATA. HO\ EVER, IF ROCK IS ENCOUNTEREDBEFORE THE REOUIRED DEPTH IS ACHIEVED THEN THE PILESWILL BE TERMINATED AFTER SOcKETING 5m INTO THE ROCK.THE CONTRACTOR WILL ENSURE THAT THE WATER PASSAGEBETWEEN THE ABUTMENTS DO/VN UPTO TOP OF FOUNDATIONBASE IS CLEAR OF ALL DEBRIS, OVERBURDEN AND REMNANTOF OLD STRUCTURES UPTO SOM UPSIREAM AND sOMDOWNSTREAM OF THE BRIDGE.THE BORING OF PILES WILL BE CARRIED OUT USING 8G.25ROTARY DRILLING RIG OR EOUIVALENT. PERCUSSION BORINGWILL NOT ALLO\A,E D IN G RAVEL I-IARD ROCK STRATA.THE FRL OF NEW BRIDGE IS 1m ABOVE FROI\ ,1 THE RECORDEDHFL OF 201 O FLOODS.

G .

7 .

B .1 .

2 .

2 .

1 .

3 .

4 .

D.

6.

1 1 .

E.1 .

2 .

STRUCTURALEL EMENT

CATEGORY

q.EARCONCRETE

COVER{mml

28 DAYSESIGN

CYLNOERSTRENGTH

(Kg/crn'?)

28 DAYSTRIAL MX

LABORATORYCYLII\DE RSTRE}IGTH

( t<q /onr )PItIS MAINBARS 280 (As) 370

P ILt (]AHF@T NG, W NG

WALL, BACKwAtr,

ABUTMENTWAL L

EAR]H FACEOUTERFACE 40

?10 {41) 300

BARRERS TOPANDSID€ FACE 30 210 (A1) 300

FlERCOUJMN MAIN BARSN m0 lA3) 370

GIRDA.STOP

BOTTO MSDES 40

425 lD2l 515

DECKSLABAPPROACH

SLAB &DIAFTIRlGMS

T OP SIDEUNDERSIDE

4t)30 280 (A3) 370

CUL\ERTS(ALJ- T)FEs)

TOPEARIH FACEOUTERFACEUNDERSIDE

g

4030

2d5 {A2) 335

GENEIIAL NOTES121+510(N-es)

MAY,20120€scRrPIlcN APPROVED

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CECONCivil Engineers & ConsultantsH# 470, Skeet 17, Cbaklala Scheme 3 RawalpindiE-mail:[email protected] URL:wwl,v.cmiqbal.com

NATIONAL I'IIGHWAY AUTHORITYISLAMABAD

?'Yf- * "J*-*9.'-tr- pz^oo'o

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Pl s io = 121+379.579N = 1244423.400E = 3161444.190| : J3'19'59"R

Pl S to = 121+602 .192

clRcuLAR N = 1244626j26E = 3161540 769

uo = vJ zz t J| = 5J '27 '14"1

l S r o : 1 2 1 + 4 8 7 ' 7 8 6T = 50 .894 N = 1244518.550 clRcuLAR

E = S161b01 .534 Do = 11 .27 '3J "L= 98901 | = 11 .02 ' zo "L Dc = 11 .28 ,42 -c = 9 7 . 5 1 31 = 2 5 . 1 7 7E : 7 ' 4 5 5 c r R c u L A R \ R = 5 o . o o oM : 7'142 Do = 03'22'13" \ _._- L = 46.647

Dc = A3 '22 '15" C : 44 .974r = $.427 \ a = r.ru'IR = 170.000 tl = s.3+2

C = 32.702

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E = 0.792M = 0.788

\ ,.,-YSITE PLAN

FAYM MMAD KM: 121+510(N-es) DATE

MAY,2O12Te l r 051 -2553987 , /0333 -510

ItTIIIIIIIITIIIIIIIII

TO MINGORA TO KALAM

ELEVATION OF EXISTING BRIDGE

TO MINGORA

SECTION A-A

zFaXt !

TO KALAM

PLAN OF EXISTING BRIDGE

PLAN & ELEVATIONEXISTING BRIDGEKM: 121+510

(N-es)NATIONAL HIGIIWAY AUTIIORITY. ISLAMABAD

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051 -2553987/0333-5104919

IITITIIIIIIItIIItIIII

3

PLAN OF NEW BRIDGE

ELEVATION OF NEW BRIDGE

CECON ICivil Engineers &tlonsultantsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051 -2553987/0333-51 0491 9

NATIONAL HIGHWAY AUTI{ORITYIST,AMABAD

DESIGNEOBY M.IOBAL

KNI: 121+s10(N-es)

PLAN & ELEVATION OFNEW BRIDGE

SCALE

NTS03 DRAIIN BY FAYAZ AHMAO

a2 ASSISTEDBY

01 EECOMMENDED DATEMAY.2012

DWG. NO.F-004REV. DATE OESCR]PTION APPROVED APPROVEO

ItIItIItttIIIIItITIIt

25mm DRIP COURSE

DETAIL I 'XII

SECTION A-A SECTION B-B

3000

BACK WALL DETAIL SECTION C-CPLAN OF ABUTMENT

PLAN OF ABUTMENT BASE

a

I

RETURN WALL

qo!!--2!90 !_ 5400 -l- 2oo0 - l5o!

CECON | |Civil Engineers & Consultants I NnrtoN{l- HtcHwLY AUTHORITYH# 470, Street 17, Chaklala Scheme 3 Rawalpindi I ISLAMABADE-mail:[email protected] URL:www.cmiqbal.com ITel: 051 -2553987/0333-5104919

04 DESIGNEDBY M. toBAr-

KMr i21+510(N-es)

DE'IAftL OF ABUTMENTI

D\,NLtr

NTS03 DRAWN BY FAYAZ AHMAD

02 ASSISTED BY

0 l RECOMMENDED DATE

MAY,2012 F-005DWG. NO.

REV, DATE OESCRIFTION APPROVEO APPROVEO

IITIIIIIIIIIIIIIIIIII

EACK WALL REINF,

16-025-103(T/B)

4- LEGGED@12@1

SECTION C-C

ELEVATION OF PIER TRANSOM

] '^

PLAN OF SHEAR KEY

SECTION B-B SECTION A-AB+--r.-3-412

SHEAR KEY TO BET

3-@12 (RTNGS) OF GIRDER

, \- +>ADETAIL OF

POLYSTYRENE& GIRDERS

REINF.ABUTMENT BASE

qEAIaNl o

3-O12 (RTNGS) 6-@16

3-O12 (RTNGS)

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cmiqbal@gmail,com URL:www.cmiqbal.comTel: 051-2553987/0333-510491 9

NATIONAL HIGHWAY AUTI{ORITYISLAMABAD

04 DESIGNED BY M. IQBAL

KM: 121+510' (N-es)

REINF. OF- ABUTMENT)UALE

NTS03 DRqWN 8Y FAYAZ AHMAO

02 ASSISIED BY


MAY,20'12 F-006DWG. NO.

REV. OATE OESCRIPTlON APPROVED APOROVED

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ntrnn NlCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lOBALqbal.comTel: 05 1 -255398;/0333-51 0491 9

NATIONAL HIGHWAY AUTI{ORITYISLAMABAD

BAR FROM WNG WALL

412@200-314-r1

ELEVATION OF RETURN WALLL 1500 _i

_ 1500

REINFORCEMENT OF BACK WALL br

LEGEN DS:E.F = EARTH FACEO,F = OUTER FACEB.F = BOTH FACES

DETAIL OF WALL JOINT

E.F

SECTION 1-1 BACKWALL

O.F 012@2oocic314-(E.F)

SECTION 3-3

DETAII, OF BACK WALL

& RETURN WALL121+510(N-es)

tTTIITTIttIIIIIIIITt

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cmiqbal@gmail,com URL:www.cmiqbal,comTel: 051-255398710333-51 0491 I

NATI ONAL }IIGHWAY AUTHORITYISLAMABAD

. -T - -T_-_- - - - - - -

t tt l

l l l l

i i i i

016@ 175€/c 04 (B)

1 l

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9100 t- sroo -l----j -f> BRErNF- Of OEREINF- OF DECK SLAB (PHASE I CONSTRUCTION)

SECTION A-A

NOTES:-1. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED.2. THE CONTRACTOR SHALL READ THE DRAWINGS CAREFULLY,MISTAKES IF

ANY SHOULD BE NOTIFY TO THE DESIGN ENGINEER.3. THE EXISTING UPSTREAM SIDE GIRDER WILL BE REPAIRED USING CFRP.

SEQUENCE OF GONSTRUCTION:,1. IXI PHNSE I FIRST 3M UPSTREAM OF THE SLAB WILL BE CONSTRUCTED WHILE

THE TRAFFIC WILL BE MOVING ON THE EXISTING OLD PORTION.2. lN THE SECOND PHASE THE TRAFFIC WILL BE MOVING ON UPSTREAM 3m

PORTION AND PHASE IIWILL BE CONSTRUCT. PROVIDE 'ISOOMIN LAP JOINTS

IN THE TRANSVERSE REINFORCEMENT OF PHASE I SLAB.

SECTION B-B

REI.NF. OF DECK SLABKL:121+s10

(N-es)DESCRIPTION

ItTITIIIItIIItIIIIIII

Q eruo onpnnecu

2-420 2-920 2 -920

2-416

3+3 - 412

4+4 - 432

GIRDER SECTION PRE CI qoo

AST GIRDER SECTION 1.1 SECTION 2.2TYPICAL TYPICAL

RCC GIRDER

NOTE:-1- THE CLEAR COVER BELOW SHEAR STIRRUP lS 25mm.2- THE CLEAR DISTANCE BETWEEN TWO CONSECUTIVE STEEL ROWS

AND BETWEEN BARS MUST NOT BE LESS THAN s0mm.

I PARTTAL ELEVATIOhILIFTING PIN DETAIL

t l

s - 912 @ 250 clcB - O12 @250 clc STIRRUPS

ELEVATION OF RCC GIRDER

-O32 SPACER

BAR @ 1500 c/c

ECTION 3-3

STEEL TUBE 1OO INNER DIA.

GIRDER

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 05 1-2553987i0333-51 0491 9

INATIdNAL HIGHWAY AUTIToRITY

ISLAMABAD

04 DESIGNEDBY M. IOBAL

KM:121+510(N-es)

nIrnr. oF GIRDERt

DUt\LE

NTSOI DRAWN BY rAYAZ AHMAD

02 ASSISTED BY

01 RECOMMENDED DATEMAY,2012

DWG. NO.F-009REV. DATE DESCRiPTION APPROVEO

I:

IIIIttIIIIIIIIIIII

I'tl

O4O SLEEVES

50x12 STEEL PLATE TO BE WELDED TO ELEVATION OF INTERMEDIATE DIAPHRAGMMs BARS AND COVERED WITH CONCRETE.DUCTS TO BE GROUTED BEFORE PLATES

ARE PLACED.

2-920DOWELED IN EXISTING STONE

EPOXY CHEMDUR -32 OR EOUIVALENT,


4U 16 ADD]TIONAL TO DECK REINF-

, \

3-@12 3+2-62030163016 3+3-@12 3+3-012 3+3-012

S250x150x12 STEEL PLATE TO BE WELDED TOMs BARS AND COVERED WITH CONCRETE.DUCTS TO BE GROUTED BEFORE PLATES

ARE PLACED

250f-----tt r-.]]

of- l o o 19s H o o l Y lf t t t*El--

ELEVATION OF PLATE


F.- |

II

t 250 I

SECTION

CECONCivil Enoineers & ConsultantsU*'+fO, dtreet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-2553987/0333-51049 1I

KM:121+510(N-es) DATE

t\/tAY,2012

4400 3000

DOWELED IN EXISTING STONE MASONRYIN DIA 30 HOLES USING EPOXY CHEMDUR

3+3-b12 4916-32 OR EQUIVALENT.

@12@200 clc

@12@,2O0clc

3O16 ADDITIONAL TO DECK REINF-

3+3-@12

2+2-@ 25

300x200x75 SETBACK

DETAIL 2+2-425

REINF. OF DIAPHRAGM

1-1

ar=

II

ItIItII

IIIIIIIIlII

APPLY 5mm SELFGROUT(StKA-42

ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS,

NOTES :I

(i) ELASTOMER IN THE BEARING PADS SHALL HAVEsHoRE HARDNESs ns ptn MSHTO = 60-70 DURoMETER

SECTION 3-3


CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051.2553987/C333-51 04919

NATIONAL HIGHWAY AUTHOIUTYISLAMABAI)

KM: 121+510(N-es)

PLAN OF CONCRETE PAD

PLAN OF BEARING PAD

SECTION 2-2

LAMINATED ELASTOM ERIC BEARI NG


t b n M N d,

200 350 43 300 450 vanes

2 OUTER LAYERS

10mrn THICK

DETAIL OII I}EARING &

CONCRETE PAD

DATEMAY,2012

IIItIIItIIIIIIIIIIIII

20Omm AGGREGATE BASE COMPACTEDTO 98% AASHTO DENSIry.

@12@150CtC

@12@150ClC

REINF. OF APPROACH SLAB

DETAIL OF ANCHOR ARRANGEMENT PLAN OF APPROACH SLAB

I

I

I

G I R D E R

CECON ICivil Enoineers & OonsultantsH# 470, dtreet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051 -2553987/0333-51 049 1 I

NATIONAL HIGITWAY AUTIIORITYISLAMABAD

04 OESIGNEO BY M.IQML II

xnd rzr+sto(N-es)

REINF. OF APPROACH SLAB SCALE

ryTs03 DRAWN BY FAYM AHMAD

02 ASSISTEO BY

0 l RECOMMENDEO DATEMAY,2012

DWG. NO.F-012REV, OATE OESCRIPTION APPROVED APPRi)VED

ttIIIIIIItIItIIItIIt


tnlha'v rfne'AvlMinistry of Communications

PISHMAL BRIDGE ATKmi 127+157

(N-95)

CECONGivil Engineers & ConsultantsH#470, street 17, Ghaklala Scheme 3 RawalpindiEmail : cecon.rwp@gmail .com URL: www,cmiqbal.com

Tef : 051 -2553987 / 0333-5104919 MAY, 2012

l_IIIIIItITIIIIIItIItI

CECONCivil Engineers &H# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:ww.M. lQBALqbal.comTel: 051 -2553987/0333-510491 I

A. GENERAL:1. ALL D1MENSIONS ARE IN MILLIMETER UNTESS OTHERWISE

SPECIFIED.2, IN CASE OF ANY DIFFERENCE, THESE SPECIFICATIONIS WILL

SUPERSED E THE NHA GE NE RAL SP ECIFICATIONS.3. 'IHE SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVER

RULE TFE GEI{ERAL NIOTES.4. IHE CONIRACTOR SFK)ULO STUDY THE DRAWINGS

CAREFULLY BEFORE STARTIIIG OF WORK MISTAKES. IF ANY,SHOULD BE IMMEDIATELY NOTIFIED TO THE ENGINEER.

5. ALL EXPOSED CONCRETE CORNER, EDGES AND ANGLESSHALL BE CHAMFERED OR FILLETED 2Ox2omm UNLESSOTHER/|/ISE SPECIFIED.

6. ALL CONCRETE SURFACES IN COMACT WITH SOIL SF|ALL BE. COATED WITH TOW CQATS OF BITUMEN IN ACCORDATICE WITH

SPECIFICATIONS AND ALLO\AED TO DRY BEFORE COMPACTIONoF solL.

7. GIRDERS TOP WILL BE ROI]GHENED TO FULL AMPLITUDE OF

. 6mm.

B. DESIGN PARAMETER:1. THE BRIDGE LOADING IS BASED ON THEWEST PAKISTAN CODE

OF PRACTICE FOR HIGHWAY BRIDGES (1967) AND MSHTOSTANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES (1 992)

2, THE FOLLOWING LIVE LOADS HAVE BEEN CONSIDERED INDESIGN:

i. CLASS A LOADS INCLUDITIG IMPACT AS PERWPCPHB. 1967.

ii. MILITARY LOADS 70 TON TANK INCLUDING IMPACTAS PER WPCPHB, 1967.

i i i . A SINGLE LOAD oF 95 KN oN 0.3m x 0.6m AREA (FORPUNCHING S HEAR OF DECK SLAB ONLY),

C. MATERIAL AND WORKMANSHIP:ALL MATERIAL SHALL CONFORM TOTHE MSHTO / ASTM / NHASPEC IFICATiONS AND STANDARDS,

D, STEELREINFORCEMENT:-REINFORCING STEEL

1. ALL REINFORCI NG STEEL S|.{ALL BE ROLLED FROM PRIMEGMDE PAKISTAN STEEL BILLETS. REINFORCEIi4ENT ROLLEDFROIM SCRAPED STEEI- SHIP PTATE OR RE*OLLED BILLETSSHALL I\OT BE USED

2. ALL REINFORCING BARS SHALI BE HIGII YIELD DEFORMEDBARSWITH MlNtMUt\4 YTELD STRENGTH OF 410 N/mm? (APPROX

E.1 .

60,000 psi) coNFoRMING ASTM 6'15 HoT ROLLED.IHE COMRACTOR SHALL PREPARE ALL BAR BINDINGSCHEIIJLE etc. AND SUBMIT THEM FOR APPROVAL OF THEENGINEER'S REPRESEMATIVE BEFORE EXECUTION.ALL REINFORCING STEEL SHALL BE ACCUMTELY LOCATED INFORMWORK. FIRMLY IN PI.ACE BY MEANSOF 16GAUGEBLACKANNEALED WRE AND ADEQUATELY DESIGN SPACERS BEFOREPLACING OF CONCRETE.

ELASTOMERIC PADS:-ELASTOMERIC BEARING PADS SHO\44{ ON THE INDIVIDUALDRAWINGS SHALL BE LAMINATED BEARINGS MADE FROM lOCP/OVIRGIN. CRYSTALLIZATION RESISTANT, POLY CHLOROPRENE{NEOPRENE} OF 60 DURO HARDNESS MEETING THEREOUIREIMENTS OF MSHTO M.251). INTERNAL STEEL PLATESSHALL BE ROLLED MILD STEEL CONFORMING TO ASTM A-283GRADE'D".PROVIDE RCC PADS UNDER ELASTOMERIC PADS ASSPECIFIED I N THET!'RAWINGS.

GENERAL NOTESCOIICRETE:

THE STRENIGTH OF CONCRETE SFTALL BE MEASURED ON150x300mm CYLINDERS. THE CYLINDERS SHALL BE PREPAREDUNDER THE SUPERVISION OF THE ENGINEER AND SHALL BETESTED AT A LABORATORY APP RO VED BY HI M,TFE GRADING OF COURSE AI.ID FINE AGGREGATES SHOULD BEFREOUENILY CHECI(ED,ALL EXPOSED CONCRETE SLJRFACES ABOVE GROUND SHALLHAVE'FAIR FACE' FINISH.4. TWELVE (12) oONCRETE ]EST CYLINDERS WILL BECASTED, SIX OF THESE WILL BE CURED AND TESTED UNDERLABORATORY CONDiTIONS AND OTHER SIX WILL BE CUREDUNDER CONDITION PREVAILED ON THE STRL,CTLRE AND THEDIFFERENCE IN RESULTS WII I

- BE RECORDED

coNcRETE cOVER & STRENGTH:-MINIMUM CONCRETE COVER SHALL BE AS FOLIOWS UNLESSOTHERWISE SPECIFIED CONCRETE STRENGTH WILL BECONFORMING TO NHA SPECIFICATIONS, THE DESIGN MIX MUSTHAVE AN AVERAGE LABORATORY COMPRESSIVE STRENGTHEQUAL TO OR GREATER THAN THE "DESIGN 28 DAYSCOMPRESSIVE STRENGTFr PLUS 90 Kg/cm' ( '1300 psi) FOR ALLTYPES OF MIX DESIGNS,

PARTICULAR NOTESI

SOIL AND FOUNDATIONi

THE COMRACTOR WILL CARRYOUT SURVEYATTHE SITE ANDENSURE IHAT THE SOFFIT OF THE BRIDGE IS ATLEAST 1MABOVE THE RECORDED HFL OF FLOODS OF 2010,THE CONTRACTOR \,VILL ARRANGE COMPLETE SOILINVESTIGATION FROM A REPIIIABLE GEOTE+I FIRM TO BEAPPROVED BY THE ENGINEER. THE SOIL INVESTIGATION WILLBE BASED UPON AS SPECIFIEDINTHE DRAWINGSAND BOQ.THE LOCATION OF BORE HOLES AS SPECIFIED ON THEDRAWINIGS.THE PILE LENGTH GIVEN IN THE DRAWNG IS TENTATIVE AND JTWILL BE FINALIZED AFTER WRITTEN SOIL INVES'IIGAT]ONREPORT FROM ACOI,4PETENT GEOTECHNICAL FIRM HAS BEENPROVIDED TO THE DESIGNER.THE SOIL REPORT SHOULD HAVE RECOMMENDATIONS FORPILELENGTH VERSES DIFFEREM DIAMETERS OF PILES.THE REOUIREMEM OF PILE LOAD TEST WILL BE DECIDEDAFTER IHE CONFIRMATORY BORING, PRELIMINARY SOILINVESTIGATION AND GEOTECH REPORT.THE DIAMETER OF PILES SHALL BE KEPT UPTO R,|LL DEPTH ASSPECIFIED ON lHE DRAWINGS. THE IVIALPMCTICE OFDECREASING THE DIA OF PILE AT GREATER DEPTFIS SHOULDBE STRICTLY PROHIB ITED,AS PER THE PRELIMINPRY SOIL INVESTIGATION TFIE SUB SOILIS A GRAVEL STRATA HO\A/EVER, IF ROCK IS ENCOUNTEREDBEFORE THE REOUIRED DEP1H IS ACHIEVED THEN THE PILESWILL BETERIvIINATED AFTER SOCKETINX3 5m INTOTHE ROCK.THE CONTMCTOR WILL ENSURE THAT THE WATER PASSAGEBETWEEN THE ABUTMENTS DO/VN UPTO TOP OF FOUNDATIONBASE IS CLEAR OF ALL DEBRIS, OVERBURDEN AND REMNANTOF OLD STRUCTURES UPTO 50m UPSTREAM AND 50mDOWNSIREAM OF THE BRIDGE.THE BORING OF PILES WILL BE CARRIED OUT LSING 8G.25ROTARY DRILLING RIG OR EOUIVAIf NT, PERCUSSION BORINGWILL NOT AU-O\A/ED INGMVEL FiARD ROCKSTRATA.THE FRL OF NEW BRIDGE IS 1M ABOVE FROM THE RECORDEDHFLOF 2OlOFLOODS.

G .

F.

1 .

7.

10 .

1 1 .

J ,

4 .

lit

a2.

t

I

I

STRUCTURALEL El,l ENT CATEGORY

CL EARCONCRET E

COVER(mm)

28 DAYSD€SIGN

CYLNOERSTRENGTH(Kgi Cm'l)

?8 OAYSTRIAL MX

LABORATORYCYLII\DERST RENGTH

llO/qn'lPILES MAIN BARS 75 mo (A3) 370

PITT CAflF@'TNG, W NG

WALL, BACK

ABUIMENTWALL

EARfi FACECXJTER FACE 40

210 (41) 300

BARRERSTOPAND

SIDE FACE 30 210 (Al) 300

HER@LUMN MAINBARSTIES 40 uo (A3) 370

G IRDERSTOP

BOTTOMsuEs 40

425 lo2l

DECKSLABAPPROACH

STAB &DIAPHRACMS

TOPSIDEUNDERSIDE

4030 280 (At) 370

CULlERTS(Ar.r T'tPES)

TOPEARTH FACEOUTER FACEUNDERSIDE

50

4030

% 5 l 2 l

GENERAL NOTESNATIONAL HIGHWAY AUTHORITY

ISLAMABAD

rztAstPISHMAL(N-es)

IIIIttITTIIIIIIIIIII

Pl S io = 127+162 .017N = 1249566.398E = 3160895.594l= 107 '0s '07 "R

C]RCULAR

Do = 28'38'52"Dc = 2A'57'1a'T = 27.104R = 20.000L = 37.4oiC = 32.186

X\STINGROW

Pl Sto = 127+064.726N - 12494a2.O21E = 3160933.414| = 21'00'04"1

CIRCULARDo = 05'12'31'0c = 06'12'38"T = 20.388R = 110.000L = 40 ,319C = 40.094

M - 1 .842

E = 1J.684M = 8 .125

r-.C\

--i?'

\>-

\r),\+

z11

*4

-o

Pt Sto : 127+020.014N = 1249439.308E = 5160920.05JI = 0824'10"R

CIRCULAROo = O3'54'52'Dc = 03'34'54-I = 11.754R = 160 .000L = 23.465C : 2 J , 4 4 4E = 0.431V = 0.450

Pl Sto = 127+190.906N = '1249589 .099E = 3160SJ5.249| - 6J31'08"1

CIRCULARDo = 22'55'06"Dc = 2J 04'26"T = 15.476R = 25.OOO

Pi Sto : 127+229.365N = 1249630.725E = J160932 E43l= 14 ' J0 '30 -L

CIRCULARDo = 04'46'29"Dc = O4'46'J4'7 = 15.275R = 120,000

, L = 50.JEoC = 30.305E - 0.968M = 0.960

Pl Sto = '127+274.635

N = 1249673.979E = J160918 .942l= 05 '48 '06 'R

CIRCULARDo = 02'51'55"Dc = 02'51'54"T = 10 .135R = 200.000L - 20.252C = 2O.243

R = 45.000L = 34.016

E : 3.417M = 3 .176

L = 27.715C = 26 .316E = 4.403M - 3.74J E - 0.257

M = 0.256

BOP - 127+000.000N:1249419.538E - 3160916.934

N = 1249534,149E = J160930 .106| = 4J'18'36'L

12'43'57"12'45'31"

CECON ICivil Engineers h ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal,comTel: 051 -255398710333-5104919

NATIONAL HIGI.IWAY AUTI{ORITYISLAMABAD

04 OESI6NEDSY M. IOBA

KM: ntltst PISHMAL(N-es)

SITE PLANSCALE

AS SHOWN03 DRAWN BY FAYAZ AHMAD

02 ASSISTEO BY

0 l RECOMMENOEO DATE[,tAY,2012

DWG. NO.F-002REV. OAIE DESCRIPTION APPROVEO APPROVED

IIITIItIItIIIIIIIIIII

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-51 049 1 9

TO MINGORA TO KALAM

#^ { 6500 -l

PLAN WITH AND WITHOUT OF DECK SLAB

TO MINGOM TO KATAM

NSL

| 1o5oq -l

SECTION A-A

ELEVATION OF BRIDGE

WITHOUT WING WALLS

NOTESi,1. THE SOFFIT OF THE GIRDER WILL BE 1M ABOVE FROM THE RECORDED HFL OF 2O1O FLOOD.

2. IF THERE IS ANY DIFFERENCE IN LEVELS OF FRL IN THE BRIDGES OR HIGHWAY DMWINGS,THEN THE FRL GIVEN IN THE BRIDGES DRAWINGS WILL TAKE PRECEDENCE OVER THE

HlGHWAY DRAWINGS.3. THE EXACT HEIGHT OF THE BRIDGE WITH REFERENCE TO HFL AND THE LOCATION OF THE

BRIDGE WILL BE DECIDED BY THE ENGINEER AT THE SITE FOR WHICH THE CONTRACTOR WILL

PROVTDE DETAIL TOPOGMPHIC SURVEY OF THE BRIDGE SlrE. I

(:_.

1_[_

L-E::i-

{

a:-

2%sLoPE I V 2jAS!98E--

0100 PVC D

25mm EXPANSION JOINT

NATIOI\AL HIGHWAY AUTHORITYISLAMAI}AI)

127+157 PISHMAL(N-es)

APPROVED

IIIITIIttIIIIIIIITIII

SEE DETAIL 'X'

PVC DRAINI c/c

SECTION C-C

PLAN OF ABUTMENT BASEPLAN OF ABUTMENT

25mm DRIP COURSE

DETAIL I 'XII

SECTIONSECTION A-A

DETAIL OF ABUTMENTKM: L27+I57 PISHMAL' (N-es)NATIONAL HIGHWAY AUTHORI

ISLAMABAD

CECONCivil pngineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URLlwww.M. lQBALqbai.comTel: 051 -2553987/0333-51 0491 s

tIIIIIIIIIIIIIIIItII

NATIONAL HIGHWAY AUTHOI{ITYISI-,AMABAD

2+2 912-102

ELEVATION OF ABUTMENT TRANSOM

4- LEGGED STIRRUPSs12@150ClC

SECTION C-C

SECTION B.B

t'o

POLYSWRENEGIRDERS

3-012 (RINGS) 6-A16^- f - -Dl "t t t a- ' -

" t l - -

PLAN OF SHEAR KEY L^REINF. DETA|L OF ABUT. PILE CAP

tl-t-l - -:

II

i I L,o^,u.",",,, I

o20@150clc lrB

SECTION A-A

SECTION D-DB

2

f_l f_l f-l rl3-b

1l 1l l

.oE

@

&

I o20@150C/C (T)r------ l o25@150C/c (B)

3-O12

SECTION

I].EINF. OF ABUTMENT& SIIEAR KEY

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.lVl. lQBALqbal,comTel: 051 -2553987/0333-51 0491 9

FAYAZ AHI1AD

T4AY, 2012

127+157 PISHMAL(r\-es)

IIItIIITtIIItIIIIIIII

CECOCivil Enqinbers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987i0333-51 0491 9

NATIONAL HIGHWAY AUTHOITITYISLAMABAD

020@150-303 (E.F)

ELEVATION OF RETURN WALL

L_ 15oo _-] L--o*--J

REINFORCEMENT OF BACK WALL L,

LEGENDS:

E.F = EARTH FACEO.F = OUTER FACEB,F = BOTH FACES

O.F 012@2oocic314-(E.F)

DETAIL OF WALL JOINT.SECTION 1-1 BACKWALL SECTION 3-3

DETAIL OF BACK WALL

& RETURN WALL

I1127+I57 PISHMAL

(N-es)F-006

DIMENSIONS OF DECK SLAB

'1 5oC/CLENGTH 3m

016@17sctC

a\6@125ClC (B

1 50CiCLENGTH 3m

REINF. OF DECK SLAB

SECTION A-A

I CECON.l Civil fngineers & ConsultantsI H# 470, Street 17, Chaklala Scheme 3 Rawalpindi

I E-mail:[email protected]!m URL:www.M. lQBALqbal.comI Te l : 051-2553987/0333-5104919

NATIONAL HIGIIWAY AUTHORITYISLAMABAD

u O€SIGN€D BY M, rq&qL

KM: 127+157 PISIIMAL(N-es)

I

t lErNF. oF DECK SLAB SCALE

AS SHOWN03 DRAWN BY FAYAZ AHI4AD

02 ASSISTED BY

0 l RECOIlI'lENDED DATE

MAY, 2012

DWG. NO.F-007REV. OATE DESCR,I APPROVEO APPROVED

IIIItITITIIIIIttIIIt

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon.nrp@gmail,com URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-51 049 1 9

. Q. or psc ctRoeRfW"UCinienEOUt P

LIFT HOLE100 t,D. CAELE NO.2 HALF ELEVATION OF P.S.C.GIRDER

ANCHORAGE PIT DETAIL

/-

oc{

O

NOTES;1 . TOTAT EXT€NSION SHOWN lN T l ' lE TABTE 15 INCLUSIVE OF 6mm SETBACK.

2 . PR[sTRISSING CABLES SHALL BE BA5[D ON SEVEN WIRTS MUTTI STRAND SYSTEM

CONFORMING TO AA5TI ]TO M203 GRAD[ 270 ,3 . ATL STEET SHALL BE HIGH Y I I ID GRADE 60 CONFORI \4 ING TO ASTM 4615 UNLESS OTHERWISE

IVE NTlON ED,

4 . CLAsS 'D1 ' (350K9 /sq ,cm) {5000PS1) CONCR[ T [ SHALt BE U5 ED.

5. PROFITT OF CABTE CORRTSPONDS TO TI'IE CENTRE OF CNBTT I.E' CENTROID OT STMNDS AND

SHAI I BE ACHIEVED AFTER STRESSING.

6 . A tL CABI "ES SHALt B I STRESSED AND LOCKED lF ANCHORAGI PULL lN EXCEIDS 6mm, T l lE CABLE

SHAI I . B I DE.5TRESSEO AND SHALT S [ PRISTRI55€0 .7 . PREsTREssED GIRDERS SHALL NOT S [ CAST ON CONCRETE OR TASONRY PLASTERED

PLATFORMS CONSTRUCTED ON GROUND. BOTTOM FORM WORK SHALI - BE PROPERLY

DESIGN€D ST€EI PLATES. THE SK|N PLATES SHALL NoT BE IESS THAN 3mm THICK AND

STIFFENED TO ENSUNT CONCRITE 5URFACES FBEE TROM WBJNXLIS, WARPSAND OFTSETS. SIDE

FORM WORK PTANKS SHALL BE SECURED BY sTEEL T IEs IN CONCRETE OR STEEL F€RRUI 'ES.

PtASTIC PIP ES ARE P ROH IBIT ED.

8 . T INDONS SHALL BE GROUTED AFTER PRESTRESSlN6 WI IH NEAT CTMENT GROUT OF 0 .55

WATER CEI\4ENT RATIO. NO ADDITIVES SHALL BE UsED,

9 . ANCHOMGE PocKETs sHALL BE r lLL€D WITH CoNCRETE ( | c=16ske /sq cml USING 10mm

DOWN AGGREGATES, AFTER GROUTING AND TRIMMING TENDONS.10, ATt CONCRETE SHAIL BE FAIR-FACTD US]NG STEEL FORIV WORK AND PTATES OF NOT LESS

THAN 3m m THIcK NESS. T IM BER O R sTE E L CLAD T IMBER FORM sHA t t NoT BE A t tOW ED

11. OVERLAP IN STEEL W HERE REQUIRED 5HALL BE 5TAGG ERED.12 , PRESTRI5S ATONG WITH IT5 COMPLETE F IXTURES WITL BE ACCOROING TO STRONGFORCE

SYSTEM OR EQUIVALENT.

13 . G IRDER TOP WILL BE ROUGHENED TO f U [ t AMPI . ITUDE OF 6 mm.

14. Tl{E tOLLowlNG PARA MIT€RS HAV E BEEN USEO lN DESIGN:-

l_roo | :oo_l L 600

END VIEW SEC. AT 75OO SEC. AT 5OOO SEC. AT 25OO SEC. AT OOOOCA BI.E PRO III.E

coORDINATES oF cABtES PROFILE FROM C/ [ Or GIRDER (mm) STRANDS PRoVIDED l210.5"

a . ANCHORAGE SL lP = 5mm

b. p tR IC I ION CURVATURE COEFFICIENT 0 .300 PER RAD.c . F f i ICT ION WoBBtE COEFFICIENT 0 .0020 /m.d . l \ 4oDUtUSOF E IASTICITY oF 5TEEL 193MPa (28000Ks i ) .

e . IACKING SHOUI -D BE DONE FROM ONE END.T INCLUDING HYDRAULIC PUMP LOSSES OF 2 %.

-. lT INCLUDES PULL lN OF'6mm.*. JACKING SHOULD BE DdNE FROIV ONE END.

t

HALF PLAN OF P.S.C.GIRDER

II

Inl,+i

-G

\,AEI LE

N O

X=0(mm)c.L

1 2501/8 L

25002l8L

37503/8 L

50004/8 L

6250518 L

75006/8 L

87507/8 L

10000END

JACKINGFORCE INMETR CTONNES(ACTUAL)

TOTALEXTENSION** ATJACKING END OF

CABLE (mm)

ORDER OFPRESTRESS

ING

1.I 200 2 1 6 zoJ 341 450 591 763 ltlo

.1200168.61 5 0 135 120 1 0 0 75 50 .>F 12.5 0

.) Y 1 0 0 100 1 4 157 225 329 q c l 6'14 800168.6 135.2 B-120 -100 :2 0

GIRDER DE'TAILNATIONAL HIGHWAY AUTHORITY

ISLAMABAD

KM: 127+157 PISHMAL

OESCRIPTION

(N-es)

I---r---

V

HALF ELEVATION OF P,S,C.GIRDER

SECTION AT .1-1

MATT-1

CECONCivil Engineers & ConsultantsH# 470, Slreet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-5'1 0491 I

END BLOCK ELEVATION


KM: 127+157 PISHMAL(N,es)

SECTION AT 2-275 O. SHEATH 15OO LONG AT ENDS (STMIGHT PORTION)

I{I'INF. OF PSC GIITDER

IIIIttItITIIttIIIIIII

eod.ooao-lr

-T

N l-+_ l9 l

I--T

Rl-l

SECTION AT -3-3 ( INNER GIRDERS)

-T

N l-+-1- l-T! a lN lI

(DIMENSIONAL)

, VARIES

5oM^x ll * ll ,or*-t t--SECTION AT -3.3 (OUTER GIRDERS)

TYPICAL DETAILOF LIFTING HOLE

SECT|ON AT -4-4 (tNNER GTRpERS) SECTION AT -4-4 (OUTER GIRDERS)

ti '.1 r:.i tt r , ,,PARTIAL ELEVATION

(LIFTING PIN DITAIL)

EuJogg

ao-LLo

r ^ l - l

I ouu _l

SECTION

CECPNCivil Enhineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. IQBALqbal.comTel: 051 -2553987/0333-51 04919

NATIONAL HIGHWAY AUTHOIUTYISLAMABAD

04 DESIGNED BY f4, IQBAL

KMI Lz7+rsi PISHMAL(N-es)

SEC'I'IONAL REINF. OIIPSC GIRDBR

SCALE

AS SHOWNORAWN BY FAYAZ AHI.IAD

0z ASSISTED BY

01 RgCOFIMENOED DATE

MAY, ZO12

DWG. NO.F-010REV, OATE APPROVED APPROVED

tIItITtIIIIIItIIITIII

3.O1 6.ADDITIONAL REINFORCEI,4ENT

DOWELS FROM DOWELS FROI\,I

Jt,'

12mm STEEL PLATE TO BE BOLTED & SECTION 1-12+2-O22-03D WITH CONCRETE, DUCTS TO BE

GROUTEO BEFORE STEEL PLATESARE PLACED, 4.O1 6-ADDITIONAL REINFORCEMENT


DOWELS FROMC-.iRDGFi--

SECTION 2-2

50x12mm STEEL PLATE TO BE BOLTED & , 250I

F------- - ---

t r--------t To* l ' " l9 l

I I t ' t| -Ff- *

l<-'-j

STEEL PLATE

2+2-925-05D f, WITH CONCRETE, DUCTS TO BEGROUTED BEFORE STEEL PLATESARE PLACED.

ELEVATION OF INTERIOR DIAPHRAGM

2+2-925-Q5D

912@150-04

300x200x75 SETBACK

DETAIL'A'

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:ww.M. lQBALqbal.comTel: 051-2553987/0333-5104919

ATIONAL HIGHWAY AUTHORITYISLAMABAD

04 DESIGNED BY M, IQBAL

KM: L27+157 PISHMAL(N-es)

II DETAIL OI I DIAPHRAGMI AS SHOWN

03 DMWN BY FAYAZ AHMAD

02 ASSISTED BY

0l R€COMMENO€O DATEMAY, 2012 F-011

DW6. NO.

R8V. DATE DESCRIPNOIAPPROVED APPROVEO

IIIIIIIIITItIIIIIII,I

t

LAM INATED ELASTOM ERIC BEARIN G

PLAN OF CONCRETE PAD DETAIL OF BEARING PLINTH

SECTION M-M

SECTION 4-4 SECTION 3-3 NOTES

( i ) ELASTOMER IN THE BEARING PADS SHALL HAVESHORE HARDNESS AS PER MSHTO = 60-70 DUROMETERALL WELDING SHALL BE AS PER PROVISIONS OF AWS CODE.

ALL ELECTRODES SHALL BE OF E7OXX.( i i )

: . . . . . . .

i , ,

ELASTOMERIC

BEARING PAD CONCRETE PAD

t b h M N a

400 550 46 500 650Q or genRrxc

5o--l

**r-.offiL-JJllffi,ll _11:--f-i

-

[#ll

4-412-225


2mm THICK

1 1 m m T H I C K


4012-225

APPLY smm SELF LEVELING EPOXYGROUI(SIKA-42 OR EOUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.


APPLY Smm SELF LEVELING EPOXYGROUT(SIKA-42 OR EOUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,rwp@gmail,com URL:www.M. lQBALqbal,comTel: 051 -2553987/0333-51 0491 I

NATIONAL I{IG I-IWAY AUTIIORITYISLAMABAD

04 OESIGNEO BY M. l08AL

KM: 127+157 PISHMAL(N-es)

REINF. OF BEARING PAD& CONCRETE PAD ^.:$'..03 OMWN 8Y FAYAI AHMAD

02 ASSISTED BY

0 l RECOMMENDED DATE

MAY,2012DWG, NO.

F-012R€V. OATE OESCRIPIION APPROVEO APPROVEO

IIIIIIIIII

CECONCivil Engineers & Consultants' H# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:www.M. lQBALqbal,comTel: 051.2553987/0333-51049'1 9


I27+I57 PISHMAL(N-es)

ItTIIIIIIIIIIIIIIITtT

NATI ONAL H I GHWAY AUTH ORITYISLAMABAD

$nt[xo"v rt$rrwArsMinistry of Commu nications

KM: 130+190(N-95)

CECONCivil Engineers & ConsultalntsH#470, street 17, Chaklala Scheme 3 RawalpindiEmail : cecon.rwp@gmai Lcom U RL:,www.cm iqbal.com

Tel: 051-25s3987 / 0333-51q4919

l

I

MAY,t

2012

IIIIIIIITtIIIIIttItIt

CECONCivil Ingineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:www.M. IQBALqbal.comTel : 051-2553987i0333-5104919


KM: 130+180(N-es) OATE

1 .

z.

J.

GENERAL:ALL DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISESPECIFIED.IN CASE OF ANY DFFERENCE, THESE SPECIFICATIONIS WILLSUPERSEDE THE NHA GENERAL SPECIFICATIONS.THE SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVERRULE THE GENERAL NDTES.THE CONIRACTOR SHOULD STUDY THE DRAWINGSCAREFULLY BEFORE STARTII.G OF WORK. MISTAKES, lF ANY,SHOULD BE IMIMEDIATELY NOTIFIED TO THE ENGINEERALL EXPOSED CONICRETE CORNER, EDGES AND ANGLESSHALL BE CHAIIIFERED oR FILLETED 20x20mm UNLESSOTHERWISE SPEC]FIED,ALL CONCRETE SURFACES IN COMACT WITH SOIL SF{ALL BECOATED WJTH TOW COATS OF BITUMEN IN ACCORDANCE WITHSPECIFICATIONS AND ALLO\AED TO DRY BEFORE COMPACTIONOF SOIL.GIRDERS TOP WILL BE ROUGHENED TO R'LL AMPLITUDE OF6mm.

DESIGN PARAA4ETER:THE BRIDGE LOADING IS BASED ON THEWEST PAKISTAN CODEOF PRACTICE FOR HIGHWAY BRIDGES (196N AND PASHIOSTANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES (1 992),THE FOLLOWING I IVE LOADS HAVE BEEN CONSIDERED INDESIGN:

i. CLASS A LOADS INCLUDIN]G II\4PACT AS PERWPCPHB. 1967.

ii, MIUTARY LOADS 70 TON TANK INCLUDING IMPACTAS PER WPCPHB. 1967.

iii. A S{NGLE LOAD OF 95 KN ON O.3m X O.6M AREA (FORPUNCHING SHEAR OF DECK SLAB ONLY).

MATERIAL AAl D WORKMANSHIP:ALL MATERIAL SFALL CONFORM TO THE MSHTO / ASI]M / NHASPECIFICATIONS AND STANDAR DS,

STEEL REINFORCEMENT:.REINFORCING STEELALL REINFORCING STEEL SFALL BE ROLLED FROM PRIMEGRADE PAKISTAN STEEL BILLETS. REINFORCEIVIENT ROLLEDFROIVI SCMPED STEEL SHIP PLATE OR REROLLED BILLETSSHALL NOT BE USE D,ALL REt NFORCING BARS SFIALL BE HIGH YIELD QEFORIVIEDBARS WITH MINIMUM YIELD STRENGTH oF 4j0 N/mm' (APPROX.60,000 t:si) cONFORMIN]G ASTlvl 61 5 HOT ROLLED.]HE CONTRACTOR SHALL PREPARE ALL BAR BINDINGSCHEDULE etc, AND SUBMIT THE[/ FOR APPROVAL OF THEENGIN EER'S REPRESE NTAIIVE BE FORE EXECUTION.ALL REINFORCING STEEL SHALL BE ACCURAIELY LOCATED INFORM WORK, FIRMLY IN PLACE BY MEANS OF l6GAUGEBLACKAN]NEALED WRE AND ADEQUATELY DESIGN SPACERS BEFOREPIACING OF @NCRETE.

ELASTOMERIC PP,DS:-EIASTOMERIC BEARING PADS SHOV\4\ ON THE INDIVIDUALDRAWINGSSFALL BE LAI\4INATED BEARINGS I\4ADE FROM 1OO%VIRGIN, CRYSTALLIZATION RESISTANT, POLY CHLOROPRENE(NEOPRENE) OF 60 DURO HARDNESS MEETING THEREQUIREMENTS OF MSHTO I \A251). INTERML STEEL PLATESSHALL BE ROLLED MILD STEEL CONFORMING TO ASTM 4-283CRADE'D".PROVIDE RCC PADS UNDER ELASTOI/ERIC PADS ASSPECIFIED I N THE DRAWINGS,

GENERAL NOTES

COI.ICRETE:

TF1E STRENGIH OF CONCRETE SFIALL BE MEASURED ON150x30omm CYLINDERS. THE CYLINDERS SHALL BE PREPAREDUNDER TFIE SUPERVISION OF THE ENGINEER AND SHALL BETESTED AT A LABORATORY APPROVED BY HI M.THE GRADING OF COURSE AND FINEAGGREGATES SHOULD BEFREQUEMLY CHECKED.ALL EXPOSED CONCRETE SLIRFACES ABOVE GROUND SFALLHAVE "FAIR FACE' FINISH.4. TWELVE (12) CONCRETE IEST CYUNDERS WILL BECASTED, SIX OF THESE WILL BE CURED AND TESTED UNDERLABOMTORY CONDTIONS AND OTHER SIX WILL BE CURED

J UNDER CONDITION PREVAILED ON THE STRLCTURE AND THEDIFFERENCE I N RESULTS WILL BE R ECORDED.

coNcRETE cOVER& STRENGTH!MINIMUM CONCRETE COVER SHALL BE AS FOLLO\AA UNLESSOTHEF{,TISE SPECIFIED CONCRETE STRENGTH WILL BECONFORM INX3 TO NFA SP ECIFICATIONS, THE DES IGN MI X MUSTHAVE AN AVERAGE LABORATORY COMPRESSIVE STRENGTHEOUAL TO OR GREATER TFIAN THE :DESIGN 28 DAYSCOMPRESSIVE STRENGTFT PLUS 90 KS/CM, (1300 PSi) FOR ALLTYPES OF MIXDESIGNS.

PARTTCULAR fi]O'IES:

SOILAND FOUNDATION. '

THE COMRACTOR WILL CPRRYOUT SURVEYAT THE SITE ANDENSURE THAT THE SOFFIT OF THE BRIDGE IS ATLEAST 1MABOVE lHE RECORDED HFL OF FLOODS OF 2010.THE CONTRACTOR WILL ARRANGE COMPLETE SOILINVESTIGATION FROM A REPUTABLE GEOTECH FIRM TO BEAPPROVED BY THE ENGINEER. THE SOIL INVESTIGATION WILLBE BASED UPON AS SPECIFIEDINTHE DRAWINGSAND BOQ.THE LOCATION OF BORE HOLES AS SPECIFIED ON THE

DRAWINGS. ;THE PILE LENGTH GIVEN IN THE DRAW NG IS TENTATIVE AND ITWILL BE FINALIED AFTER WRITTEN SOIL INVESTIGATIONREPORT FROM ACOMPETENT GEOTECHNICAL F]RM HAS BEENPROVIDED TO THE DESIGNER.THE SOIL REPORT SFIOULD HAVE RECOMMENDATIONS FORPILELENGTH VERSES DIFFEREM DIAMETERS OF PILES.THE REOUIREMENT OF PILE LOAD TEST WILL BE DECIDEDAFTER lHE CONFIRMATORY BORING, PRELIMlNARY SOILINVESTIGATION AND GEO TECH REPORT,THE DIAMETER OF PJLES SHALL BE KEPT UPTO FULL DEPTH ASSPECIFIED ON THE DRAWII'IGS THE MALPRACTICE OFDECREASING THE DA OF PILE AT GREATER DEPTHS SHOULD8E STRICTLY PROHIB ITED,AS PER THE PREUMINARY SOIL INVESTIGATION THE SUB SOILIS A GRAVEL STRATA. HOWVER, IF ROCK IS ENCOUNTEREDBEFORE THE REOUIRED DEPTH IS ACHIEVED THEN THE PILESWILL BETERMINATEDAFTER SOCKETING 5M INTOTHE ROCK.THE CONTRACTOR WILL ENSURE THAT THE WATER PASSAGEBETWEEN THE ABUTMENTS DOA/N UPTO TOP OF FOI]IIDATIONBASE IS CLEAR OF ALL DEBRIS, OVERBURDEN AND REMNANToF OLD STRLITURES UPTO 50m UPSIREAM AND 50mDOWNSTREAM OF THE BRIDGE.THE BORING OF PILES WILL BE CARRIED OUT USING BG-25ROTARY DRILI. INIG RIG OR EOUIVALENT. PERCUSSION BORINGWILL NOT ALLO\A/ED lN GRAVET FTARD ROCK STRATA.THE FRL OF NEW BRIDGE lS 1m ABOVE FRo M Tt-lE RE@RDEDHFLOF 201 O FLOODS.

G .

5 .

6 .

7.

B .1 .

2 .

3 .

/l

1 .

3.

7.

9.

F.

5

6.

1 0 .

D.

1 .

4 .

E.1 .

2 . a

S TRUCTURALEL EIN EN T

CATEGORY

CL FARCONCRETE

COVER(mm)

28 DAYSE€SIGN

CYLNDERSTRENGTH

(Kg/crn'?)

28 DAYSTRIAL MX

LABORATORYCY UhDERST RENGTH

( Kq /crn'? )PILES MAIN BARS w tA3) 370

--FftE cAP;-

F@TNG, WNGWALL, BACK

ABUTMENT

EAR'IH FACEOUTERFACE 4

210 (A1) 300

BARRIERS TOP ANDSIDE FACE 30 ?10 {A1} 3@

RERCOLUMN MAIN BARS40 2BO (A3) 370

G IROERS BOT]O MSDES 40

4E (o2) 615

OECKSLABAPPROACH

SLAB &OIAPfIR PG MS

TOP SI OEUNOERSIOE

&30 2Bo (A3) 370

CUL\ERTS(Atr T\"ES)

TCPEARIH FACEOUTERFACEUNDERSIDE

50

4030

24s (A2)

GENEIIAL NOTES

APPROVEO MAY,2012

IIIII:

IIItIItIIIIIIItI

}{ATIONAL HIGHWAYISLAMABAD

Pl Sto = 130+123.952N = 1252328.709E = J160197 .613l= 02 '58 '46"1

Pl Sto = 130+245.448N = 1252417.463E = J160115 .324l= 0B '12 '15"R

CIRCULARDo = 03'54'62"0c : 05'34'54'T = 11.475R = 160.000L : 2 2 . 9 1 1C = 22.491E = 0 .411M = 0 .410

LL'

l:t-OF

OC)

I

1..)

LllZ=

I

F

LOO-rO

)a

CIRCULARDo = 01?5'57"Dc = 01'25'57"T = 10.403R = 400.000L = 20.801C = 20.799E = 0 ,135M = 0.136

-..-

'z

:--: Pl Sto = 130+282.820N : 1252450.179E = 3160097.i 78| = O2'29'47"R

CIRCULARDs = 01'08'45"Dc = 01'08'46"T = 10 .894R = 500.000L = 21.745C = 21.7 a4

M = 0 . .119Pl Sto - 130+055.762N = 1252281.647E = 3160246.706l = 0 8 2 0 ' 5 4 " 1

CIRCULARDq = 0251'53"Dc = 0261'64"T = 14 .596R = 200.000L = 29 .141C = 29 .115E = 0.532M = 0.531 X

Pl Sto = 130+094.599N - 1252310.122E = 5160220.514l : 0 6 ' 2 6 ' 6 8 " 1

CIRCULARDo = 0J'49'11"Dc = 05'49'14"I - 11 .080R = 150.000L - 22.121C : 2 2 . 1 0 OE = 0.409 '

M - 0.408

Pl Sto = 1J0+ 147.622N = 1252342.624E = 3160178 .J34l= 12 '00 '35"R

CIRCULARDo = o5'4J'46"Dc = 05'4355"T = 1 0 . 5 1 sR = 100 .000L = 20 .961C = 20.923

M = 0.549,

I

Pl S to = ' l J0+206 .122

N = 1252J86.137E = 3160139 .118l : 0 4 ? 8 ' J 2 " R

CIRCULARDo : 02'17'31"Dc = O2'17'31"T = 1o.4S7R = 250.000L - 20.982C = 20.976E = O.220M = 0.220

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Schelne 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-51 0491 9

130+180(N-es) 'AUTI{ORITY

tIIIIIITtIItIIIIItIII

- - -_1

tIIIIIII

- - -I

i

II l l

fE5l l lt -::J


EXISTING PLUN'l

EXISTING PLUMCONCRETE WALLS


CONCRETE WALLS

UPSTREAM GIRDER \ oAMAGEO

PLAN & ELEVATION OF

EXISTING BRIDGEKM: 130+180(N-es)

CECONCivil Engineers & ConsultantsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal,comTel: 051-2553987/0333.510491 9

NA'TIONAL IIIGIIWAY AUTI.IOI1ITY. ISLAMABAD

IItIItIIIIItIIIIIIIII

1mm WIDE CRACK - ] - ' '

CFRP WRAP 230 C2 CFRP STRIP 812

f, DAMAGED PORTION

ELEVATION OF DAMAGED GIRDER

METHODOLOGY OF REPAIRING1. THE CRACK WILL BE FILLED WITH LOW VISCOSITYEPOXY INJECTION

(cHEMDUR -s2 OR EQUIVALENT) USING AIR COMPRESSOR.2. HAIR LINE CRACKS IF FOUND WILL BE SEALED WITH EPOXY MORTAR

(CHEMDUR -31 OR EQUIVALENT)3. THE DAMAGED GIRDER WILL BE STRENGTHENING OF BOTH ITS BOTTOM

FLANGE AND THE WEB. THIS REQUIRED 2 CFRP STRIPS 5-812 WHICH WILL BE

FIXED AT THE BOTTOM FLANGE USING EPOXY ADHESIVE CHEMDUR 31 OR

EQUIVALENT ALONG THE LENGTH OF THE GIRDER. AFTER FIXING TEH STRIPS,CFRP WRAP 230-C WILL BE FIXED IN U-SHAPE USING EPOXY ADHESIVE'CHEMDUR 3OO OR EQUIVALENT.

SECTION 1-1

EXISTING RCC GIRDER

CFRP WRAP 23OC

2 CFRP STRIPS 812 3 CFRP STRIPS 812

DAMAGED GIRDEII RBPAIRING

ntBrHoooLoGY wlrH cFRPJ*' ,ro*,ro(N-es)

NATIONAL HIGIIWAY AUTI.IORITYISLAMABAD

CECONCivil Engineerst ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URLlnw.cmiqbal.comTel; 051 -2553987/0333-51 0491 I

ttIIIIIIIIIIITIIIIIIt

I

Mi,___--_-"-"i1____-l '

--_-IE-NG TFTIff 89]NCERTD6A=-

PLAN OF BRIDGE WITH WIDENING

FRL 1951.58

RCC DRAIN FOR

rolc{l

t _

1OO LEAN

ABUTMENT TRANSOI"/

NSL 1944.58

& ELEVATION OFNEW BRIDGEKN{: 130+180

CECONCivil Engineers & ConsultantsH# 470, Street '17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.com-rel: 051 -2553987/0333-51 0491 9

NATIONAL }IIG}IWAY AUTHORITYISLAMAI}AD

ttIIIIIIIItIIIIITIIII

50 AWC

FRL 1951.58

DETAIL IIXII

NSL 1944.58

----*ffi 9a--*-L-,e**,--L+lg.-- 3ooo I I sooo1r]7no

SECTION A-A SECTION B-B

NOTE:

Io L

tPLANOF ABUTMENT BASE BACK WALL DETAIL SECTION C-C

l

tPLAN OF ABUTMENT

EXISTING BROIGE SHOWN IN DASHES..

RETURN WALL

KM:130+180(N-es)

NATIONAL IIIGIIWAY AUTIIORITYISLAMABAD

CECONCivil Engineers & ConsultantsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-mail:cmiqbal@gmail,com URL:www.cmiqbal.conrTel: 051-2553987/0333-51 0491 9

IIIIIIIITtIIIIItIIIII

4. LEGGED STIRRUPS

SECTION C.Co25@15oCiC

a2o@17sCtC

ELEVATION OF PIER TRANSOM

j'^Df+- 8l

t

T\

A--T-

PLAN OF SHEAR KEY

BA-+--

3-412

BA*---t-

920@200clcT AFTER SEATING

3-O12 (RTNGS) OF GIRDER

SECTION B.B SECTION A-A

REINF..].^

DETAIL OFPOLYSTYRENE

& GIRDERS

ABUTMENT BASE

SECTION D-D

3-@12 (RTNGS)

@20@17\CIC (O.F)

@25@1s0C/C (E.F)

o25@200c/c {tB)

10mnr SHEET EXTRU

1t114. llQ+180(N-es)

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 Rawalpindi

'

E-mail:[email protected] URL:www,cmiqbal,comTel: 05 1'2553987/0333-51049'1 9

NATIONAL IIIGHWAY AUTHORITYISLAMABAD

I

T

TI

IT

TCECONCivil Enginbers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-marl:[email protected] URL:www.M, l0EALqbal.coatTel : 051-2553987/0333-51 04919

NATIONAL HIGHWAY A.UTHORITYISLAMABAD

BAR FROM WING WALL

BAR FROM WING WALI

P1303

g1

ELEVATION OF RETURN WALLL,'oJ L,----,*'- -l

REINFORCEMENT OF BACK WALL-l>,

LEGENDS:E.F = EARTH FACE0,F = OUTER FACEB.F = BOTH FACES

0.F [email protected])

020@150-303 (E.F)

016@300-325


(NOT SHOWN IN ELEV,)(2s0x250 CHAMFER)

DETAIL OF BACK WALL

& RETUITN WALLt: 130+180(N-es) DATE

--- r'lAI,.?!L2

IIIIItIIIIIItITTITItI

O16@175dc 04 (B')

_ - - -TT- - - - - - - - - - - - T 'Tt t . l It lt ll l I ll l I l

- _ _ _ I l _ _ _ _ _ _ _ _ _ _ _ - _ - - - - _ - - r L

LIIfIII

t- 161----=,* --J

REINF- OF DECK STNE (PHASE I CONSTR

! - - - - 1 6 1 0 0 - - * J - _ _ _ - - - 1tB

REINF- OF DECK SLAB (PHASE I I CONSTRUCTION)

NOTES:-1. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED,2. THE CONTRACTOR SHALL READ THE DRAWINGS CAREFULLY,MISTAKES IF

ANY SHOULD BE NOTIFY TO THE DESIGN ENGINEER.3. THE EXISTING UPSTREAM SIDE GIRDER WILL BE REPAIRED USING CFRP.

SEQUENCE OF CONSTRUCTION:1. IN PHASE I FIRST 3M UPSTREAM OF THE SLAB WILL BE CONSTRUCTED WHILE

THE TRAFFIC WILL BE MOVING ON THE EXISTING OLD PORTION.2. lN THE SECOND PHASE THE TRAFFIC WILL BE MOVING ON UPSTREAM 3m

PORTION AND PHASE I I WILL BE CONSTRUCT. PROVIDE 15OOMM LAP JOINTSIN THE TRANSVERSE REINFORCEMENT OF PHASE I SLAB.

CLOSURE POUR:-1. EXISTING DECK SLAB 450mm WILL BE BROKEN AND ITS REINFORCEMENT

WILL BE EXPOSED, PRESERVED AND CLEANED.2. SLAB EXTENSIoN WILL BE CONCRETED WITH ITS REINFORCEMENT 450mm

OVERLAPPED WITH THE REINFORCEMENT OF EXISTING DECK SLAB.3. CLOSURE POUR WILL BE CONCRETED AT LEAST 28 DAYS AFTER CONCRETING

OF NEW DECK SLAB EXTENSION.4. HEAVY JACK HAMMERS WILL NOT BE USED FOR BREAKING OF DECK SLAB,

INSTEAD HAND HELD PNEUMATIC CONCRETE BREAKERS WILL BE USED.

\ 5. Apply BoNDING AGENT LIKE cHTMDUR-32 (oR EQUIvALENT)fo BE BorH

-_J^-".. ". . -. -..-. - .:::-.: '.: ',: ':,,, ',,: ',,ENDSiOF DECK SLAB BEFORE CONCRETING FOR CLOSURE POUR'

r ' . ' r ' i - r ' : i" i i . : i , , { i i i : : , i . ; i ; ' : ' ; , ' . " . ; i ' , ,

t t " " . _ ' . . , . , . . . . . . . . - -

SECTION B-B

KM: 130+180(n*-95)

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal,comTel: 051 -2553987/0333-510491 9

NA'I. IONAL HIGI{WAY AUTTIORI'TYISLAMAI}AD

TIITItITttITIIITItItT

qoF PSC GIRDER

16000SYMMETRICAL ABUT q

5.354'

CABLE NO 2 CABLE NO 1ANCHORAGE PIT DETAILLIFT HOLE 1OO DIA

PIPE.55O LONG ELEVATION OF P.S.C GIRDER

16000

r.otr)

PLANOF P.S.CGIRDER

J,REFERENCE CO.ORDINATES

{I1

l

NOTES:,. TOTAT [XTENSION Sl]0WN lN TH[ TABtt l5 lNctUSlvt OF 6mm STTBAC(.2, PRE'TRT55ING CAOTES SHATI BE 8ASID ON SIV€N WIiES MUI-TI STRAND SYSTEM

C O N F O R M T N G T O A A S T H T O M Z 0 3 6 R A D E 2 7 0 .

3, At t 5 ' rEEI SHALI DI l ] rc l l Yl tLD GRADT 60 CONFORMING TO ASTM 46.15 UNLtSS 0l l l [RWlsE

M [ N I I O N E D .

4 . C t A 5 5 ' D 1 ' ( 3 5 O K g / s q . c m ' ) ( S O O O p S I ) C O N C n [ T [ S H A L I B t U S € O .

s . P I l O F l t t O f C A B L [ C O R R E S P O N D S T O I H e c E N T R E O f C A E L t i . c . C e N I R O I D O F S T n A N D S A N o

S H A L L B E A C H I E V E O A f T I R S T R T 5 5 I N G .

6. AtL CABL[5 SHAI L BE STRESSED AND tOC KEO lF ANCI. jORAGt P Utt lN EXCEEOS 6 mm, THE CAB LE

SHALL BE DE,SIRESSID AND SIIALT BE PRESTRESSED.

7 . P R E S T R E S S E D G I R D E R S S H A L T N O T 8 [ C A S T O N C O N C R E T E O R M A S O N R Y P I - A S T I R [ D

PLATFORMS CONSTRUCTIO ON GROUNO, BOTTOM FORM WORK St lAI"L 8T PROPERLY

D€SIGN€O sTE€L PLATES. Tl lE SKiN PIATIs SHAtt NOI 8E t tss THAN 3mm THICK AND

STIFFENED TO ENSURE CONCRETE SU RFACES FREE FROM WR IN KIES, WA RPs A NO OFFSETS. SIDI

F O R M W O R K P I A N K S S H A I I B E S E C U R E D O Y S T I I T 1 I E S I N C O N C R E T E O R S I E E L T E R R U I E S .

PLA5TIC PIP IS AR€ PROHIBITED.

B. TENDONs SHALL BE GROUlED AFl[R PRESTRESSING WITH NEAI CEMENT 6ROUT OF 0.55

WATTR CEMENT RATIO. NO ADDITIVES SHALI. BE USED.

9, ANCHORAGE POCKEIS SHALL BE FlLL[D WITH CONCRET€ { f 'c"155kg,/ tq . t t ) USTNG 10.rn

DOWN AGGREGATES, ATTER 6ROUTING AND TRIMM IN6 TEN DONS.

10, ALL CONCRTTE SHATL DT FAIR.FAC€D USING STEEL fORM WORK AND PLAT!S OF NOT LESS

THAN 3mm TI-JICKN t55. TIM 0tR O R STE EL cLAD TIMBER FORM 5HA tL NOT BE ALLOW ED.

1 1 . O V I R L A P I N S T E E L W H E R T R E Q U J R E D S H A L L B E S I A G G E R E D .

12. PRE9TRESS ATONG WITH lTS COMPLEIT I IXTURES WIt t BE ACCOROING TO STf lONGFORCT

SYS][M OR EQU]VALINT,

1 3 . G I R D t R T O P W l l - t B I R O U G I J E N T D T O F U L L A M P L I T U D t O F 6 m m

1 4 . T H E [ O L L O W I N G P A R A M E T E R S H A V I S T T N U S I D I N D I S 1 6 N I -

END VIEW SEC. AT 6000 SEC. AT 4OOO SEC. AT 2OOO SEC. AT CEN. OF GIRDER

CABLE PROFILE

IINCIUDING HYDRAULICI INCLUDES PULL IN OF

I

PUMP6mm.

IossEsANCHO RAG E sLlP = 5mm

F t R I C T I O N C U R V A T U R E C O E F F I C I E N I 0 . 3 0 0 P E R R A D .

F R I C T I o N w o B B L E c o t t F l o E N T 0 . 0 o 2 0 / m -

M O D U T U S O t E L A S T I C I T Y O f S T E t t l 9 l M P a ( 2 8 0 0 0 K 5 i ) .

I A C K I N G S H O U L D S E O O N E F R O M O N E E N O .

SHADED PORTION

CONCRETING ANO

8000 8000

1&2-Tt-===-_-J;;--*

:

I

)"1"-

i+COORDINATES OF CABLES PROFLE FROM C/L OF G IRDER IMM

CABLEN O .

X=0(mm)

t - t

10001/8L

2000218L

30003/8L

4000418L

50005/8 L

60006i8L

70007IgL

8000E N D

JACKING FORCEIN METRICTONNES(ACTUAL)

TOTAL EXTENSIONAT JACKING END OF

cABLE (mm)

ORDER OFPRESTRESSING

1z 200 209 238 284 350 434 538 6 5 9 800

154 .6 '108.6 A0 0 0 0 0 0 0 0

z 100 1 0 0 106 124 1 5 5 1 9 8 253 320 4001 5 4 . 6 ' t 10

Y 0 0 0 0 0 0 0

CECON 1Civil Engineers & Consultanr- |

H#4z0,srreerlT,chaktatascheir-e3Rawatpindi I NATIONAL HIGHWAY AUTHOE-mail:[email protected] URL:www M. loBALqbal.urm I ISLAMABADTel : 051.2553987/0333-5104919 |

04 DESIGNED BY M, IQBAL

KM: 130+180' (i\-9s)

DE'TAIT, OF PSC GIRDER 16M r** |rc sno*"[03 DMWN BY FAYAZ AHI4AD

02 ASSISTED BY

01 RECOMI"IENOED DATE

MAY, 2OI2DWG. NO.

F-010REV. DAI E APPROVED APPROVED

TtIIIIII

fz t1 q-oers!-€reasB-1

@12@150 clc-14 ]+z ] }1


It n l l( \ t I- t t

- ' . , |( o l lc r t I- l I

MATT-1 SECTION AT 2.2 SECTION AT 1-1

END BLOCK ELEVATION

L .* I '*, I ,sso = ==-..rqoo==:-=-- -- -lo1z@rsoo/esrlRRups s12@120 c/esnRRups -- ----

rr@lrocirsrLRRuFs--_- - _- srze!2oo c/csrrRRups

75 O. SHEATH 15OO LONG AT ENDS (STMIGHI PORTION)

REINF. OF PSC GII{DEII l6mCECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:c€con.rwp@gmail,cpm URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-51 049'1 I


130+180(N-es)

Et!

EooU'.

LL

EIUogo

a-0-

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SECTTON AT -3-3 ( INNER GIRpERS)

SECTION-T- l-r

ar lt-T

- lI

(DIMENSIONAL)

. VARIES

soMAx l: uio ---l

uor*--tr

SECTION AT -3-3 (OUTER GIRDERS)

-l+3 l

lFlTYPICAL DETAILOF LIFTING HOLE

SECTION AT -4-4 (INNER GIRDERS) SECTTON AT -4-4 (OUTER GIRDERS)

(LIFTING PIN DITAIL)

PARTIAL ELEVATION

SECTIONAL RBINF-. OFl6m PSC GIRDER

CECDNCivil Enl*ineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lOBALqbal,comTsl: 051 -2553987/0333-510491 I

NATIONAL HIGHWAY AUTHORITYISLAMABAI)

l^*, 130+t8o(N-es)

I

ItTItTIIIIItTIIItItIt

4OO SLEEVES

2+2-@22-03D

4OO SLEEVES

2+2-O25-05D

CECONCivil Engineers & ConsultantsHf 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URLrwww.M. lQBALqbal,comTel: 051 -2553987i0333-51 0491 9

CTOSURE FOUF

ATIONAL I-IIGHWAY AUTHOIIITY


ELEVATION OF INTERIOR DIAPHRAGM

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f-"-"*'*""-"'*-'' .-. .

I ' i i ' t : ' r ; ' , i . ' r . , :

I ' , , , . , . j : . .

OOWELScribER-

FROM

WITH CONCRETE, OUCTS TO BEGROUTED BEFORE STEEL PLATESARE PLACED.

WITH GONCRETE, DUCTS TO BEGROUTED BEFORE STEEL PLATESARE PLACEO.

STEEL PLATETO BE BOL'IED &COVERED

3-616-ADDITIONAL REINFORCEMENT

o

a

2+2-Q22-03D

SECTION 1-1

SECTION 2.2

DOWELS FROM

zmm STEEL PLATE TO BE BOLTE0 &COVEREO

300x200x75 SETBACK

DETAIL'A'

. 250t r -'_--

^L[.--;-Tx I l to I- . _ t o o t _ t

t t t t| .-its0-l- --ir _-+-l

STEEL PLATE

130+180

@12@150-04

ISLAMABAI) (N-es)

IIIIIIIIIIIItTIIITTII

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.[,1. l0BALqbal.comTel: 051 "2553987/0333-51 0491 I

NATIONAL HIGI-IWAY AUTISLAMABAI)

LAM I NATED ELASTOM ERIC BEARI NG


l q

DETAIL OF BEARING PLINTH 2mm THICKPLAN OF CONCRETE PAD

3 INTERIOR,LAYERS1 1 m m T H I C K


APPLY 5mm SELF LEVELING EPOXYGROUT(SrKA-42 OR EOUTUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.


SECTION M-M

SECTION 4-4 SECTION 3-3 NOTES :

( i ) ELASTOMER IN THE BEARING PADS SHALL HAVESHORE HARDNESS AS PER AASHTO = 60-70 DUROMETER

(i i ) ALL WELDTNG SHALL BE AS PER PROVISIONS OF AWS CODE.

ALL ELECTRODES SHALL BE OF E7OXX,


I b h M N a

400 500 500 600 75. 5o - t t - lr _ _ T

*..run*-[ffi-lJwll ilffii

-l- q-az-z

4-912-225

APPLY SMm SELF LEVELING EPOXYcRouT(stKA-42 OR EOUTUALENT)ON TOP OF CONCRETE PAD BEFOREON TOP OF CONCRETE PPLACING BEARING PADS.

RBINF. OF BBARING PAD& CONC. PAD MINGORA SIDE

FAYAZ AHMAD 130+180(N-e5)

ORITY

oJ--q!r_

200mm AGGREGATE BASE COMPACTED

100mm LEAN CONCRETE

TO 98% AASHTO DENSITY,

REINF. OF APPROACH SLAB

PLAN OF APPROACH SLAB

DE,TAIL OF' ANCHOR ARRANGEME,NT

a12@150ClC\ l l l

t- (TOP & BOTTOM) 'tII

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430mm LONG @300c/c G I R D E R

qj!:'iii113'.;!i",r-.,,' ilY ' t ' r j i : i1: : : r r1: . : l i d j

KM: 130+180(N-es)

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme'3 RawalpindiE-mail;cmiqbal@gmail,com URL:www.cmiqbal,comTel: 051 -2553987/0333-510491 9

NATIONAL }IIGHWAY AUTHORITYISLAMABAT)

DWG. NO.F-015

IIIItITIt

IIIItt

tIItII


$Bt[xar'Y rt$rr.a,[Y5Ministrv of Communications

KALAM BRIDGE ATKmi 130+473

(N-95)

CECONCivil Engineers & GonsultantsH#470, street 17, Chaklala Scheme 3 RawalpindiEmail : cecon. rwp@gmail .com URL: www.cmiqbal.com

Tel: 051-2553987 / 0333-5104919 MAY, 2012

tIItIIIItIIItIIIl,T;lrI

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon.rwp@gmail,com URL:www.li,l, lQBALqbal.comTel: 05 1 -2553987/0333-510491I

KM: t30+473 KALAMNATIONAL HIGHWAY AUTHORITYISLAMABAD

MAY,2012

G.

1 .

A.1 .

2 .

GENERAL:ALL DIMENSIONS ARE IN MILLIME|ER UNLESS OTHERWISESPECIFIEDIN CASE OF ANI/ DIFFERENCE, THESE SPECIFICATIONS WILLSUPERSEDE THE NHA GENERAL SPECIFICATIONS.IHE SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVERRULE TFE GENERAL NIOTES.THE CON]RACTOR SFOULD STUDY THE DRAWINGSCARER'LLY BEFORE STARTIN]G OF WORK MISTAKES, IF ANY,SHOULD BE IMMEDIATELY NOTIFIED TO THE ENGINEERALL EXPOSED CONCRETE CORNER, EDGES AND ANIGLESSHALL BE CHAMFERED OR FILLETED 2OX2OMM UNLESSOTHERNISE SPECIFIED.ALL CONCRETE SURFACES IN COMACT W]TH SOIL SJ-IALL BECOATED WITH TOW COATS OF BITUMEN IN ACCORDANCE WITHSPECIFICATIONS AND ALLO\^/ED TO DRY BEFORE COMPACTIONOF SOIL,GIRDERS TOP WILL BE ROLGHENED TO FULL AMPLITUDE OFbmm.

DESIGN PARAMETER:THE BRIDGE LOADING IS BASED ON THEWEST PMISTAN CODEOF PRACTICE FOR HIGHWAY BRIDGES (1%7) AND MSHTOSTANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES (19s2)THE FOLLOWING LIVE LOADS HAVE BEEN CONSIDERF-D INDESIGN:

i. CLASS A LOADS INCLUDING IMPACT AS PERWPCPHB, 1967.

i i , MILITARY LOADS 70 TON TANK INCLUDING IMPACTAS PER WPCPHB, 1967.

i i i . A SINGLE I.OAD OF 95 KN ON 0.3m x 0.6m AREA (FORPUNCHING S HE AR OF IJECK SLAA O N.II.Y)

MATERIAL AND WORKMANSHIP:ALL MATERIAL SHALL CONFORM TO THE MSHTO / ASTlvl / NHASPECIFICATIONS AND STANDARDS,

STEEL REINFORCEMENI:-REINFORCING STEELALL REINFORCING STEEL SFIALL BE ROLLED FROM PRIMEGMDE PAKISTAN STEEL BILLETS. REINFORCEMENT ROLLEDFROM SCRAPED STEEL SHIP PLATE OR REfiOLLED BILLETSSHALL NOT BE USED.ALL REINFORCING BARS SHALL BE HIGH YIELD DEFORMEDtsARSWITH MINIMU[/ YIELD STRENGTH OF 410 N/MM2 (APPROX,60,000 psi)CoNFORMING ASTM 615HOT RoLLED..IHE COMRACTOR SHALL PREPARE ALL BAR BINDINGSCHEDJLE etc, AND SUBM1T THEM FOR APPROVAL OF THEENGINEER'S R EPRESEMATIVE BEFORE EXECUTION.ALL REINFORCING STEEL SHALL BE ACCUMIELY LOCATED INFORM WORK, FIRMLY IN PLACE BY MEANSOF l6GAUGEBLACKANNEALED WRE AND ADEOUATELY DESIGN SPACERS BEFOREPLACING OF CONCRETE.

ELASTOMERIC PADS:.ELASTOMERIC BEARING PADS SHO\A/I\ ON TI_IE INDIVIDUALDRAWINGS SHALL BE LAMINATED BEARINGS MADE FROM 10tr/oVIRGIN, CRYSTALLIZATION RESISTANT, POLY CHLOROPRENE(NEOPRENE) OF 60 DURO HARDNESS MEETING THEREQUIREMENTS OF AASHIO M-251). INTERNAL STEEL PLATESSHALL BE ROLLED MILD STEEL CONFORMING TO ASTM A.283GRADE'D".PROVIDE RCC PADS UNDER ELASTOMERIC PADS ASSPECIFIED I N THE DRAWINGS,

GENERAL NOTESCOI'ICRETE:

TFIE STRENIGTH OF CONCRETE SF{ALL BE MEASURED ON150x300mm CYLINDERS. THE CYLINDERS SHALL BE PREPAREDUNDER THE SUPERVISION OF THE ENGINEER AND SHALL BETESTED AT A LABORATORY APPROVED BY HIM.THE GRADING OF COURSE AND FINE AGGREGATES SHOULD BEFREQUEMLY CHECXED.ALL EXPOSED COI\CREIE SURFACES ABOVE GROUND SHALLHAVE "FAIR FACE' FINISH.4. TWELVE (12) CONCRETE TEST CYLINDERS WILL BECASTED, SIX OF THESE WILL BE CIJRED AND TESTED UNDERLABOMTORY CONDITIONS AND OTHER SIX WILL BE CUREDUNDER CONDITION PREVAILED ON THE STRTCTURE AND THEDIFFEREh]CE I N RES ULTS WILL BE RECORDED,

CONCRETE COVER& STRENGTHiMINIMUI\4 COMRETE COVER SHALL BE AS FOLLOWS UNLESSOTHERWISE SPECIFIED @NCRETE STRENGTH WILL BECONFORMING TO NHA SPECIFICATIONS. THE DESIGN MIX MUSTHAVE AN AVERAGE LABORATORY COMPRESSIVE STRENGTHEOUAL TO OR GREATER TFIAN THE 'DESIGN 28 DAYSCOIIPRESSI\€ STRENGTH' PLUS 90 Kgicm'? (1300 psi) FoR ALLTYPES OF MIX DESIGNS.

I

I

7.

PARTICULAR I.IOTES:

SOIL A ID FOUNDATION:-

THE COMRACTOR WILL CARRYOUT SURVEYAT THE SITE ANDENSURE ]HAT THE SOFFIT OF THE BRIDGE IS ATLEAST 1MABOVE ]HE RECORDED HFL OF FLOODS OF 2010.THE CONTRACTOR WILL ARRANGE COMPLETE SOILINVESTIGATION FROM A REPUTABLE GEOlECH FIRM TO BEAPPROVED BY THE ENGINEER. THE SOIL INVESTIGATION WILLBE BASED UPON AS SPECIFIEDINTHEDRAWINGSAND BOO.THE LOCATION OF BORE HOLES AS SPECIFIED ON THEDRAWINGS.THEPILE LENGTH GIVEN IN THE DRAWNG ISTENTATIVE AND ITWILL BE FINALIZED AFTER WRITTEN SOIL INVES]IGATIONREPORT FROIM ACOMPETENT GEOTECHNICAL F'RM HAS BEENPROVIDED TO THE DESIGNER.THE SOIL REPORT SHOULD HAVE RECOMMENDATIONS FORPI LE LENGTH VERSES DIFFE RENT DIAMETERS OF PILES.THE REOUIREIMEM OF PILE LOAD TEST WILL BE DECIDEDAFTER THE CONFIRMATORY BORING, PRELI MINARY SOILINVESTIGATION AND GEO TECH REPORT.THE DIAMETER OF PILES SHALL BE KEPT UPTO FULL DEPTH ASSPECIFIED ON lHE DMWINGS. THE MALPMCTICE OFDECREASING THE DIA OF PILE AT GREATER DEPTHS SHOULDBE STR ICTLY PROH IB ITE D.AS PER THE PRELIMINARY SOIL INVESTIGATION THE SUB SOILIS A GRAVEL STRATA HO\A/EVER, IF ROCK IS ENCOUNTEREDBEFORE THE REQUIRED DEPTH IS ACHIEVED THEN THE PILESWILL BETERMINATEDAFTER SOCKETING 5m INToTHE ROCK,THE CONTMCTOR WJLL ENSURETHAT THE WATER PASSAGEBEIWEEN THE ABUTMENTS DONN UPTO TOP OF FOUNDATIONBASE IS CLEAR OF ALL DEBRIS, OVERBURDEN AND REI\INANTOF OLD STRUCTURES UPTO 50nr UPSTREAIVI AND 50mDOWNS]REAM OF THE BRIDGE.

9.

10, THE BORING OF PILES WILL BE CARRIED OLIT USING BG-25ROTARY DRILLING RIG OR EOUIVALENT. PERCUSSION BORINGWILL NOT ALLO\A/ED INGRA\€L F{ARD ROCKSTRATA'

11. THE FRL OF NEW BRIDGE lS 1m ABOVE FROM THE RECORDEDHFLOF 201 O FLOODS.

1 .

2

:.(

o .

7 .

B .1 .

c.

a

F.

D.

1 .

4 .

E.1 .

STRUCTURALEL EI\4 ENT CATEGORY

CL EARCONCRET E

COV ERlmm)

28 DAYSCESIGN

CYLNDERST R ENGTH

(Kglcm')

i4 DAYSTRIAL MIX

LABORATORYCYLINOERSTRENGTH(tg/on')

PILES MAIN BARS ?80 (A3) 370PIT-E CA P,

F@T S.IG, W NGWALL, BACK

ABUTMENTWALL

EARIH FACECUTER FACE

7640

2t0 (A1) 300

BARRERS TO P ANDSIDE FACE 30 210 (Al) 300

HERCOLUMN MAIN BARSTI E9 40 mo (A3) 370

GIRDRS BOTTOMSDES 40

425 lD2l

DECK SLABAPPROACH

SLAS &OAPHR!CMS

TOP SIDEUNOERSIDE

4030 m0 (A3) 370

CUL!ERTS(Ar.r TrPES)

TOFEARTH FACECXJTERFACEUNDERSIDE

50

4030

%5 lA2) 335

GENEI{AL NOTES

(N-es)

tI

ItIIII

tIIttIIIt!III

Pl Sto = 130+500.369N = 1252631.'103E = 3159979.560l= 35 '04 '50 'R

CIRCULAR

Pl sto = 130+637.732N - 1252661.879E = 3159960.633l= 07 '55 '40"R

CIRCULAR

X

&J=J

Do = 22'56'06"Dc = 23'04'26"T = 7.902R : 2 5 . 0 0 0L = 15.307C = 15.069E = 1 .219M : 1 . 1 6 2

Do = 03'34'52"Dc = 03'34'64"T = 11 .087R = 160.000L = 22.'139

E = 0.384M = 0.383

.., O] Ol v

}-O|.)

\-

.F

F-

[!Z-)

J.c-)

tr)N+Or)

\ , /.*1

,rY}\' / /

l p Q,'1i' o,\

'

-elt$0'= 130+517.77a

ô"N€-t zszo+e.eto

Ô" cg = Jl59s76.899v

OO-j = 42'ao'zt "r

CIRCULARDo = 22'55'06"Dc = 23'04'26'T = 9 .766R = 25.000L = 18 .619C = 18 .192E = 1 .840M = 1 . 7 1 J

X Pl Sto = 130+595.7'16N - 1282744.108E = 3159920.850l= 0529 '47"R

CIRCULARDo - 0217 31"Dc = 02'17'31"T = 12 .000R = 250.000L = 23,9E2C = 23.973E = 0.288M = 0.288

Pl sto = 1J0+406.473N = 1252560-826E = J160041 .968| = 1325 '01"1

Pl Sto = 1J0+467.840N = 1252600.312E = 3160008.911I = 03?1 JS-L

CIRCULARDo = 01'16'24"Dc = 01'16'24"T = 14.507R = 450.000L = 29,004C = 28.999E = 0,234M - 0.234

Pl Sto ='130+691.470N = 1252780.104E = 3159861 .910l= 0J '00 '50"R

CIRCULARDo = 01'08'45'Dc = 01'08'45"I - 1 J . 1 5 4R = 500.000L = 26.342C = 26 .299E = 0 .17JM = O.'175

Pl Sto = 130+727.021N = 1252808 980E : 3 1 5 9 E 4 1 . 8 5 5| = O7'2IO2"L

CIRCULARDo = 0251'5f,'Dc = 02'51'54-T = 12 .905R = 200.000

C = 25.757E = 0 .416M = 0.415

CIRCULARDo = O4n6'29"Dc : O4 '46 '34"r = 14 .115R = 120 .000L - 28.100C = 28.036E = 0.827M = 0.822 t /'\\

. / /.aû . Cv

CECONCivil Engineers & ConsultantsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-maillcecon,[email protected] URL:www.l,/. legALqbal,comTel: 05 1-2553987/0333-51 04919

NATIONAL HIG HWAY AUTI-IORITYISLAMABAD

04 DESIGNED BY M. IQBAL

KM: 130+473 KALAM(N-es)

SITE PLAN SCALE

A5 SHOWN03 DRAWN 8Y FAYM AHT4AD I

02 ASSISTED BY

01 RECOMI'IENOED DATE

MAY, 20lZ

DWG. NO.F-002REV. OATE DESCRIPTIOI APPROVED APPRO}'EO

tT

IIIIItTIT

tIIIIIIIII

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:\rrvw.M. iQBALqbal.comTel: 051 -2553987/0333-51 0491 9

NATIONAL HIGHWAYISLAMAI}AD

KM: 130+473 fAr-,{iUDATE

MAYz0lz

TO MINGORA TO KALAM

FRL 1951.302% SLOPE 2% SLOPE

1OO PVC DRAINc/cPE

-]}^

PLAN WITH AND WITHOUT OF DECK SLAB

TO MINGORA TO KALAM

NSL 1941 ,30

SECTION A-A

ELEVATION OF BRIDGE

WITHOUT WING WALLS

NOTES:I . T H E S o F F I T o F T H E G | R D E R W I L L B E I m A B o V E F R o M T H E R E C o R D E D H F L o F 2 0 I 0 F L o o D '2. IF THERE IS ANY DIFFERENCE IN LEVELS OF FRL IN THE BRIDGES OR HIGHWAY DMWINGS,

THEN THE FRL GIVEN IN THE BRIDGES DRAWINGS WILL TAKE PRECEDENCE OVERTHE

HIGHWAY DRAWINGS,3 . T H E E X A o T H E | G H T o F T H E B R I D G E W I T H R E F E R E N C E T o H F L A N D T H E L o c A T | o N o F T H E

BR|oGEw|LLBEoEcTDEDBYTHEENGINEERATTHES|TEFoRWH|cHTHEcoNTMcToRwILLPROVIDE DETAIL TOPOGRAPHIC SURVEY OF THE BRIDCE SITE.

i -i ' i:l i {r;l: r'.:

- 1, $,';: \ . i -

-"".*.*..-".:it . { t : ' I f i ;' . t : : - . . i . : 1

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=

PLAN, ELEVATIONAND SECTIONAUTHORITY (N-es) DWG. NO.

F-003

tIIIITITIITtTIIII

T*Tal---a-

\?!m1q !8!E IQIRSE

DETAIL IIXII

SECTION C-C

PLAN OF ABUTMENT BASE

Qil Engineers & Consultants[470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTrl; 051 -2553987/0333-51 0491 II _ . _ - -

I

NATIONAL HIGI-IWAY AIST,AMABAD

SECTION A-ASECTION B-B

PLAN OF ABUTMENT

iI3O+473 KALAM

(r\-9s)DETAIL OF ABUTMENT

T

ItITTtIIItIIttIItTIII

CECONCivil Enqineers & ConsultantsH# 470,Street 17, Chaktlh Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-5104919


BAR FROM WING WALL


L 1500 J L- 1500

REINFORCEMENT OF BACK WALL-l>r

LEGENDS:E,F = EARTH FACEO.F = OUTER FACEB.F = BOTH FACES

012@200c/c 314-(E.F)

DETAIL OF WALL JOINT SECTION 3-3

E.F


DETAIL OF tsACK WALL

& RETURN WALLI3O+473 KALAM(N-es)

,l,lI

i'l

!'"'

tIt.-_-

. .1- _-- i 1 : . : . : . . . ,

f L* i':.' i..i :..- ; ,.

SECTION A.A

REINF. OF DECK SI,ABCECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:www.M, lQBALqbal.comTel: 051 -2553987/0333-51 0491 9


I(M: 130+473 KALAM(N-es)

I

tIIIIIItITTIIIttIIITt

CECONCivil Enqineers & ConsultantsHd 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:www.M. lQBALqbal.comTel: 051-2553987/0333-51 0491 9


CABLE NO.2 CABLE NO.1 HALF ELEVATION OF P.s.C.GIRDER

ANCHORAGE PIT DETAIL

I qnn I enn I| \ rvv I r . rvv 1 Loool L

E

600 I00

NOTES:1 , TOTAL tXT IN5 lON S I IOWN lN THe TABLT lS INCLUSIVE OF 6mnr S [TBAcK.

2 , PR€STREss ING CABLTS SHATL BE BASED ON SEVEN WIREs MULTI STRANO SYSTIM

CONFORMING TO AASTHTO M2O3 GRAD€ 270 ,

3 . ALT STEEL SHATT SE HIGH Y IETD GRADE 60 CONFORMINC TO ASTM A615 UNLESS OTHERWISE

ME NTIONEO.

4 . C t A s S ' 0 1 ' ( 3 5 0 K 9 / s q , c m ) ( 5 0 0 0 P S 1 ) C O N C R E T [ S H A L L B E U S E D

5. PRoFIL I oF cABtE CORRESPoNDS To THE CENTRI oF c BLE l . c , c [NTRo lD oF STMNDS AND

SI ]AL I BE A CHIEVED AFTER STRESSING,

6 . AL t CAo LEs 5HALL BE sTRESSED AND LoCKID lF ANCH ORAGI P ULL lN IXCEIDS 6mnr , THE CABLE

SHAIL BE DE.STRESSED AND SHALt BE PRESTRESSTO.

7 , PREsTRESSED GIROERS SHALT NOT SE CAS] ON CONCRETE OR MASONRY PU\5T€RED

PTATfORIV IS CONSTRUCTED ON GROUND, BOTTOM FORM WORK SHAt t BE PROPERTY

DESIGNED STEEL PLATES. T IJ I SKIN PLATES sHAt t NoT B [ LESS THAN 3mm THICK AND

STIFFTNED TO ENSURE CONCRETE SURFACEs FREE FROM WRINKLE5, WARPSAND OFFSETS ' s IDE

FORM WORK PLANKS SHAI t BE SECURED BY STEEI " T IES IN CONCRETE OR STEET FERRULES,

PTASTIC PIP ES ARE P ROH IBIT E D,

8 . TENDONS S I ]A t [ BE GROUTED AFTER PRESTRESSING WIT I l NEAT CEMENT GROUT OF O '55

WATER CEMENT RATIO, NO ADDITIVES SHALI. BE US€D.

9 . ANCHORAGE POCKETS SHALL BE F IL IED WITH CONCRETE ( f ,C=155K8/Sq CM) USING lOMM

DOWN AGGREGATES, AFTER GROUTING AND TRIMMING TENDONS.

10. AI"L CONCRTTE SHALL BE FAIR.FACEO USlNG STEEL FORM WORK AND PLA'TE5 OF NOT TEsS

THAN 3mm THICK NESS. TIM B ER O R STEEI CLAD IIMBER FORM S HA Lt NOT SE ALLoW ED.

11 . OVERTAP IN STEfLWHERE REQUIRED sHALt BE STAGGTRED.

12. PRE5TRESS ALOI.IG WITH IT5 COMPLETE FIXTURES WILL BE ACCORDiNG TO sTRON6FORCE

SYSTEIM OR EQUIVALENT.

1 3 . 6 l R D E R T O P W I L L B E R O U G H E N E D T O F U L L A M P L I T U D E O F 6 m m

14. THEFOILOWING PARAMETTRS HAV€BE€N USEDINDIS IGN]

END VIEW SEC. AT 75OO SEC. AT 5OOO SEC. AT 25OO C.ATOCABI.E PROFII.E

a . ANCHORAGE SL IP = 5mm

b. p FRICTION CURVATUR€ COEFFIc IENT 0 .300 PER RAo

c . FRICTION Wo BBLE COEFFIc I tNT 0 .0020 /m

d. MODULUS OF ELASTIcITY oF STEEL 193lv1Pa (28000Ksi]

e . IACKING SHOUI -D BE DoNE fROl ,4 ONE ENDa

, INCLUDING HYDRAULIC PUMP LOSSES OF 2 %.-- lT INCLUDES PULL lN oF 6mm.

SHOULD BE DONE FROM ONE END.

HALF PLAN OF P.S.C.GIRDER

I

iiII

Il l/i1

it 2

-1.r-,/-

1

T

l{l( zD-r

>l. I IO

COORDINATES or cABLEs PRoFlLE tRoM c/L o f GIRDER (mml SIRANDS PROVIDEO l210 '5"JACKINGFORCE INMETRCTONNES

TOTA LEXTENSION* ATJACKING END OF

CABLE (mm)

ORDER OFPRESTRESS

ING

GIIIDBR DETAILt3o+4'7srd"Artr

DESCR PTION

(N-es)

IttIIIItTIITIIIIIItTI

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel; 051 -2553987/0333-5 1 0491 9

NATIONAL HIGHWAY AUTHORITY

+I

-+-V

HALF ELEVATION OF P.S.C,GIRDER

SECTION AT 2-2 SECTION AT 1-1

MATT-1END BLOCK ELEVATION t--- '- - '-"*^' * ... .. .--

j . . r - " -

. , . i : r f _ , , r : .! ! . l . - i l i l : . t : - t

| : q . , . r r r . , , i . - , i \

75 O, SHEATH 15OO LONG AT ENDS (STMIGHT PORTION), SHEATH FOR THE REST OF GIRDER

MAY, 2012

L3O+473 KALAM(N-es)ISLAMABAD

IIIItIIItIItItIItIItI

tuloE(9

ao-LL Rl

;i- t-l

i i l'l

SECTION AT -3-3 (INNER GIRDERS)

-T

' l-i^ I5 l

I-T

N l.J

SECTION

SECTION AT -3-3 (OUTER GIRDERS)

(DIMENSIONAL)

, VARIES

5.MAX ll -;*-

]l uoro.- -tr

TYPICAL DETAILOF LIFTING HOLE

SECTION AT -4-4 (INNER GIRDERS) SECTION AT -4-4 (OUTER GIRDERS)

i*.,,;i , .i'':-''- i, i1"ti';;il ,:l ' PARTIAL ELEVATION(LIFTING PIN DITAIL)

ELll

doqv2(L

IL

CECONCivil Enqineers & ConsultantsH# 470, S-treet 1?, Chakhla Scheme 3 RawalpindiE'mail:cecon.rup@gmail,com URL:www.M. lQBALqbal.comTel: 051-2553987/0333-5'1 0491 I


04 DESIGNED BY I'1. IQBAL

KM: 130+473 KALAM(N:9s)

SECTIONAL REINIT. OFPSC GIRDEII

SCALE

AS SHOWN03 DRAWN BY FAYAZ AHMAD

02 A5SISTED BY

0 l RECO !I I'1E N DE D DArE I DWG, NO.MAy. Z0l2 | F-010REV. DAl E APPROVED APPROVED

It

IItI

6.ADDITIONAL REINFORCEMENT

2+2-O22-O3D

DOWELS FROM DOWELS FROM

2-A254lO

fr

50x'12mm STEEL PLATE To BE BoLTED &SECTION 1-1

L,' COVERED2+2-Q22-O3D WITH CONCRETE, DUCTS TO BE

GROUTED BEFORE STEEL PLATESARE PLACED.


DOWELS FROM

J''

SECTION 2-2

50x12mm STEEL PLATE TO BE BOLTED & , 250F->1

l'-----...--.---'.--------

^Ll " l-l6--l " lsll l t r| L---------.-,irq-J f,'

i r v w I

STEEL PLATE

2+2-b25-05D L' COVEREDW]TH CONCRETE, OUCTS TO BEGROUTED BEFORE STEEL PLATESARE PLACED.

300x200x75 SETBAcK

ELEVATION OF INTERIOR DIAPHRAGMDETAIL'A'

ONAL REINFORCEMENT

412@150-04

IIl-'l

I

CECONCivil Engineers & Consultants' Hf 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www M. lQBALqbal,comTel: 051 -2553987/0333-51 04919

N ATIONAI., HIGHWAY AUTI{ORITYISLAMABAI)

I3O+473 KALAM(i\-es)

LAMINATED ELASTOMERIC BEARING

4 S

DETAIL OF BEARING PLINTH2mm THICK

PLAN OF CONCRETE PAD3 INTERI1 1 m m T H I C K


SECTION M-M

SECTION 4-4 SECTION 3-3 NOTES( i ) ELASTOMER IN THE BEARING PADS SHALL HAVE

SHORE HARDNESS AS PER AASHTO = 60-70 DUROMETERALL WELDING SHALL BE AS PER PROVISIONS OF AWS CODE.


'1 ;iff;i5:i 1l i'ffir"$ili:-1


t b h M N a

400 550 46 500 650 75- q n l -?r-l*1 :****-11ffi1-1,

m-- 2 OUTER LAYERS

4-412-224

4-Z.12-225

4912-225

APPLY smm SELF LEVELING EPOXYGROUT(SIKA.42 OR EOUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

300x500x35mm BEARING PAD

APPLY SmM SELF LEVELING EPOXYGROUT(SIKA-42 OR EQU IUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

I CECON !I Civil Engineers & Consultants I'l

HEnZO,Street 17, Chaklala Scheme 3RawalpindiI E-mail:[email protected] URLxlww./!1. lQBALqbal.comI Te l : 051-2553987/0333.5104919

N ATION AL HIGHWAY AUTI{ORITYISLAMABAD

04 OESIGNEO gY M. to8AL

KM: r30+473rafarvr(N-es)

REINF. OF I]EARING PAD& CONCRBTB PAD

SCALE

AS SHOWN03 ORAWN 8Y FAYAZ AHl\l^O

r D 2 ASSISTEO BY


MAY,2012 F412DWG. NO.

REV. OATE DESCRIP1ION APPROVEO APPROVED

IIT

Itt

I

IIIIII


APPROACH SLAB

I sooo

APPROACH SLABPLAN OF

i"f i.ii"iiffiffiiDETAIL OF ANCHOR ARRANGEMENT

ANCHOR BAR 25OG I R D E R

CECONCivil Engineers & Consultants' Hf 470, Skeet 1 7, Chaklala Scheme 3 RawalpindiE-mail:cecon.n*[email protected] URLtwww.M. lOBALqbal.comTel: 051-2553987/0333-51 0491 I


01 D€SIGNEO 8Y M. IOSAL

KM: L30+473 KALAM(N-es)

DETAIL oF APP. +AB

SCALE

AS SHOWN03 OMWN BY FAYAZ AHfitAD

02 ASSTSTE0 BYJ

0i RECOMMENDED DATEMAY,2012

DWG, NO.F-013REV. OATE OESCR PTION APPROVEO APPROVED

I

I

I

I

tIIIIlIIItIIItIIIIT


lFs.u"v rfrr.r,AvsMinistrv of Communications

KALAM END BRIDGEAT Km:132+675

(N-95)

CECONI

Civil Engineers & GonsultantsH#470, street 17, Chaklala Scheme 3 RawalpindiEmai | : cecon.ryvp@gmail .com U RL: www,cmiqbal.comTet: 051-25i53987 / 0333-5104919

I

MAY, 2012II

T

II

III

I

A.' 1 . GENERALIALL DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISESPECIFIED,IN CASE OF ANY DFFERENCE, THESE SPECIFICATIONS WILLSUPERSEDE THE NHA GENERAL SP ECIFICATIONS,]HF SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVERRULE THE GENERAL NOTES,THE CONTRACTOR SF,OULD STUDY THE DRAWINGSCAREFULLY BEFORE STARTINJG OF WORK MISTAKES, IF ANY,SHOULD BE IMMEDIATELY NOTIFIED TO THE ENIGINEER.ALL EXPOSED CONCRETE CORNER, EDGES AND ANGLESSHALL BE CHAMFERED OR FILLEIED 2OX2OMM UNLESSOTHERWISE SPECIFIED.ALL CONCRETE SURFACES IN COMACT WITH SOIL S|-{ALL BECOATED WITH TOW COATS OF BITUMEN IN ACCORDANCE WITHSPECIFICATIONS AND ALLO\AiEDTO DRY BEFORE COMPACTIONoF sotL.GIRDERS TOP WILL BE ROLJGHENED TO FULL AI/PLITUDE OF6mm.

DESIGN P.ARAMETER:]HE BRIDGE LOADING IS BASED ON THEWEST PAKISTAN CODEOF PRACTICE FOR HIGHWAY BRIDGES (1967) AND MSHTOSTANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES (1992).THE FOLLOWING LIVE LOADS HAVE BEEN CONSIDERED INDESIGN:

i. CLASS A LOADS INCLUDING IIMPACT AS PERWPCPHB, 1967,

i i . MILITARY LOADS 70 TON TAI\K INCLUDING IMPACTAS PER WPCPHB, 1967,

i i i . A SINGLE LOAD OF 95 KN ON 0.3m x 0.6m AREA (FORPUNCHING SHEAR OF DECK SLAB ONLY).

MATERIAL AND WORKMANSHIP:ALL MATERIAL SF1ALL CONFORM TO THE MSHTO / ASTM / NHASPEC IFICATIONS AND STA NDAR DS.

STEEL REINFORCEMENT:-REINFORCING STEELALL REINFORCING STFEL SFIALL BE ROLLED FROIV] PRIMEGMDE PAKISTAN STEEL BILLETS. REINFORCEIV1ENT ROLLEDFROIM SCRAPED STEEL, SHIP PLATE OR REfiOLLED BILLETSSHALL NX] T BE USE D.ALL REII\IFORCING BARS SFIALL BE HIGH YIELD DEFORMEDBARSWITH MINIMUM YIELD STRENGTH OF 410 N/MM? (APPROX.60, 000 pci) CO NFORM ING ASTI\4 61 5 HOT ROLLED.THE COMRACTOR SHALL PREPARE ALL BAR BINDINGSCHEDULE etc, AND SUBMIT THEM FOR APPROVAL OF THEENGIN EER'S R EPRESE NTATIV E BEFORE EXE CUTION,ALL REINFORCING STEEL SHALL BE ACCUMTELY LOCATED INFORM WORK, FIRMLY IN PLACE BY MEPNS OF 16 GAUGE BLACKANNEALED WRE AND ADEOUATELY DESIGN SPACERS BEFOREPLACING OF CONCRETE.

ELASTOMERIC PADS:-ELASTOMERIC BEARING PADS SHO\\4{ ON THE INDIVIDUALDRAWINGS SI.{ALL BE LAMINATED BEARINGS MADE FROM 1OO%VIRGIN, CRYSTALLIZATION RESISTANT, POLY CHLOROPRENE(NEOPRENE) OF 60 DURO HARDNESS MEETING THEREOUIREMENTS OF AASHIO IVT251). INTER|\ lAL STEEL PLATESSHALL BE ROLLED MILD STEEL CONFORMING TO ASTM 4-283GMDED". IPROVJDE RCC PADS UNDER ELASTOMERIC PADS ASSPECIFIED INTHE DRAWINGS. :

GENERAL NOTESCOl\JcRETE:

THE STRET\GIH OF CONCRETE SFIALL BE MEASURED ON1sOX3OOmm CYLINDERS. THE CYLINDERS SHALL BE PREPAREDUNDER TFE SUPERVISION OF THE ENGINEER AND SHALL BETESTED AT A LABORATORY APPROVED BY HI M.THE GRADING OF COURSE AND FINE AGGREGATES SHOULD BEFREOUIENTLY CHEC.KED.ALL EXPOSED CONCRETE SURFACES ABOVE GROUND SI.IALLHAVE -FAIR FACE' FINISH.4. TWELVE (12) CONCRETE TEST CYLINDERS WILL BECASTED, SIX OF THESE WILL BE CURED AND TESTED UNDERLABOMTORY CONDITIONS AND OTHER SIX WILL BE CUREDUNDER CONDITION PREVAILED ON THE STRLCTURE AND THEDIFFE RENCE I N RESULTS WILL BE RECORDED,

CONCRETE COVER & SIRENGTH:-MINII/UM CONCRETE COVER SHALL BE AS FOLLOWS UNLESSOTHERNISE SPECIFIED, CONCRETE STRENGTH WILL BECONFORMING TO NHA SPECIFICATIONS. THE DESIGN MIX MUSTHAVE AN AVI:RAGE LABORATORY COMPRESSIVE STRENGTHEOUAL TO OR GREATER TI.]AN TFIE "DESIGN 28 DAYSCOMPRESSIVE STRENGTH' PLUS 90 Kg/cm' (1300 psi) FoR ALLTYPES OF MIX DESIGNS.

PARTIC1JLAR I.JO'IES:

SOIL AND FOUNDATIONi

THE COMRACTOR WILL CARRYOUT SURVEY AT THE SITE ANDENSURE

.IHAT THE SOFFIT OF THE BRIDGE IS ATLEAST 1MABOVE lHE RECORDED HFL OF FLOODS OF 2010.THE CONTRACTOR WILL ARRANGE coMFLETE SOILINVESTIGATION FROM A REPLIIABLE GEOTEC}1 FIRM TO BERPPROVED BY THE ENGINEER. THE SOIL INVESTIGATIONWILLBE BASED UPON AS SPECIFIEDINTHEDRAWINGSAND BOO.THE LOCATION OF BORE HOLES AS SPECIFIED ON THEDRAWINGS.THE PILE LENGTH GIVEN IN THE DRAWNG ISTENTATIVE AND ITWILL BE FINALIED AFTER WR|TTEN SOIL INVESTIGATIONREPORT FROM ACOMPETENT GEOTECHNICAL FIRM HAS BEENPROVIDED TO THE DESIGNER,THE SOIL REPORT SHOULD HAVE RECOMI/ENDATIONS FORPILE LENGTH VERSES DIFFERENT DIAMETERS OF PILES.THE REOUIREMEM OF PILE LOAD TEST WILL BE DECIDEDAFTER THE CONFIRMATORY BORING, PRELIfuIINARY SOILINVESTIGATION AND GEO TECH REPORT.THE DIAI/ETER OF PILES SHALL BE KEPT UPTO FLJLL DEPTH ASSPECIFIED ON THE DRAWINGS, THE MALPRACTICE OFDECREASING IHE DIA OF PILE AT GREAIER DEPTHS SHOULDBE STRICTLY PROHIBIIEDAS PER THE PRELIMINARY SOIL INVESTIGATION TI-E SUB SOJLIS A GRAVEL STRATA. HO\A/EVER, IF ROCK IS ENCOUNTEREDBEFORE THE REOUIRED DEPTH IS ACHIE\ED THEN THE PILESWILL BE TERMINATED AFTER SOCKETII{G 5m INTO THE ROCK,THE CONTRACTOR WILL ENSURE THAT THE WATER PASSAGEBETWEEN THE ABUTMENTS DO/VN UPTO TOP OF FOUNDATIONBASE IS CLEAR OF ALL DEBRIS, OVERBURDEN] AND REIVNANTOF OLD STRLCTURES UPTO 50m UPSTREAM AND SOmDOWNSTREAIM OF THE BRIDGE.THE BORING OF PILES WILL BE CARRIED OUT USING BG-25ROTARY DRILLING RIG OR EQUIVALENT. PERCUSSION BORINGWILL NOT ALLO\A/ED INGRAVEL FIARD ROCKSIRATATHE FRL oF NEW BRIDGE lS ' lm ABOVE FROM THE RECORDEDHFL OF 2OJ O FLOO DS.

o .

B.1 ,

G.1 .

z

3.

F.

,1

7.

5 .

o -

7 .

a

5.

o.

10.

1 1 .D.

, | ,

3 .

4 .

E.1 .

H. SEFIVICE DESIGN LOAD ON PILES:-

PIER PILES

ABUTIV]ENT PILES

178 M.Tons

242 M, Tons

STRU6T URA LEL EM ENT CATEGORY

CLEARCONCRET E

COVER(mm)

28 DAYSEESIGN

CYLINDE RST RENGTH(Ks/cm')

28 DAYSTRIAL MX

LABORATORYCYLINDERSTRENGTH{l&/On')

PILES MAIN BARS 280 (A3l 370

P ..E CAeFCOTNG, WNG

WALL, BACK

ABUTMENT

EARIH FACE(tJTER FACE 40

a0 (A l ) 300

BARRERS TOPANDSIDE FACE 30 zlo (A1) 300

HERCOTUMN MAiNBARSTIE S 40 280 (A3) 370

GIRDRSTOP

BOTTOMSDES

5040

425 (mI 515

DECKSLABAPPROACH

SLAB &HAFHRreMS

UNOERSIOE4030 280 (A3) 370

CUL\ERTS(AU- TrPEs)

TCPEARTH FACEOUTERFACEUNOERSIDE

50

4030

24 5 (A2)

cBNEIIAL {otut

I

I

CECONCivil Engineers & ConsullantsH# 470, Skeet 1I, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www,M. lQBALqbal.comTel: 051 -2553987/0333-51 0491 I

NATIONAL HI HWAY AUTHORITY T32+675 KALAMISLAMABAD (N-es)

ItI

- - - - - - - -: - _ - - - -!L - - - - - - - J- - - - - - J r

tItItIIIII

ITTIIII

TO MINGORA

CECONCivil Engineerq & ConsultantsH# 470, Street l7, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333.5I 04919

ELEVATION OF BRIDGE

i---*"-- -.-*_j ' i f l*;nr.-;;- -."*.*---' ' ."*: '.' i.' i::,'i i ii{AlAtl,trr:. I

" r - . - - - j - ' _ : i r t r r ;

I

LoCATION OF CONFIRN,'!ATORY BORES DEPTH 25m BELOW LOWEST BED LEVEL.CONSTRUCTION WORK WILL NOT START BEFORE FINALIZATION OF GEOTECHNICAL REPORT'

a

I

NOTES:1. THE SOFFIT OF THE GIRDER WILL BE 1m ABOVE FROM THE RECoRDED HFL OF 2010 FLOoD'

2, IF THERE IS ANY DIFFERENCE IN LEVELS OF FRL IN THE BRIOGES OR HIGHWAY DRAWINGS'

THEN THE FRL GIVEN IN THE BRIDGES DRAWTNGS WILL TAKE PRECEDENCE OVER THE

HIGHWAY DRAWINGS.3. THE EXACT HEIGHT OF THE BRIDGE WITH REFERENCE TO HFL AND THE LOCATION OF THE

BRIDGEW|LLBEDEC|DEDBYTHEENGINEERATTHES|TEFoRWHIcHTHEcoNTMcToRW|LLPROVIDE DETAIL TOPOGRAPH{C SURVEY OF THE BRIDGE SITE.

KM:132+675KALAMNATIONAL HIGHWAY AUTHORITYISLAMABAD

IQ]UAfAIIAN .-

(N-es)

IIIIIItIItIIItItIIITI

CECONCivil Engineers & ConsultantsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M, lQBALqbal.comTel: 051 -2553987/0333-51 049'1 9

KM:132+675KALAMNATIONAL HIGHWAY AUTHORITY

ISLAMABAD


3500 -rRETURN WALL I

SEE OETAIL -X'

DETAIL ' IXII

kz!f--'"-4t l

l-,..-J|-. -,,\ -1

t l

L'.- tl-.- '\4t l

3+4 0'1000_culs-*LENGTH 18m

Ol OOO PILES

SECTION C-Ct lL _ J

l lL _ J r i

SECTION A-Atto

SECTION B-B

B l-

. ' t-- l-*.1

PLAN OF ABUTMENT BASE*-*----"-1

r -! a r. 4 r rt 5' ri h l f -e

i

:.i i;t.&rf*'IFJ{.}ij" i l ; tABACK WALL DETAIL

r FRL 1C/0.0O

---?1q-g!ptE I V- 2% sLoPE -

RETURN WALL

z - T \ z - l \ , ' l \

-/ -:-/ \,-1/

PLAN OF ABUTMENT

DETAIL OF ABUTMENT

(r\-9s)


PIER WALL

ItIIIIItIIItItIItIITI

T*lalr-\rrrr*,**..

DETAIL "X"_ 4+4 01000 PILES

LENGTH 2Om I_l6l:il

I-+NI

:l

SECTION A-A

lOmm STEEL LIN€RSIDE

NSL

SECTION B-BNOTE: '

1omm THICK STEEL PLATE WELDED SHOULD BEeucnoneo to ptLe cAP AND PIER wALLBEFORE CONCRETING.

CECONCivil Engineers & ConHf 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M, l0BALqbal.comTel: 051 -2553987/0333-51 0491 9

fiz+67f.KALAM DETATL OF PIBTI.NATIONAL HIGHWAY AUT}IORITY

ISLAMABAI)

PLAN OF PIER TRANSOM

4+4- 01000 PILESLENGTH 20m

\ /----l-"1--l--*-

, / \

SECTION C-C

MAY, 2012

(N-es)

IIIITIItIIIIIItIIIIIt

T-II

N l-l

]-

ELEVATION OF ABUTMENT TRANSOM

SECTION C-Ct ^ . < - t( \t l

SECTION B-B

POLYSfiRENE

PLAN OF SHEAR KEY. -- INF. DETAILi

- - - " - ' ' * " ' : F ( Ei

' i ' : : : , 1 . : , . { -1 : ' . - . i - I ' - r . , , ' ! r e . i t r . j ; t i t / - } . i _ - - . - -i...i i-,i ii i: ii li rtsi-#iii fij {i

+-r- A--]_

n

A--r

ltuOF ABUT.PILE CAP

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051-2553987/0333.51 0491 9

NATIONAL HIGHWAY AUTHORITY 132+675 KALAM(N-es)

Q12@200-101

2+2 Q12-102

BACK WALL REINF.

SECTION A-A

4. LEGGED STiRRUPS

P \ <K XI I

t l

l l

3"U 12 (RTNGS)

SECTION D-D

t'^

R

, ' - - t , , '

3-O1

B

\ A )

a@zs@zooac (tB't F

l'-

a)Na

( )

, , , . - \ \

( . \ \

t . - - r / ' t . - - r ' ( )

3-@12

3-O12 (RTNGS)

MAY, 2012ISLAMABAD

i I jli:i i:I1- l-::iJ!ftjjiS:."i

tITIItIIIIIITItIIIIII

CECONCivil Engileers & ConsultantsHf 470, Steet 17, Chaklala Scheme 3 RawalpindiE-marl:[email protected] URL:www.M, lQBALqbal.comTsl: 051-25539B7/0333-51 04919


KM:132+675 KALAM' (N-es)

BAR FROI'-4 WING WALLBAR FROM WING WALL

E.F o.F

SECTION 1.1 BACKWAL-


REINFORCEMENT OF BACK WALL l>,

412@2AoaC

E.F

(NOT SHOWN IN ELEV,)(250x250 CHAMFER)

LEGENDS:

E,F = EARTH FACEO.F = OUTER FACEB,F = BOTH FACES

DETAIL OF WALL JOINTT SECTION 3-3

O,F s1z@zooctc314-(E.F)

DETAIL OF I]ACK WALL

& RETURN WALL

_T

8l1

4- LEGGED STIRRUPS

4+4-412-102 s12@15OC|C -101

SECTION C-C

SECTION B-B

1'oPOLYSTYRENE

& GIRDERS

10mm THICK

SECTION A-AB+--r--

B.+-.r

DA--+-

L^PLAN OF SHEAR KEY

REINF. DETAIL OF PIER PILE CAPI

' , .4

[email protected]

PLAN OF PIER TRANSOM

SECTION D-D

1---i-------t---,---1 ---(: ff

, - - - . ' . z - - \

/ \ t l\ l \ . /\ - - l t - . - /

,:_)

3-O12 (RTNGS)

REINF. DETAIL OF PIERAND SHEAR KEY

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. l0BALqbal.comTel: 051 -2553987/0333-5'1 0491 I

NA,TI ONAL HIGHWAY AUTHORITYISLAN{ABAD

KM:132+675KALAM(i\-es)

IltItTtIIITtI

IIItt

TI

CECONCivil Engineers & Itants

IKM: B2+475 KALAM

(N-es)H# 470, Street 17, Chaklala Scheme 3 [email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987/0333-5104919


KENTLEDGE

1000@12 SPIRAL150mm PITCH

1000012 SPIRAL150mm PITCHLOADING JACK

SECTION A-A SECTION C-C

v- ---+V

28-@25

-f-Yc

T=l6 l

L

-J-Y

1B-O

1000012 SPIRAL7Smm PITCH

1B-@25

I(-)={!

lg

xJlljI

o

I

Eo.

P€)

u,zoL

Iz

SECTION B-B SECTION D-DzNo.Jz

@

oF

uJI

--+V

-+YD

SECTION E-E

REINF. OFTABUT. PILE REINF. OF PIER PILE TEST PILE

1000012 SPIRAL75mm PITCH

2B-@25

1000O12 SPIRAL150mm PITCH

1B-@25

REINF. DETAIL OF PIER& ABUTMENT PILES

P.S,C GIRDERSDIMENSIONSOF DECK SLAB

o16@150C/CADDIT. LENGTH 3m

o16@150C/CADDIT. LENGTH 3m

REINF. OF DECK SLAB

SECTION A.A

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-ma jl:cecoo.rwp@9ma jl.com URL:www.M. lQBALqbal.comTel: 051-2553987/0333-510491 9

HIGHWAY AUTHOITITY 132+675 KALAM(N-es)ISLAMABAD

IItIIIItIITIIIIIItIIt

CECONCivil Engineers & ConsultantsH# 470,-Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon.nrp@gmail,com URL:uvw.M. lQBALqbal.comTel: 051 -2553987/0333-51 0491 I

svrr,rueiarceLebow a

100 LD. G.t, N0.4 CAELE NO.3

SEC. AT 11250

CABLE NO,1;


SEC. AT 3750 SEC. AT OOOO

Ia

NOTES:1. TOTAL EXTENSION SHOWN lN THE TABLE l5 INCLUSIV€ OF 6mm SETBACK.

2. PRESTRESSING CABTES SHALL BE BASED ON SEVEN WIRES MULTI STRAND SYSTEM

CONFORMING TO AASTHTO M203 GRADE 270,

3 . A L I S T E E t . S H A L L B E I I I G I l Y l E L I I G R A D E 6 0 C O N F O R M I N G T O A S T M A 6 1 5 U N L E S S O T I ' I E R W I S E

I\,1E NTION ED.

4 . c L A s S ' D 1 ' ( 3 s o K g / s q , c m ) ( s 0 0 0 P s l l c o N c R E T E S H A L L B E U s E D .

5. PROFILE OF CABLE CORRESPONDS TO THE CENTRE OF CABLE i .C. CENTROID OF STRANDS AND

SHAT! B E ACH IEVED AFTER STR ESSIN 6.

6 , ALL CABLES SHALL BE STRESSED AND TOCKED IF ANCHORAGE PULL IN EXCEEDS 6MM, THE CABLE

SHALL BE DE-STRESSED AND SHALT BE PRESTRESSED.

7. PRESTRESSED GIRDERS SHALL NOT SE CAST ON CONCRETE OR MASONRY PLASTERED

PTATFORMS CONsTRUCIEO ON GROUND, BOTTOM FORM WORK SHALL BE PROPERLY

DESIGNED STEEL PLATES. TIJE SK|N PLATES SHALL NOT SE IESS THAN 3mm THICK AND

STIFFENED TO ENSURE CONCRETE SURFACEs FREE FROM WRINKLES, WARPSAND OFFSETS. SIDE

FORM WORK PIANKS SHALL BE SECURED BY STEEL TIE5 IN CONCRETE OR STEEL FERRULES.

PLASTIC PIP ES ARE PROHIBITED.

8. TENDONS SHALL BE GROUTED AFTER PRESTREsSING WITH NEAT CEMENT GROUT OF 0.55

WATER CEMENT RATIO. NO ADDITIVES SHALL BE UsED.

9. ANCHORAGE POCKETS SHALL BE FILLED WITH CONCRETE ( f 'c=165kg/sq cm) USING 1omm

DOWN AGGREGATES, AFTER GROUTING AND TRIMMING TENDON5,

10. ALL CONCRETE SHALL BE FAtR-FACED USING STEEL FORM WORK AND PIATps OF NOi IESS

THAN 3mm THICKNESS. TIM BER O R STEEL CLAD TIMBER FORM SHALL NOT BE ALLOW ED.

11. OVERLAP IN STEEL WHERE REQUIRED SHALL BE STAGGERED,

12. PRESTRESS ALON6 WITH ITS COMPLETE FIXTUREs WILL BE ACCORDING TO STRONGFORCE

SYSTEM OR EAUIVALENT,

1 3 . G I R D E R T O P W l L t B E S O U G H E N E D T O F U T L A M P L I T U D E O F 6 m m .

14. IHE FoLLOWING PARAMETERS HAV E BEEN USED I N DESIGN:-

END VIEW SEC. AT 75OO

" lT INCIUDES PU t t l t l o tdmm.. . . JACT NG S l loU tD BE DOt IE f ROM 80 I l l ENDS.

a .

b .c .d .e ,

ANCHO RAGE SL|P = smnr

F FRICTION CURVATURE COEFFICIENT 0,300 PER RAD.

FRICTION WO BBLE cOEFFICIENT 0.0020/m.

MODULUS O' : EIASTICITY OF STEET l93MPa (28000Ksi ) .

JACKING SHOUlD BE DONE FROM BOTH ENDS.

1.- i l*,.t t . . ! - ,

:' ..,-i +if",.d'a1 d j r r 1 . t l r

12l0.5"CN04 |

HALF PLAN OF P.S,C.GIRDER ANCHORACE P]T DETAIL

CABI . E PROFITEOF cABl .Es PRof lLE tRoM c/1 . O[ GIRDER (mm) c

CA B tENO

x:0(mm) 1875

r/8 r.37502/8t

56253/8 L

7500418 | 5/8 t

' l '1250

6/8 tr 3'l2s7 /8 L

15000END

JACKIN GFORCE INM EIRICT O N N E S

IA CT UAT)

IO]A T EXT ENSIO N*AT JACKING ENDOf cABtE (mm)

ORDER OfPRESIRESSING

200 2AB 397 550 747 988 | 272 I 600I 68.6 I 05.2+ I 05.2=210.4

I 0 0 0 0 0 0 0 0 o

2Y t 0 0 1 0 0 122 t 9 0 302 459 661 908 I 200 t 68.6 I 04.7+ 104.7=209.5 c

1 0 0 8i .s 75 62.5 50 3/ .5 25 1 2 . 5 0

3Y 1 0 0 1 0 0 t oo l t 9 7A 275 4 t l 586 800 t68.6 I 04.5+ 10a.5=209.0 Bz 0 0 0 o 0 0 0 0 0

4Y 100 r00 100 100 n 2 l 4 8 208 292 400 t 68.6 l oo.u* t *.u=ton.l DI - t00 -87.s -62.5 -37.5 l z 5 0

. I N C T U D I N G H Y D M U ] I C P U M P I O S S T S O f 2 % .


T32+675 KALAM(1\-es) DATE

MAYz07z

IITtIIIIIItIIIIIIIIII

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www,M. lQBALqbal.comTel: 051-2553987/0333-51 049 1 9

NATIONAL HIGI{WAY AUTI-IORITYISLAMABAD


Q or p.s.c ctRoeR


SECTION AT 1.1 SECTION AT 2-2END BLOCK ELEVATION

016-270 LD SPRTAL AT 75 DIA, SHEATH 15OO LONG AT ENDS63 DIA, SHEATH FOR THE REST OF GIRDER

MATT-1

ItITItIIT

d.LUoEia. {U'o-U-

ELUotoa.o-

SECTTON -3-3 ( TNNER GIRpERS)

SECTIONtoWettstOtlnLl

SECTTON -3-3 ( OUTER GIRpERS)

TYPICAL DETAIL

OF LIFTING HOLE

SECTION -4.4 ( INNER GIRDERS) sEcTroN -4-4 ( OUTER GIRDERS)

PARTIAL ELEVATION(LIFTING PIN DETAIL)

Q or crnorR Q or crnoen

KM: NZInSKALAM(N-es)

CECONCivi lEngineers &IH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051-2553987/0333-51 0491 I


l_IIITtTIIIIIIIIIIIIII

CECONCivil Engineers & ConsultantsH# 470, Street lT, Chaklala Scheme 3 RawalpindiE-mail:cecon.rwp@gmail,com URL:www.M. lOBALqbal.comTel: 05'l -2553987/0333-51 0491 I

7+7 @12-02D 7 +7 012-020

912@150-04D

DOWELS FROM

tt^DOWELS FROi,4

50r12mrn STEEL PLATE To 8E BoLTED &

2+2-@22-03D COVERED

SECTION A-AWITH CONCRETE, DUCTS TO 8EGROUTED BEFORE STEEL PLATESARE PLACED.

ELEVATION OF END DIAPHRAGMI

BACK

2800 2800

7+7 @12-02D 7+7 412-02D DETAIL 'A '

DOWELS FROM DOWELS FROiV DOWELS FROM

50x12mm STEEL PLATE TO BE BOLTED &

2+2-@25-05D COVERED

40O SLEEVES

JIBWITH CONCRETE. DUCTS TO BEGROUTED BEFORE STEEL PLATESARE PLACED,

ELEVATION OF INTERIOR DIAPHRAGM SECTION B-B

o12@150-04D



FAYAZ AHMAD

M A Y . 2 0 1 2

IIIIIIIIIIIIIIIIIIIII

LAMINATED ELASTOMERIC BEARING

O D

2mm THICK

PLAN OF CONCRETE PAD DETAIL OF BEARING PLINTH5 INTERIOR LAYERS1 1 m m T H I C K


SECTION 4-4 SECTION 3-3 SECTION M-M

NOTES

( i ) ELASTOMER IN THE BEARING PADS SHALL HAVESHORE HARDNESS AS PER AASHTO = 60-70 DUROMETERALL WELDING SHALL BE AS PER PROVISIONS OF AWS CODE.


, . : i4J i l . l r ls f 1 | I t r ! l r J


a b h M N d

400 550 72 500 650 75'5L---l

;"rr-*W=4ilffiil 1L'---f--'.r --

Lsrlt 2 OUTER LAYERS2.5mm THICK

4-@12-225

4@12-225

APPLY SmM SELF LEVELING EPOXYcRour(stKA-42 oR EoUIUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS,


APPLY 5mm SELF LEVELING EPOXYGROUT(SIKA.42 OR EQU IUALENT)ON TOP OF CONCRETE PAD BEFOREPLACING BEARING PADS.

CECONCivil Engineers & ConsultantsH# 470, Street l7, Chaklala Scheme 3 RawalpindiE-mail:cecon.rwp@gmail,com URL:www.lvl. lQBALqbal.comTel: 051 -2553987/0333-51 0491 9

INATIONAL I{IGHWAY AUTHORITY

ISLAMABAD

04 OESlGNEO BY M. lQEAr-

KM: 132+675 KALAM' (N-es)REINF. OF BEARING PAD

& CONCRETE PADSCALE

AS SHOWN03 oRAl{r{8Y FAYAz A}IMAD

02 ASSISTED SY


f/AY, 2012DWG. NO.

F-014REV OATE DESCRIPTlONAPPROVEO APPROVEO

@12@150 (TOP & BOTTOM

100mm LEAN CONCRETE


?qon I

PLAN OF APPROACH SLAB

DETAIL OF ANCHOR ARRANGEMENT

ANCHOR BAR 25O

DETAIL OF APP. SLABCECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:cecon,[email protected] URL:www.M. lQBALqbal,comTel: 051 -2553987/0333-51049 1 I


T32+675 KALAM(N-es)

IIItITItItttIIIIIIIIt

MISCELLAN EOUS DRAWI NGS

I

I

I

tIItIItIITIIIIIIIIIII

ELEVATION 0100 AND 5.00mm THICK G, l

150(TYP.) 150(TYP.)

@100 AND 5 .00mm THICK G. l

DIMENSION DETAIL REINFORCEMENT DETAIL

THICK WELDEDD GI P IPE

PLATE

SECTION A-ASECTION B-B . DIMENSION DETAIL DIMENSION DETAIL

@100 AND 5.00mn THICK G.l 2100 AND 5.00mm THICK G.lRAILING (TYP.)

DECK SLAB

ISTIFFENERS 12mm

THICK

@100 AND 5.00mm THICK G.l

FFENERS 12mm THICK WELDED

DETAIL OF RAILINGI'ERP PROJECT IMINGORA - KALAM I

(N-es)NATIONAL HIGHWAY AUTI{ORITY

ISLAMABAD

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawatpindiE-mail:[email protected] URL:www.M. l0BALqbal.comTel: 051 -2553987/0333-510491 9

t

II

I

*

."P;*9

{

r,tetBOTH FAC

EARTH FAC

OUTER FACE

G,L

NOTES:1. THE HEIGHT OF THE WING WALLS IS VARYING, THE THICKNESS

OF THE WALL AND THE REINFORCEMENT TO BE PROVIDED WILLALSO VARY.

2. DIVIDE THE LENGTH OF THE WALL INTO 2m TO 3m SEGMENTS,THE SELECT THE SECTIONS WW-3 TO WW-8 FOR DETAIL OFREINFORCEMENT SEE DRAWING # F-003. Lean 1 50

BOTH FACE

i"-*r*gLsriudl:g-iELEVATION OF WING WALL [YrlCAL\

PLAN OF WING WALL

FAYM AHI\,4ADCECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-nrail:[email protected] URL:www.M. lQBALqbal.comTel: 051 -2553987i0333-51 0491 9

IONAI, HIGI{WAY AUTHORITYISLAMABAI)

FERP PROJECTMINGORA - KALAM

(N-es)t APPROVED MAY, 2012

NA

1

ntn l I" " t l

V

t /'.ollI

IIIIIIITITIIIIIIIIIII

EARTH FACE

( AT 10 METERS C,/C)

100

_Eryb,__l2q0*l-s

WW-3

100 _

FERP PII.OJECTMINGORA - KALAM

300

o 18ro300--rla\---

CECONCivil Engineers & ConsultantsHf 470, Street 17, Chakjata Scheme 3 [email protected] URl:www.M. lQBALqbal.comTel: 051 -2553987/0333-5104919

!L-

WW-6

NATIONAL HIGHWAY AUTHOISLAMABAD

-glL@2oo,

1 0 0 {

scerdos suo{*

Tl '6--,it l

!8 I \ A ItSl-F I Fz-r----------r-V--"--------it = |

T t -25 PREFORMED I

EXPANSION JT. FILLER

EXPANSION JOINT DETAILtAr 30 METERS C/C)

DETAIL OF WEEP HOLE REINFORCEMENT PAfiERNIN WALL TURN

NOTES:1. ALL CONCRETE SHALL BE CLASS 'A1' WITH MINII,4UM CYLINDER STRENGTH

OF 3000 Psi AT 28 DAYS.

2. LEAN CONCRETE SHOULD HAVE MlNlMUl\'1 CYLINDER STRENGTH oF

(1400 Psi) 100 Kg./cni AT 28 DAYS.3. ALL REINFORCING STEEL SHALL BE DEFORI\4ED AND CONFORM TO MSHTO

M-3'1(ASTM A 615) GRADE 60 WITH MINIMUM YIELD STRENGTH OF 60'000 Psl.

4. UNLESS OTHERWISE INDICATED, ALL REINFORCING STEEL SPTICES SHALL BE

STAGGERED AND HAVE A MINII\4UI\4 LAP OF 40 TIMES THE LARGER BAR

DIAMETER SPLICED.5, CONSTRUCTION JOINTS AND DOWELS SHALL BE PROVIDED AS SHOWN ON

DRAWING AND AS OIRECTED BY THE ENGINEER.6. COVER TO AtL REINFORCENIENT SHALL BE 50 mm' COVER AT FACES OF

CONCRETE PERL|ANENTLY lN CONTACT WITH SOIL SHALL BE 75 mm.

7. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED.

8. WEEP HOLES SHALL BE STAGGERED AT AN INTERVAL OF 2M VERTICAL AND

HORIZONTAL,9. THE SLOPE OF WEEP HOLES SHATL BE 1 IN 8 FROM BACK OF MASONRY TO

THE OUTER FACE.lO.TYPICAL PARAPET WALL SHALL BE PROVIDED AT TOP OF RETAINING WALL

AND ALONG THE ROAD AS SHOWN ON TYPICAL PLAN OF PARAPET WALL.

1 1.THE SOII PRESSURE (DUE TO THE HIGHT OF RETAINING WALL IS AS SHOWN

UNDER THE EASE) SHOULD NOT EXCEED THE ESTIMATEO BEARING

CAPACIry OF THE SITE OTHERWISE PILES MAY BE REOUIREO UNOER THE TOE.

1z.PAYI\4ENT FOR FILTER MATERIAL WILL BE INCLUDED IN THE CAST OF OTHER

ITEMS AND WILL NOT BE PAID SEPARATELY.13,NO SEPARATE PAYIVENT SHALL BE MADE TO CONTRACTOR AND EXPANSION

JOINTS AND SHALL BE DEEIVED TO BE INCLUDED IN PAY ITEIV OF CONCRETE.

14.CLEAR CONCRETE COVER SHOULD BE AS FOLLOWING.a. FORALL FACESTOUCHING EARTH 75mmb. FOR OUTER FACES 25mm

LEGEND:

CONSTRUCTION JOINT DETAIL

I ! r l l @ r 5 u l T 1 l . . I

t--:___lL,ll @12@254 - I-rn-r=r-_r---- ll sl

ffi-#ffihg1 o o . , l 5 o 0 l 3 0 q L 1 0 0 0 L , l o o

I 1800 _ lWEEP HOLES

WW-8

DE'I'AIL OF WING WALLSFAYAZ AHMAD

TY

WW-7

(N-es) DWG. NO.

9 METER HIGH R.C,C WALL

DE'TAIL O}- COUNTEIT FORTRETAINING WALLS

MAY. 2012

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. l0BALqbal.comTel: 051 -2553987/0333-51 0491 I

NA'I'I ONAL FIIGTIWAY AUTIIOIUTYISLAMABAI)

FERP PROJECTMINGORA. KALAM

(N-es)

IItIIITIITtItTIIItIII

ECONEngineers & Consultants

H# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M. lQBALqbal.comTel: 051-2553987/0333-5104919

NATIONAL HIGI{WAY AUTI{OIUTYISLAMABAD

Cco

N

o

$12 @ 2O0 C/C

ccd

l'.

o

dt

@

ryPICAL ELEVATION OF WEEP HOLES

v-5

6<I

R,'1"t 016 @ 100 c , / c

016 A 125C/C 0 1 6 @ 1 2 5 C

912 O 15O C/C612 @ 20O C/C 616 O 200 C /C o t 6 @ 1 2 0 C

612@ 2OO c/C

mm TH. P,C.C(1:4:8)

25016 @ 1oo c /c

9 METER HIGH R.C.C WALL OMETER HIGH R.C.E ]&ALL

7 -625

a

t

010 @ 2OO C/C

7-75-5 6-6 B-B

25 mm 6 PVC PIPE

012 @ 150 C/C

0 1 6 @ 1 7 0 C

,16 0 200 c

616 @ 126 c/c

o'16@ 2ooc/c, 1 6 @ 1 2 O C / C

016 @ 2AO C/C

alo @ 2ao C/c

RI ENF. OI' COUNl'ERI'ORTITETRETAINING }VAI,LS

FERP PROJECTINGORA - KALAM

(N-es)APPROVED

I

tITIITttITIIIIIII

N-95, SECTION FATEHPUR - MADYAN - BEHRAIN - KALAMREHABILITATION OF EXISTING ROAD(Type-ll)

N t a I

I

- . 1o . l t m

PAVEM ENTI

I

I

I

L INE

PCC PoropetCURB STONE /

,2% 2% ,.. (At IntermiRCC BREAST WALLWhere Requ i red )

VVVVV V , VPLUM CONCRETE VVVV

s7 \7 17-

EXISTINGTRACK A.WEARING COURSE

ASPHALT BASE COURSE

AGG,BASI COUSI

SUB BASERECOMPACTION OF EXISTING (cv i lob le) ROAD SURFACE TO 95% MDD

BY ADDING ADDITIONAL SUB-BASE MATERIAL(where requi red) '

OR PLACED SUB-GRADE (SOCM) IN TWO LAYERS WITH CBR OB% @

95% MDD.

TRACK 4-5m) WIDE

ROCK FILL EMBANK[/ENT

RETAINING WALL I : r - , d

: t . : - i " l r ' r. : - - : t i - .where req u i red

(0 .60 )

N .S .L

TYPICAL ROAD X-SECTIONFERP PROJECTMINGORA- KALAM

(N-es)f,urroNal IrrcHwAYT TSLAMAtsAD

AUTHORITYCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.l"4. lQBALqbal,comTel: 05 1 -2553987/0333-51 0491 9

FAYAZ AHMAD

MAY.2012

IIIIITTIIttIIIIIIIIIt

25mm DEEP FILLINGMS PLATE 325X'15 mm LENGTH 2000mm EACHSEGMENTSTEEL PLATE EMBEDDED ANDWELDED

50mm AWC SHOULD BEMS PLATE 325X15

COMPLETED BEFORE PLACINSTEEL PLAEXPANSION JOINTS 012@j50C1C

{^-\atl

Il

n l^l

l

FILLET WELDED

BACKUP ROD O3O

ANCHORS OF 120 STEEL BARS WELDEDTO PLATE EMBEDDED INCONCRETE,(PLACED IN THREE LAYERS)PREFERABLY FOR GOOD OUALITY OFWORK, WELDING SHOULD BE DONE INTHE SHOP AND NOT AT THE SITE,

20 mm ExP.JorNr TOP LAYER ANCHORS

MIDDLE LAYERANCHORS

50mm AWC TTOI\,1 LAYER ANCHORS

-l--vA

.-:\o

=t'-

15mm MS PLATE OF THE STEEL PLATES SHOULD BE

SECTION A-ANOTES:-1. CONCRETING OF EXPANSION JOINT WILL BE DONE AFTER COMPLETION OF AWC.2. USE GRADE 60 STEEL FOR ADDITIONAL REINFORCEMENT AND CLASS'Dl"

(5000psi=350k9 cm'?)CONCRETE.3. iN CASE TEMPORARY STRIPS ARE WELDED TO STEEL PLATES. THEN THESE STRIPS

MUST BE REMOVED AFTER CONCRETING OF THE JOINT.

DETAIL OF EXPANSION JOINT

LEVELED AND ALIGNED CAREFULLY.

DETAIL OF EXPANSION JOINT

DETAIL OF EXP. JOINTFERP PROJECTMINGORA - KALAM

(N-es)NATIONAL HIGHWAY AUTHORITY

ISLAMABAD

CECONCivil Engineers & ConsultantsH# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.l\,.|, lQBALqbal.comTel: 051 -2553987i0333-510491 I

IIIIIIIIITIIIIIIIItI

SEQUENCE OF CONSTRUCTION TEMPOMRY LEVELING STEEL JOIST (STEEL HIGH STRENGTH

50mm AWC

STEP 1:- ASPHALTIC COURSE SHOULD BE COMPLETED BEFOREINSTALLATION OF EXPANSION JOINT. ALSO MANUFACTURE STEEL JOINTS IN

PIECES HAVING LENGTH NOT MORE THEN 2m EACH PIECE.EXISTING CAVITY TO BE FILLED WITH SAND TEN4PORARY LEVELING STEEL JOIST (STEEL TUBE HIGH STRENGTH

ADDITIONAL

50-l

t-I

REINFORCEI\4ENT

REMOVE SAND FROM THE EXISTING CAVITY

25mm DEEP FILLINGMS PLATE 325X15 mm TENGTH 2OOOMM EACHSEGMENT STEEL PLATE EMBEDDEO ANDWELDED

MS PLATE 325X15 mm LENGTH MOOMm EACHSEGI\1ENT STEEL PLATE EMBEDDED AND WELDED25mm DEEP FILLING

50mm AWC

I

"1.I

^ l

KIII

STEP 3:- PLACE EXPANSION JOINT. AND ADDITIONAL BEINFORCEMENT AFSPECIFIED. I

BACKUP ROD O3O

STEP 6i REMOVE ALL TEMPORARY FORM WORK INCLUDING STEELSTRIPS WELDED TO STEEL PLATES.

TUBE 50x50mm) FoR HOLDING THE STEEL

5ox50mm) @ 1000 c/c FoR HoLDING THE STEEL JoINT

50mm AWc

t - . - - *

I\tE' IODOLOCY FOR INS'TALLAI'IONOF EXPANSION JOIN'T

FERP PROJECTMINGORA - KALAMNATIONAL HIGI{WAY AUTHORITY

ISLAMABAI)

CECONCivil Engineers & ConsultanlsH# 470, Skeet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:ww.M, lQBALqbai.comTel: 051-2553987i0333-51 04919

IIIIIIIIIIIIIIIIItIII

METHODOLOGY FOR INSTALLATION OF EXPANSION JOINT

1. THE MOST IIVPORTANTASPECT OF THE EXPANSION JOINT IS HOW PROPERLY IT IS LEVELED AND EMBEDDED IN GOOD QUALITY CONCRETE BY EXPERIENCED/STAFFWORKERS.

2. IN CASE OF EXISTING BRIDGE BLOCKOUT CAVIry WLL BE PREPARED BY CHISELING/PNEUIVATIC HAND HELD CONCRETE BREAKERS. JACK HAIVMERS WILL NOT 8E USED.THE EXlSTING REINFORCEI\,{ENT OF DECK SLAB I\,4UST NOT BE DAMAGED BUTTO BE CLEANED, STMIGHTENED AND PRESERVED.

3. THE BLOCKOUI CAv,TY SHoULo BE BRUSHED CLEANqo.4. FOR BONDAGE BETWEEN THE OLD AND NEW CONCRETE. APPLY BONDING AGENT SIKADUR-32 LP OR (EOUIVALENT)TO THE EXISTING EXPOSED EDGES OF THE CONCRETE.5. FOR HIGH EARLY STRENGTH OF CONCRETE, USE WATER REDUCING AGENT S IKAIV ENT.I63 (600 mI/ CEI,,IENT BAG)ALONG WITH HARDENERACCELEMTOR AS SIKARAPID-l

O5O mI/ BAG] OR EOUIVALENT,6. LOW COSTADMIXTURES CONTAINING CHLORIDES AND SULPHATES SHALL NOT 8E USED.7. CONCRETING ON SUN HEATED STEEL PLATES / SHUTTERING BEYOND 32' C WILL NOT BE ALLOWED.8- D1 CONCRETE (350 Kg /Cm2)AND GRADE60 STEEL WILL BE USED.9, WHILE USINGADMIXTURES MANUFACTURERS SPECIFICATIONS I\,IUST BE FOLLOWED,10, co|\,4PLETE wET cURING FoR 7 DAYS IS MUST, OTHERWISE PREFER USING CONCRETE CURING COIVPOUND ANTICSOL"EI5 (0.20 Kg / M )OR EQUIVALENT WITHIN 6

HOURS OF CONCRETING AND COVERTHE CONCRETE AREA W'TH OPAQUE / COLORED PLASTIC SHEETS,11. WHEN THE BRIDGE IS LOCATED OVERA RIVER / CANAL / NULLAH, SEALING OF JOJNT USING BACKUP ROD AND SIKAFLEX.PRO 3WS FILLER IS NOT REQUIRED AND LET

THE WATER FLOW DOWN TO THE NULLAH UNDERNEATH,12. BUT IN CASE OF OVERHEAD BRIDGES. FOLLOWING ADDITIONAL TREATMENT IS REQUIRED FOR SEALING OF JO1NT.

t AFTER THE INSTALLATION AND CURING OF THE JOINT, CLEAN THE JOINT GAP WITH WIRE BRUSH AND REMOVE THE DUST WITH A BLOWER.. FIX THE EACKUP ROD OF SPECIFIED DIIVENSION AT A DEPTH OF 25 MM FROM THE TOP.. APPLY SIKAPRII\,4ER.3 (OR EOUIVALENT)WITH PAINT BRUSH.. APPLY oIL RES1STANT RESINS SIKAFLEX-PRo 3WS (oR EOUIVALENT) IN THE UPPER 25mm CAVITY IN A CONCAVE SHAPE, OVER FILLING OF COIIIPOUND SHOULD AE

AVOIDED.,13. COSTIN6 HAS BEEN DONE ON CSRAND MARKET RATES OF RAWALPINDI, WHICH IVAY BE CHANGED DISTRICTWISEAS APPROPRIATE.'14. INDIGENOUS EXPANSION JOINT IS NOTA PROPRIETY ITEM.IT CAN AE COPIED AND THE JOINT CAN BE MANUFACTURED AND PLACED BYANY DESIGNATED

CONTRACTOR.FOR FURTHER CLARIFICATIONS ON INSTALLATION AIDS EtC. CONTACT [4/S CECON.(051.2553987)15. TEI\.4PORARY STEEL STRIPS 25x60THlCNESS 3mm AT 500 C/C, WELDED TO TOP AND BOTTOM OF VERTICAL PLATES, HAVE BEEN AODED TO MAINTAIN SPACING OF

VERTICAL PLATES DURING THE CONSTRUCTION OF THE JOINT, DON'T FORGET TO REIVOVE TEIVPORARY STEEL STRIPS WITHIN THREE DAYS OF CONCRETING OF JOINTS,16, PREFEMBLY THE EXPANSION JOINT SHOULD BE IT,4ANUFACTURED IN 2m LENGTH OR LESS THAN 2M AND ASSEMBLED ATTHE SITE.

FOR NEW BRIDGES

IN CASE OF NEW CONSTRUCTION, F1RSITHE DECKCONCRETE WLL BE PLACED LEAVING A CAVITY FORTHE EXPANSION JOINT BY FILLING SAND IN THE CAVITY AREA. AFTERALLTHE DECK SLABSAND APPROACH SLABS HAVE BEEN CONCRETED, THE EXPANSION JOINTWILL BE PLACED AS PER DRAWINGSAND WITH ADDITIONAL REINFORCEMNTASSPECIFIED, ASPHALTIC SURFACING WILL BE DONE LAST,

CECON6ivil Enoineers & ConsultantsH# 470, dtreet 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.M, lQBALqbal.comTel: 051 -2553987/0333-510491 9


04

03

DESTGNEo BY I M.loBAr

D*o*N BY TFA\1A' A'*oD

I '- | | scALEI FERP PROJECT I ruores FoR EXp. JotNr I'nntNGoRa-KALAM | . lAssHol iN, 12 | | | lAss l sTEDBY

RECOMMENOEO

APPROVED

01 | I I- _ | - - j - _

REv IDATE I OESCRIPTIONI APPROVEO(N-es) DATE lDWG.No .

lvlAY, 2012 I F-009

III

DETAILS OF INDIGENOUS EXPANSION JOINT

TEMPORARY STEELSTRIPS AT 5OO C/C

TEMPORARY STEELSTRIPS A

TEMPORARY STEEL STRIPS WILL BEREI\4OVED AFTER CASTING OF 3 DAYS.

CECON ICivil Engineers & Consultants t' H# 470, Street 17, Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.fvl, lQBALqbal,comTel : 051 '2553997/0333-510491 9

NATIONAL HIGHWAY AUTHORITYIST,AMAI}AD

04 DES]GNEO BY M. to8AL IFERP PROJECT I

MINGOI].A - KALANI(N-es)

3D VIEW OIT EXP. JOINTSCATE

AS SNOWN03 DRAWN BY FAYAZAHMAD

02 ASSlSTEO BY

01 RECOMMENOEO DATEMAY ,2012

OWG. NO.F-010REV. DAIE DESCRlPIION APPROVED APPROVTD

tIIIIIIIItIIIIIt

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