GOVT. OF RAJASTHAN RAJASTHAN URBAN INFRASTRUCTURE DEVELOPMENT PROJECT
HAND BOOK FOR BRIDGE WORKS
Project Management Unit (PMU) RUIDP Avs Avs Building, Jawahar ircle , Malvi!a "agar, Jai#ur$ %&
Contents 1. INTRODUCTION..........................................................................4 2. PROJECT PREPARA PREPARATION............................. TION............................................................... ..................................4 4 2.1. 2.1. Feasi easibi bili lity ty Stud Study y................................................................................5 2.2
Prelii!ary Pr"#e$t Pre%arati"!........................................................5 Pre%arati"!........................................................5
2.2.1. Brid&e sitti!& a!d r"ad ali&!e!t' ...............................................( 2.2.2 Re$"!!aissa!$e sur)ey' ..................................................................( 2.2. 2.2.* *
Fa$t" a$t"rs rs de$ de$id idi! i!& & site site sel sele$ e$ti" ti"!. !....................................................(
2.2.+ 2.2.+ Prelii! Prelii!ary ary sur)ey, sur)ey, subs"il subs"il i!)esti&a i!)esti&ati"!s ti"!s a!d -ydrauli$ -ydrauli$ sur)ey' 2.2.5. Desi&! dis$-ar&e a!d li!ear /ater/ay .......................................11 2.2.(. 0leara!$e.....................................................................................11
2.2.. Widt- " $arria&e/ay, $arria&e/ay, ""t%at- a!d edia!................................ edia!................................12 12 2.2.. Fi3ati"! " s%a! arra!&ee!t arra!&ee!t a!d sele$ti"! " t-e ty%e " stru$ture.................................................................................................12 2.2.4
Prelii!ary Prelii!ary desi&! " )ari"us $"%"!e!ts " brid&e...................1+
2.2.1. 0"rr"si"! 0"rr"si"! %r"te$ti"! %r"te$ti"! easures'........................ easures'............................................. ........................... ......2 2 2.2.11. Desi&! " ri)er trai!i!& trai!i!& a!d %r"te$ti)e /"r6s.................... /"r6s.............................. ..........2 2 2.2.12. Prelii!ary Prelii!ary $"st estiate...................................................... estiate............................................................ ...... 21 2.*. Detailed Pr"#e$t Pr"#e$t Pre%arati"!................ Pre%arati"!.................................... ....................................... .............................21 ..........21 2.*.1
Sur)ey'.................. Sur)ey'..................................... ....................................... ........................................... ............................... ........ 21
2.2.2
Hydrauli$ desi&!s'......................... desi&!s'............................................ .............................................. ........................... 22
2.*.* 2.*.*
Detailed Detailed subsura subsura$e $e i!)es i!)esti&a ti&ati"! ti"! a!d testi!&..... testi!&............... .......................22 .............22
2.*.+
Detailed stru$tural stru$tural desi&!............................. desi&!....................................................... .............................. ....22 22
2.*.5
Detailed estiate............................. estiate................................................ ........................................... ........................ 2*
2.*.(
Detailed %r"#e$t %r"#e$t re%"rt'........................... re%"rt'.......................................................... .................................... .....2+ 2+
3. CONSTRUCTION................. CONSTRUCTION........................................................................25 .......................................................25 *.1
Ge!eral............................ Ge!eral................................................ ....................................... .............................................. ........................... 25
*.2
F"r/"r6 F"r/"r6 a!d Sta&i!&........................... Sta&i!&............................................... ............................................ ........................2( 2(
*.*
Pla$i!& " Rei!"r$ee!t..... Rei!"r$ee!t......................... ........................................ .......................................... ...................... 2(
*.+
F"u!dati"!s......................................................................................2
'
Contents 1. INTRODUCTION..........................................................................4 2. PROJECT PREPARA PREPARATION............................. TION............................................................... ..................................4 4 2.1. 2.1. Feasi easibi bili lity ty Stud Study y................................................................................5 2.2
Prelii!ary Pr"#e$t Pre%arati"!........................................................5 Pre%arati"!........................................................5
2.2.1. Brid&e sitti!& a!d r"ad ali&!e!t' ...............................................( 2.2.2 Re$"!!aissa!$e sur)ey' ..................................................................( 2.2. 2.2.* *
Fa$t" a$t"rs rs de$ de$id idi! i!& & site site sel sele$ e$ti" ti"!. !....................................................(
2.2.+ 2.2.+ Prelii! Prelii!ary ary sur)ey, sur)ey, subs"il subs"il i!)esti&a i!)esti&ati"!s ti"!s a!d -ydrauli$ -ydrauli$ sur)ey' 2.2.5. Desi&! dis$-ar&e a!d li!ear /ater/ay .......................................11 2.2.(. 0leara!$e.....................................................................................11
2.2.. Widt- " $arria&e/ay, $arria&e/ay, ""t%at- a!d edia!................................ edia!................................12 12 2.2.. Fi3ati"! " s%a! arra!&ee!t arra!&ee!t a!d sele$ti"! " t-e ty%e " stru$ture.................................................................................................12 2.2.4
Prelii!ary Prelii!ary desi&! " )ari"us $"%"!e!ts " brid&e...................1+
2.2.1. 0"rr"si"! 0"rr"si"! %r"te$ti"! %r"te$ti"! easures'........................ easures'............................................. ........................... ......2 2 2.2.11. Desi&! " ri)er trai!i!& trai!i!& a!d %r"te$ti)e /"r6s.................... /"r6s.............................. ..........2 2 2.2.12. Prelii!ary Prelii!ary $"st estiate...................................................... estiate............................................................ ...... 21 2.*. Detailed Pr"#e$t Pr"#e$t Pre%arati"!................ Pre%arati"!.................................... ....................................... .............................21 ..........21 2.*.1
Sur)ey'.................. Sur)ey'..................................... ....................................... ........................................... ............................... ........ 21
2.2.2
Hydrauli$ desi&!s'......................... desi&!s'............................................ .............................................. ........................... 22
2.*.* 2.*.*
Detailed Detailed subsura subsura$e $e i!)es i!)esti&a ti&ati"! ti"! a!d testi!&..... testi!&............... .......................22 .............22
2.*.+
Detailed stru$tural stru$tural desi&!............................. desi&!....................................................... .............................. ....22 22
2.*.5
Detailed estiate............................. estiate................................................ ........................................... ........................ 2*
2.*.(
Detailed %r"#e$t %r"#e$t re%"rt'........................... re%"rt'.......................................................... .................................... .....2+ 2+
3. CONSTRUCTION................. CONSTRUCTION........................................................................25 .......................................................25 *.1
Ge!eral............................ Ge!eral................................................ ....................................... .............................................. ........................... 25
*.2
F"r/"r6 F"r/"r6 a!d Sta&i!&........................... Sta&i!&............................................... ............................................ ........................2( 2(
*.*
Pla$i!& " Rei!"r$ee!t..... Rei!"r$ee!t......................... ........................................ .......................................... ...................... 2(
*.+
F"u!dati"!s......................................................................................2
'
*.+.1
O%e! "u!dati"!'........................ "u!dati"!'............................................ ....................................... .............................2 ..........2
*.+.2
Well "u!dati"!s.................. "u!dati"!s...................................... ........................................ .................................... ................ 2
*.+.*
Pile F"u!dati"!'............ F"u!dati"!'............................... ....................................... ............................................ ........................ 2
*.5
Substru$ture.......... Substru$ture.............................. ........................................ ........................................................ .................................... 2
*.(
Su%erstru$ture........ Su%erstru$ture............................ ....................................... ....................................... .................................... ................ 2
*.(.1
0"!$reti!&'.................. 0"!$reti!&'...................................... ........................................ ............................................ ........................ 2
*.(.2
Prestressi!& Prestressi!&'..................... '......................................... ........................................ ....................................... ................... 2
*.(.*
Gr"uti!&'........................................................ Gr"uti!&'.................................... ...................................... ............................. ........... 24
*.
Beari!&s'............................ Beari!&s'................................................ ..................................................... ........................................... .......... *
*.
E3%a!si"! 7"i!ts' ...............................................................................*
*.4
8aterials...........................................................................................*
* . 4. 4. 1
0ee!t'......................................................................................*
*.4.2
0"arse a&&re&ate'..................... a&&re&ate'......................................... .................................................. ..............................*1 *1
*.4.*
Sa!d9 Fi!e a&&re&ate a&&re&ate %a&e'.................................... %a&e'.........................................................*1 .....................*1
*.4.+
Steel............................... Steel................................................... ....................................... ........................................ ....................... *1
*.4.5
Water'................................ ater'.................................................... ........................................ ...................................... ..................*2 *2
*.4.(
Adi3tures'................. Adi3tures'..................................... ....................................... ............................................ ......................... **
*.4.
St"ra&e " aterials........................ aterials............................................ ............................................ ........................ **
*.4. *.4.
:ests a!d sta!dar sta!dards ds " " a$$e% a$$e%ta!$ ta!$e e " " at er ia l' ......... .............. .......... ...........*+ ......*+
4. QUALITY SYSTEMS FOR ROAD BRIDES.....................................35 5. PROJECT SC!EDULIN AND MONITORIN OF "OR#S...................3$ 5.1
S$-eduli!&................... S$-eduli!&....................................... ....................................... .................................................. ............................... *(
5.2
8"!it"ri!&...................... 8"!it"ri!&.......................................... ......................................................... ............................................... .......... *(
5.*
D"$ue!tati"!..................... D"$ue!tati"!......................................... ....................................... ...................................... ...................... ... *
A%%en&'( ) I................................................................................. I................................................................................. 3* 0HE0K;IS: FOR PREPARA PREPARA:ION :ION OF GAD................................... GAD..................................................... .................... ..* * A.
GENERA;................. GENERA;..................................... ........................................ ....................................... ...................................* ................*
B.
P;AN....................................... P;AN........................................................... ........................................ ................................. ................... ...... *4
0. E;E
A%%en&'( ) II................................................................................ II................................................................................ 42 0HE0K;IS: FOR S=B8ISSION OF GAD :O RAI;WA> DEPAR:8EN: FOR ROBs ...................................... .......................................................... ....................................... ....................................... ....................................... ................... +2
1. INTRODUCTION A bridge project from its conception conception to completion completion involves involves various stages of planning, design, approval/sanction, tendering and execution. Also inspections, maintenance and repairs are continuing activities for enhancing the service life of the struc structur ture. e. This This pock pocket et book book has been been spec specifi ifica cally lly aimed aimed at givin giving g the practicing engineers the basic information on these aspects. A bridge project from conception conception to construction construction and final completion completion of the bridge bridge invo involv lves es a numbe numberr of major major activ activiti ities es which which can be summa summari rized zed as follows! Start - administrative decision for constructing a bridge. Feasibility studies site selec selectio tion, n, "reli "relimin minary ary surv survey ey and and Preli Prelimi mina nary ry Proje Project ct prepa preparat ratio ion n – site investigation investigation including hydraulic hydraulic survey, survey, subsoil investigation, investigation, fixation of span arrangements and selection of type of structure. "reliminary design of various components of bridge, preliminary cost estimates. Detail Detailed ed project project prepara preparatio tion n – detailed survey, hydraulic design, subsurface investigation, detailed structural designs, detailed estimate and detailed project report. Technical Technical approval and financial sanction – Decision to take up work from plan funds or to invite private entrepreneurs. ppro pprov val of Tender nders s and and !ev !evised sed cost cost if nece necess ssa ary and and sta start of construction work "onstru "onstructi ction on – "roject scheduling and monitoring of #uantity and progress of work. #nspection and maintenance of brid$es %ote& $ridges are usually designed for at least %& years life and should cater to the the proj projec ecte ted d traf traffi fic c dema demand nds. s. 'tmo 'tmost st care care shou should ld be exer exerci cise sed d in site site investigations by following the procedures outlined in the subse#uent chapters ensuring only preparation of thoroughly investigated projects which will ultimately facilitate speedy construction and maintenance costs.
2. PROJECT PREPARATION "reparation of a detailed project report is a pre!re#uisite for proper evaluation of the project, its approval approval by competent competent authority and finally its execution. "roperly prepared project report is very helpful in ensuring timely completion of project thereb thereby y ensu ensurin ring g fulle fullest st adva advanta ntage ge of the proje project ct avoid avoiding ing time time and and cost cost overrun overruns. s. "roject "roject prepara preparation tion activity activity can be divided divided into the followi following ng three three broad stages! ()* +easibil +easibility ity tudy tudy
(-* "reliminary "reliminary "roject "roject eport eport (* 0etailed "roject eport +or detailed guidelines reference may be made to pecial "ublication 1o.%2 1o.%2!3" !3"ro rojec jectt "rep "repara aratio tion n 4anua 4anuall for $ridg $ridges es55 publi publish shed ed by 6ndia 6ndian n 7ongress.
2.1. Feasibili easibility ty Study -.).). The project preparation for a bridge work starts with the identification of the project. This phase is known as the pre feasibility stage. +or this stage, broad features of the project are identified, the possible locations, nature of crossing, traff traffic ic dispe dispers rsal al syste system m for for diff differe erent nt alter alternat native ives s are ide identi ntifie fied. d. The The effec effectt of implementation of the project on the traffic scenario in immediate vicinity is also considered. This This reconnaissance visit to the area of the intended site is sufficient at this stage.
-.). -.).-. -. 6n the feas feasib ibil ilit ity y stag stage, e, prel prelim imin inar ary y surv survey eys, s, da data ta coll collec ecti tion on an and d investigations are carried out. Alternative Alternative site are investigated, design and rough cost estimates for various alternatives are made. The feasibility report covering the the recom ecomme mend nded ed alig alignm nmen entt incl includ udin ing g alte altern rnat ativ ive e cons consid ider ered ed,, span span arrangemen arran gement, t, prel prelimina iminary ry cost estimates estimates,, economic economic and financial financial viabilit viability y is prepare. +easibility study should also cover the following aspects. i.
the main p ur urpose of t he he bridge project i .e .e. t he he trunk r ou oute, econom economic ic or inters interstat tate e import importanc ance, e, access access to por ports ts,, touris tourism, m, agriculture development etc. the place of the project in the road development programme and the priority assigned to.
ii.
The g eo eographic fe features of o f th t he a rre ea su s uch a s si size, e co conomic (industrial and agricultural*, other traffic generated activates in the are area, a, main popu populat lation ion center centers, s, their their size size pro projec jecti tions ons and growth growth rates, rates, and government8 government8s s economic economic programme for the developments.
iii.
4easurable and non measurable benefits should be listed. The former may consider reduction in operation costs, reduction in travel time for goods and passengers, reduction in maintenance cost in case a old bridge is replaced. The latter may include soci social al an and d econ econom omic ic de dev velop elopme ment nt of the the ad adja jac cen entt area area conse#uent to the construction of the bridge.
iv.
A co cost be benefit an analys lysis sh should be be en enclosed and and re results cr criticall ally discussed. +or calculation of cost benefit analysis, a reference may be made made to 67 67 " !& )9 )99 9.. 34an 34anua uall on :con :conom omic ic :valuation of ;ighway "rojects in 6ndia (+irst evision*5
2.2
Preliminary Project Preparation
"reliminary project preparation involves various stages like recognition of the need, study of maps, reconnaissance survey leading to selection of alternative site, site, preli preliminar minary y survey survey and investiga investigation tion including including subsoil subsoil investi investigation gation and collection of hydraulic data leading to final site selection and all these activities has to be systematically systematically planned and carried out in their logical se#uence.
*
2.2.1. B+'&,e s'tt'n, -n& +o-& -',n/ent0 The considerations which decide the inter se priority between a suitable bridge site and suitable road alignment will be guided by the following principles ! (i*
The location of a bridge upto a length of <& meter shall be governed by the suitability of alignment of the road unless there are some special problems at the crossing with regard to design / maintenance of the bridge.
(ii*
+or bridges having a length between <& and && meters both suitability of site of the bridge that of the alignment of the approaches shall be considered together.
(iii*
+or bridges having total length more than && meters, there re#uirement of good site for the bridge shall have the precedence and the alignment of the approaches will have to confirm to the selected bridge site.
(iv*
=here existing two lane highway is proposed to be widened to four lane width, the location of the additional tow lane bridge shall be governed by factors mention in para -.-..) (ix* below
2.2.2 Reonn-'ss-ne s+e0 6n case of an entirely new alignment. The site selection may have to start with the study of available maps before starting the reconnaissance. 'sually, topo sheet in the scales )-,%&,&&& and ) %&, &&& are available for the urvey of 6ndia. 6n case of bridges upto && m length, two or three possible road alignment should be marked on the topo sheets considering the topography of the land, land use, soil type, waste bodies, marshes, control points, river profile, straightness of the reach, width of crossing, presence of high banks etc. the two or three possible alignments may have to be considered for reconnaissance. ome landmarks for easy identification during reconnaissance may also have to be marked on topo sheets.
2.2.3 '.'.(.)
F-to+s &e'&'n, s'te seet'on. Ade#uate efforts made in selection of good site for locating a bridge will be amply rewarded in the form of reduced cost of the project and trouble free performance of the bridge. The factors that have to be considered in the selection of a site are indicated below. Though it may not be feasible to satisfy all desirable attributes simultaneously, the selected site should represent the most desirable mix of the attributes consistent with overall economy, including the cost of approaches.
(i*
Permanency of the channel& it has to be ascertained form different maps prepared over a long period of time that the river does not have any tendency to mender at the proposed site.
(ii*
Presence of hi$h and stable banks& the presence of high incredible bank generally offers an ideal site, which reduces the cost of approach embankments and their protection work.
(iii*
%arrowness of the channel and lar$e avera$e depth compared to ma*imum depth& this ensure large average depth
+
of flow compared to maximum depth of flow and reduced water way which greatly reduces the overall cost of the bridge structure. (iv*
Strai$ht reach of the river u+s and d+s of the proposed site& straightness of the reach both u/s and d/s ensures uniform distribution of discharge/velocity. 7urvature in the stream especially on the u/s leads to obli#uity and concentration of the flow on the convex side leading to higher scour, and conse#uent cost of foundation and protection works. 6f the bank on the convex side is erodible it may lead to heavy recurring expenditure in protecting the abutment and the embankment on that side.
(v*
Freedom form islands or any form of obstruction both u+s and d+s any shoal formation disturbs flow characteristics. >radual silting of one or more channels results in increased concentration of flow in other channels leading to higher scour or bank erosion, channels leading to higher scour or bank erosion, outflanking of the bridge etc. the site should also be away from confluence of tributaries where turbulence and obli#uity of flow can be expected which results in higher unpredictable scour and water current forces on substructure.
(vi*
Possibility of ri$ht an$led crossin$s& ight angled crossing offer minimum possible bridge length and reduces chances of obli#uity of flow with respect to the substructure.
(vii*
6t is preferable to site the bridge on u/s of the existing cause way, if any.
(viii*
Possibility of $ood approach ali$nment& curves except gentle ones are preferable to be avoided on approaches and bridge proper form visibility and safety considerations.
(ix*
=here existing two lane highway is proposed to be widened to four lane width, the additional tow lane bridge shall be sited as close to existing bridge as possible. ;owever, in case of bridges having well foundations, distance sufficient for generation of passive resistance of soil shall be provided. ome typical example of satisfactory and unsatisfactory sitting of bridge is indicated in fig. -.-.) in pocket book for bridge engineers.
'.'.(.'
Sittin$ of $rade separators& itting of bridges which act as rail/road grade separators will be largely decided by good alignment of the approaches, availability of land and other constraints imposed by rail lines, services etc. at skew crossings, skew of more than 2% should generally be avoided.
'.'.(.(
Distance between rail and road brid$es& the distance between rail and oad $ridge should be as large as possible but not less than 2&& m in any case.
&
2.2.4 P+e'/'n-+ s+e s6so' 'nest',-t'ons -n& 7&+-' s+e0 ?nce the possible alternative sites are selected are selected on the basis of reconnaissance survey and the criteria for site selection enumerated in para -.-. above, the next step is to conduct the preliminary survey, subsoil investi$ations and hydraulic survey at each of the alternative sites& '.'.,.) Preliminary Survey The data to be collected during the preliminary survey are! (i* The names of the states, district, nearest town/village, and river across which the bridge is proposed.
(ii* The chainage of the highway, location of nearest >T bench mark with level, and latitude and longitude of the site as measured from the survey of 6ndia maps. (iii* 0etails of the existing bridges or causeways on the same river in the vicinity which should include! ! description with sketches showing relevant dimensions. ! length and depth of submergence, number and sizes of vents, and fre#uency (including duration* of interruptions to traffic in case of causeways. ! 1umber and length of spans, clear waterway, ade#uacy or otherwise of waterway with special reference to silted up spans or signs of undue scour or attacks on abutments@ and approaches in case of bridges. (iv* An index map of the site on a scale of )%&&&& indicating the name and chainage of the highway. The name of the river, name of the nearest town/village marking of the alternative sites, location of the nearest >T benchmark if possible, name of district and state, direction of flow, nature of land!use, general topography of the area and north l ine. (v* ite plans of the bridge for the alternative sites indicating the north line, alignment of t h e road and the river, the angle of crossing, water spread at =B;+. 7hainage of the proposed bridge at crossing of the river, the direction of flow at maximum discharge, private land boundaries, services, location of deep channels, ponds, places of worship, graveyards, if any, near to the proposed site. ocation and reduced level of the temporary bench mark used as datum, location of the .. and 7.. of the road and the stream taken within the area of the plan, location of trial pits/borings with their identification number and location of nallahs wells, buildings, rock out crops etc. which may affect the approach alignments. '.'.,.'. ydraulic Survey&
;ydraulic data collected for the purpose of the preliminary project report (""* has to be good enough for the detailed engineering also. 1o separate hydraulic data collection is envisaged for detailed engineering except that for
model studies, if any, conducted for bridges across major rivers. The hydraulic data collected at "" stage should include! (i *
A catchments area map on a scale of )%&,''' indicating the drainage channels and the land!use pattern including built up areas, barren land, cultivated land, forests, hi ll y areas etc. and its area in s#uare kilometers. +or preparation of the catchment area >T maps of largest available scale may also be referred for tracing the ridge line.
(ii*
;+ ascertained from watermarks, if any, on the permanent objects on the banks supplemented by local en#uiry from nearby inhabitant as to the highest flood levels reached during their living memoryB.
( i i i * 6nformation about velocity of flow and presence of floating debris etc. from local en#uiry. Celocity of flow is best ascertained during floods by the use of floats by determining the time to traverse two fixed points at measured distance apart. (i v*
6n case a causeway or the existing bridge is of insufficient waterway resulting in afflux, the extent of such afflux is ascertained for arriving at the rough assessment of discharge.
(v* 1ames and approximate discharges of all tributaries joining the river within a reasonable distance u/s of the site under consideration. (vi* kew angle of crossing, if any, should be ascertained correctly. kew angle should be measured in relation to the direction of flow at/near ;+ and not in relation to the direction of flow at/near ;+ and not in relation to the bank line. (vii* The approximate depth of the deep scour hole below ;+ mentioning its location, whether general or localized near any hard obstruction or caused by whirlpool. 6nformation about scour around piers and abutments of any other bridge across the same river in the vicinity from records or by soundings taken near the proposed site during receding floods will be very useful in cross checking the calculated scour and thereby avoiding gross errors. (v ii i* The khadir width in case of wide/meandering alluvial rivers. The width and depth of the channel during dry weather flow, ?+ and ;+ should be noted, as well as the radii of the larger meanders scaled from the map. (ix* 7ross section of the river on a vertical scale of about )/)&& and horizontal scale of )/)&&&&. at the proposed sites indicating. (a*
1ame of the river and the site
-
(b* The (road* chainages and bed levels with reference to the temporary benchmark and ground levels for sufficient distance beyond the edge of the channel (c* 1ature of the subsoil in the bed, bank approaches and location of the trial bores. (d* =, ?+ and ;+ (e* ow and high ti de levels where applicable. 6t should also include one or two additional cross sections at && to && m u/s and d/s for small and large rivers respectively. (x* A longitudinal section of the stream showing the proposed site, ;+, ?+, = and bed levels at suitably placed intervals along the approximate centre line of the deep water channel. The horizontal scale shall be same as for survey plan and vertical scale not less than ))&&&. (xi* (a) (.) (c) (.)
(e*
(xii*
ainfall data indicating 4aximum precipitation in one hour and -2 hours ainfall distribution in catchment 0uration, fre#uency of floods ain gauge data of storms for which corresponding stream gauge data is available (data for unit hydrograph* Average annual rainfall characteristics (append relevant meteorological records*.
tream/channel characteristicseasonal or perennial (a* $raided, meandering or straight (b* ?ther classifications like bouldery, flashy, well defined, presence of pools, weeds etc. (c* ;ighest flood and other major floods and their year of occurrence delineating the areas flooded (d* Afflux if observed
'.'.,.(. Preliminary subsoil investi$ation
(i *
"reliminary subsoil investigations should include ade#uate number of trial bores/trial pits for obtaining realistic data for deciding the span arrangement, type of foundation and scour level as specified in )7DE for making the preliminary design of the bridge. The exploration shall cover the entire length of the bridge and also extend at either side for a distance of about twice the depth below bed of the last main foundations. 6t should also include study of available information on the %/
geological formations from geological maps, sit e reports of existing bridges, aerial photography etc. 6f significant difference in the foundation strata is anticipated, few bores at alternative sites may also be re#uired sometimes, so as to help in the final selection of the site.
(66 *
Depth of e*ploration The depth of exploration should be at least ) F times the minimum width of the foundation below the proposed foundation level in case of open foundations and deep well foundation. =here such investigation end in any unsuitable or #uestionable foundation material, the exploration shall be extended to a sufficient depth into firm and stable soil or rock but not less than four times the minimum depth of foundation below the earlier contemplated foundation level. 6n case of good sound rock the stipulation of minimum depth may be decreased based on difficulty to conduct core drilling however minimum depth should not be less than meters.
iii/
0epth of exploration for p i l e foundation should be as per ection ))&& of 4?TG; pecifications for oad and $ridge =orks.
2.2.5. Des',n &'s7-+,e -n& 'ne-+ 8-te+8- '.'.0.). Desi$n dischar$e
(i * 'sually bridges are re#uired to be designed for a discharge corresponding to a flood with a %& year return period, and only in case of very important bridges that they are to be designed for a flood of )&& year return period. 1ormally, in the absence of reliable data for @statistical analysis of floods, design discharge may be fixed on the basis of any rational method. :mpirical methods are less reliable and may be used with caution. Carious methods for calculating discharge are given in IRC-SP13.
2.2.$. Ce-+-ne '.'.1.). "learance for traffic
(i*
The minimum vertical and horizontal clearances (clear height and width respectively available for passage of traffic* to be provided on bridges shall be as specified in 67!%.
(ii*
+or bridges constructed on horizontal curve with super H elevated road surface, the horizontal clearance shall be increased on the side of the inner kerb by a margin e#ual to % meters multiplied by the super elevationH the maximum vertical clearance being measured from the super elevated level of the roadway. The above extra horizontal clearance re#uired is over and above the increase in width re#uired for the design of road on curve.
%%
(iii* +or footways and cycle tracks, the minimum vertical clearance shall be -.-% meters. (iv*
+or vertical and horizontal clearances at under passes and / rail over bridges the essential provisions are given below. 67 % may be referred to for details.
2.2.9.
"'&t7 o: -++'-,e8- :oot%-t7 -n& /e&'-n
'.'.2.). 3eneral for all roads e*cept national hi$hways/&
The provisions given in clause ) )- of )7% may be applied for all bridges except for 1ational ;ighways for which para -.-.9.- may be referred to. '.'.2.'. For brid$es on %ational i$hways&
All bridges should have width between outer most faces of the railing kerbs e#ual to the roadway width of the approaches irrespective of their length or location. +or details. 4inistryBs 7ircular 1o. =/1;!&22/-/E!0?.66 dated &9/&%/-&&& may be referred to92. Footpaths& 6n urban areas, minimum footpath width of ).% m may be provided. 6n case of divided carriageways, footpath shall be provided only on the left side of the carriageway for each direction of traffic, wherever footpath is not provided, safety kerb of D%& mm width has to be provided as per 7lause ).). of 67%. 6n case of very high volume of pedestrian traffic, the provision of footpaths of more than ).% mi width or a separate pedestrian bridge may be considered depending on site conditions. "rash 4arriers& 7rash barriers shall be provided for all bridges on 1ational ;ighways to safeguard against errant vehicles. +or bridges with footpath, crash barrier @shall be so located as to separate the main carriageway from the footpath for the safety of pedestrians. +or further details, 67!% @>eneral +eatures of 0esign@ may be referred to. 5*tra width on curves& 6n case of bridges lying on a curve or a horizontal profile, extra width on bridge shall be@ provided as per 67 codal provisions applicable for road section.
2.2.*. F'(-t'on o: s%-n -++-n,e/ent -n& seet'on o: t7e t%e o: st+t+e '.'.6.). 3eneral consideration in selection of type of brid$es and span arran$ement& pecific site characteristics like width of crossing, nature of stream, depth of flow during different seasons, subsoil characteristics, and the capabilities of contracting agencies who would be interested in building the structure including availability of skilled and unskilled labor arc mostly the major considerations in selecting the type of structure and span arrangement in specialized structures like long span bridges. The attempt of the engineers should be towards minimizing the overall cost of the total structure including approaches within the site specific constraints as obtained. +or normal simply supported structures, it has been observed that the total cost of the bridge proper tends to %'
be the minimum, when. the cost of superstructure approaches to that of foundation and substructure put together which may be applied as a thumb rule for initial trial. '.'.6.'. 5conomical ran$e of span len$ths for different types of superstructures& Apart from the estimated cost based on schedule of rates, costs as #uoted during tendering may be used for constantly updating the cost analysis data. The ranges of span length within which a particular type of superstructure can be economical along with other considerations ice type of foundation etc. are given be low!
i
.7.7. single or multiple boxes
).% to )% m
ii
imply supported 77 slabs
to )& m
iii
imply supported 77 T beam
)& to -2 m
iv
imply supported "7 girder bridges
-% to 2% m
v
imply supported 77 voided slabs
)& lo )% m
vi
imply supported/continuous "7 voided slabs
) % to & m
vii
7ontinuous 77 voided slabs
vii i
77 box sections simply supported / $alanced cantilever continuous
)& to -& m -% to %& m
ix
"7 box sectionsH simply supported / $alanced cantilever
x
"7 cantilever construction / continuous 7able stayed bridges
)&& to E&& m
uspension bridges
&& to )%&& m
xi xii
% to D% m D% to )%& m
;owever, whenever an economical pan arrangement and type of structure is decided, it has to be ensured that the re#uired infrastructural facilities, design and construction capabilities, specialized materials etc. are available. '.'.6.(. Type of foundations& The subsoil characteristics obtained at a particular site and conse#uently @file @type of foundations feasible, is one of the major @considerations! in selector of type of structure and span arrangement as already mentioned
(i* hallow foundations 6solated open foundations are feasible where an $7 of about )% t/m- or more is available at shallow depths with in!redouble substratum. ;ere again, open excavation is feasible only upto a depth of to 2 m where the subsoil is porous and water table is high. 6n cases, where the $7 is still less and where I smaller spans arc economical from other considerations, raft foundations or box structures with floorB protection arid curtain walls are the other options. %
(ii* 0eep foundations =here suitable founding strata is available at a depth of < m or more with substantial depth of standing water, highly pervious substratum and largeB scour depthB/it may be @advisable to go for deep foundation like (a* well, or (b* piles. (a*
(b*
(jii*
=ell foundations This is one of the most popular Btypes of up foundations in our 7ountry, due various reasons like its simplicity, re#uirement of very little of e#uipmentBs forB its execution, adaptability to different subsoil conditions and difficult site conditions like deep standing water and large depths to good founding strata. 7aissons are an adaptation of well foundations to sites with deep standing water/@ "ile foundations "ile foundations are another type of deep foundations which are suited for adoption in the following situations!AvailabilityB of good founding strata below large dep soff soil 1eed to have very deep foundations beyond the limit of pneumatic operations usually depth beyond % meters or so. 6n some cases of strata underlying deep standing water and the strata being very hard not permitting easy sinking of wells or based on economic factors deciding the use of piles as compared to wells. ;owever, pile foundations are not preferred within the flood zone of the river with deep scour.
7lassification of piles (a) "recast driven piles (.) 0riven cast!in!situ piles (c) $ored cast!in!situ piles (d) $ored recast piles and (c* 0riven steel piles
+urther guidance on the design and construction aspects of pile foundations can be obtained from 67 DE.
2.2.; P+e'/'n-+ &es',n o: -+'os o/%onents o: 6+'&,e The "reliminary design should include all calculations needed for finalizing the cross section of the superstructure including the checks for the maximum bending stress and shear stress. 6t should also include preliminary design of the critical abutment and pier on the basis of preliminary subsoil investigations. '.'.7.' 8inimum depth of foundations& The following minimum depths may be ensured
(i* Shallow foundations in erodible strata& uch foundations may be taken to a minimum depth of -.& in if they support an arch superstructure or ).-& m in other cases provided ade#uate $7 is @available at that depth to support a individual foundation or rafts as the case may be and the foundations are protected against undermining by suitably designed flooring, cut off walls and launching aprons. %
(ii* Deep foundations in erodible strata& uch foundations shall be taken to such depth where the base pressures calculated based on any rational design method is less than the available .$.7. and a minimum grip length of l/rd of the maximum anticipated scour depth below ;+ (i.e. )/@) of -d* is ensured. (jii*Shallow foundations in rock& A minimum embedment of &.< m in case of hard rocks having a crushing strength of )&& kg/cmJ or more may be provided considering the overall characteristics such as fissures, bedding planes, cavities etc. ;igher embedment may be provided for softer varieties considering the above mentioned characteristicK And strengthening measure if any, proposed. (iv* Deep foundations in rock& 6f hard rocky strata is met with at depths below the maximum scour level, and if deep foundations are resorted to, it shall be ensured that such foundations are evenly seated all along the periphery on sound rocky strata (devoid of fissures, cavities, weathered zones etc*. ?n sloping rock surfaces, the foundations shall be properly seated by benching and the extent of seating and embedment in each case shall be decided by :ngineer!in!charge. '.'.7.(. Substructure & ubstructure include those portions of a bridge which are above the foundation which include piers, abutments, abutments and pier caps, dirt walls, returns, wing wall etc. but excludes bearings and superstructure. 6t can be built of brick/ stone masonry, plain/reinforce priestesses concrete, steel. election of a particular type of substructure depends upon the span and type of superstructure, the height of substructure, availability of construction material and construction e#uipments, period and time of construction and above all on overall economy. The shape of piers and abutments in general, should be such as to cause minimum obstruction to flow of water.
ubstructure shall be designed to withstand the loads and forces as specified in 67 <, the worst combination of forces and factors of safety shall be as specified in 67 DE. +or allowable stresses and other design re#uirements relevant 67 7odes depending upon the type of construction material shall be followed. '.'.7.,. 4earin$s
(i* $earings are vital components of a bridge which while allowing of longitudinal and/or transverse rotations and/ or movements of the superstructure with respect to the substructure (thus relieving stresses due to expansion and contraction*, effectively transfer loads and forces from superstructure to substructure. Ade#uate care shall be exercised in selecting the right type of bearings based on the guidelines given below (a*
+or solid/voided! slab superstructure resting on unyielding supports, no bearings arc generally provided if the span length is less than )&m. The top of piers/abutments caps are however rubbed smooth with carborandum stone. %*
(b*
(d*
(ii*
+or girder and slab spans more than )&m length and resting on unyielding supports, neoprene bearings may be considered. +or spans larger than -%m roller and rocker bearings or "T+: bearings could be considered. +or very large spans and where multidirectional freedom of movement and rotation are to be allowed provision of pot bearings may be considered.
The design of metallic bearings and neoprene bearings shall be in conformity with 67 E "arts 6 G 66 respectively.
(iii* 6n case of roller!cum!rocker bearings only full circular rollers are to be provided. (iv*
6n order to cater for any possible relative undue movement of bearings over the abutment resulting in girder ends jamming against the dirt wall preferably a larger gap may be provided between the girder end and the dirt wall.
(v*
All bearings assemblies shall be installed in accordance with. the instructions contained in the codes and specifications and on the approved drawings. 6n particular the following important points shall not be lost sight of
(a) All bearings shall be set truly level so as to have full and even seating. Thin mortar pads (not exceeding )-mm* may be used to meet this re#uirement. (.) The bottoms of girders resting on the bearing shall be plane and truly horizontal.
(c*
6n case of rockers and roller bearings, necessary adjustment for temperature at the time of placement, shrinkage, creep and elastic shortening shall be made, such that the line of bearing is as central as possible on the bearing plates at the normal temperature taken in design.
(d)
+or elastomeric bearing pads, the concrete surface shall be level such that the variation is not more than ).%mm from a straight edge placed in any direction across the area.
(e)
+or spans in grade, the bearings shall be placed horizontal by using sole plates or suitably designed .7.7. pedestals.
(0)
$earings of different sizes must not be placed next to each other to support a span.
(g)
6nstallation of multiple bearings one behind the other on a single line of support is not permitted.
(h*
The bearings shall be so protected while concreting the deck in situ that there is no flow of mortar or any other extraneous matter into the bearing assembly and particularly on to the bearing surfaces. The protection shall be such that it can be dismantled after the construction is over without disturbing the bearing assembly.
%+
(i*
pecial attention should be given to the temporary fixtures to be provided for the bearings during the concreting of superstructure in order to ensure that they do not get displaced during the initial installation itself. The temporary fixtures should be removed as soon as the superstructure has attained its re#uired strength
(vi* $earings provided at any end of superstructure shall be along a single line of support and of identical dimensions. (vii* 4inistry of oad Transport and ;ighways, >ovt. of 6ndia carries out pre! #ualification of the manufacturers of bearings from time to time. The pre! #ualification is valid for a certain period. 6t is advisable to procure bearings from stiff manufacturers only. '.'.7.0. Superstructure
(i*
6t is the superstructure of a bridge that directly supports the traffic and facilitates its smooth uninterrupted passage over natural/man made barriers like rivers, creeks, railways, roads etc. by transmitting the loads and forces coming over it to the foundation through the bearings and substructure.
(ii*
The minimum functional re#uirement of superstructure are specified in 67 % and 67 -). 6n case of box girder superstructure, the minimum clear height inside the box girders shall be ).% m to facilitate inspection.
(iii*
Aesthetic aspects already specified in para -.)&.- will be one of the major considerations while deciding oil the type of superstructure of a bridge keeping in view the criteria mentioned therein.
(iv* 7onsistent with economy and local availability of the materials, labour and technology for a particular type of superstructure selection may have to be made out of the following material options (a) (.) (c) (d) (a)
(v*
4asonry einforced cement concrete "re stressed concrete teel or 7omposite construction which is a combination, of the any of the above.
!einforced cement concrete superstructure& These are the most popular type of superstructure in the present day which may take the form of solid slab, voided slab. T!beam and slab, box girder, rigid frame, arch, balanced cantilever or bow!string girder.
(vi* Prestressed concrete superstructure& This may also take any of the above forms referred in the previous "ara.
%&
(vii* Steel superstructure& =ith increasing availability of #uality steel at international prices in recent years the use of steel for superstructure is becoming an attractive option. The forms, these may take are steel beam, plate girder, box girder, steel truss, arch, cantilever suspension bridges and cable stayed bridges. (viii* "omposite Superstructure any combination of above materials considering their distinct advantages for particular elements may be adopted. 4ost common types of composite construction arc cast in situ or precast girder in prestrcssed concrete with .7.7. deck or steel beam/plate girders with 77 deck or cable stayed bridges with 77 or "7 deck. (ix*
Desi$n& elevant 67 7odes which have to be complied in the design of superstructure are 67 2(L 67 -), 67 )E, 67 -2. 67 -- for 4asonry, einforced 7ement 7oncrete, "restressed 7oncrete and 7omposite uperstructures respectively. ?ther codes applicable for all types of superstructures are 67 % and 67 <. other major guidelines also include 67 E%. 6n case 67 codes are silent about some design aspects, provisions, in the 6/6nternational 7odes may be followed.
(x* Provision for future pre-stressin$& 6n case of prestressed concrete superstructure, provision for future prestressing to the extent of -& per cent of total prestress force may be made. +or this purpose, dummy cables may be laid in the structure which can be used for further prestressing if the need arises afterwards. (xi* Standard plans for hi$hway brid$es& 4inistry of oad Transport G ;ighways gives preference to item rate contracts except in case of special problems, very large projects involving novel design/construction methods, and have brought out various standard plans which include standard plans for (i* 77 olid lab uperstructure, with and without footpaths for m to )&mBspans with 'num overall width,@Lii* i!$eam and lab uperstructure of )-m to -2m spans of overall width )-.&& m, (iii* "7 >irder with 77 0eck 7omposite uperstructure for & m span with andM without footpath, %m span with footpaths and 2&m span without footpaths and (iv* 77 olid lab uperstructures of )%, --.%, & and %N skew for span 2m to )&m with and without footpaths. These plans are published by 4/? TG; / 67 and are listed in Appendix ). '.'.7.1. 5*pansion joints& :xpansion joints are provided at the end of deck and cater for movement of deck due to temperature, shrinkage, creep etc. :xpansion joints make the deck joint leak proof, protect the edges of slab/girder and also allow smooth passage of loads from one span to other by bridging the gap. 0epending upon the gap width to be bridged, there are various types of expansion joints in use at present as detailed below. (a)
4uried joints& =here the gap is -&mm or less, bituminous/asphalted
%
surfacing is laid over a )-mm thick -&&mm wide steel plate resting freely over the top surface of deck concrete. To keep the plate in position Emm dia )&& mm long nails spaced at &&mm c/c along the center line of the plate are welded to the bottom surface of the plate and protrude into the gap. (.)
Filler joint& This type of joint is suitable for fixed ends of simply supported spans with insignificant movements or simply supported spans not exceeding )& meters. 6t can cater for horizontal movement upto -&mm.
(c)
sphaltic plu$ joint& 6t is of aspartic concrete made from polymer modified bitumen binder and selected single size aggregate. 6t rests over a
(d*
"ompression seal joint& 6t consists of steel armored nosing at two edges of the joint gap suitably anchored to the deck concrete and a joint sealer performed multiweb cellular section of chloroprene elastomer compressed and fixed into the joint gap with special adhesive binder. The seal shall cater for a horizontal movement upto 2&mm and vertical movement of mm.
(e)
5lastomeric slab seal joint& 6t comprises of reinforced elastomeric seal fixed on cither side to deck concrete of adjacent spans through bolts. 6t can cater to a maximum
(0)
Strip seal e*pansion joint& 6t comprises of an extruded section of chloroprene held in position by edge beams made of either expanded or hot rolled steel section or cold rolled cellular steel sections with suitable profile to mechanically lock the scaling element. The edge beams are anchored to deck by reinforcing bars, headed studs or bolts or anchor plates. The working movement range of the sealing element shall be D&mm.
(g*
8odular Strip Seal+4o* Seal 9oint& A modular expansion joint consists of two or more modules so as to cater to a horizontal movement in excess of D&mm. 6t allows movement in all the three directions and rotation about all the three axes as per design re#uirement. 0uring all movement cycles of the joint, opening or closing of all modules are e#ual.
(h*
Special 9oints& +or bridges having wide deck or span length of more than )-&m or/and involving complex movements/rotations in different directions/planes provision of special type of modular expansion joints such as swivel joints may be made.
(i*
8inistry of !oad Transport : i$hways; >ovt. of 6ndia vide their letters 1o.=/1;!2&%9/)/9< G dated )..9D and )D.D.9D have issued interim specifications for expansion joints and subse#uent modifications in the list of manufacturers / suppliers which may be followed. upply of new type of expansion joints may be obtained on the basis of competitive bidding from amongst the manufacturers/suppliers listed at Annexure!66 to the above referred letter. +urther, a warranty of )& years of trouble free %-
performance may be insisted upon from the contractors/suppliers for all type of joints except for buried joints and filler joints.
2.2.1<. Co++os'on %+otet'on /e-s+es0 einforced concrete M has generally been considered to be a durable construction material. f ;owever, of late distress has been observed in several bridges M primarily due to corrosion of embedded reinforcement. The cause of occurrence of corrosion is observed due to (6* hot and aggressive environment, (-* defective workmanship and (* presence of chloride both in ingredients and/or atmosphere. 6t is generally agreed that corrosion does not occur when ade#uate cover is provided on rebars, aided by well compacted concrete, since both water and oxygen are re#uired in free state to initiate corrosion which will not occur in dry concrete or totally O submerged condition. 6t is, therefore, imperative to use design mix j concrete as cited in the 4inistryBs specification and strict #uality control may be observed especially in severe marine conditions. 4any approaches are available to inhibit or delay the onset of corrosion in rebars such as (i* usage of inhibitors in concrete, (ii* application of surface sealant (on concrete*, (iii* metallurgical improvements in steel, (iv* catholic protection, and (v* protective coatings on reinforcement. 4inistry has brought out a circular vide 1o. =/1;! 2&2)/22/9) !G dated -)..-&&& giving detailed guidelines on use of fusion bonded epoxy coated reinforcement and other coatings for bridges on 1ational ;ighways and other centrally sponsored bridges to be constructed in marine environment susceptible to severe corrosion which may be followed to reduce the chances of corrosion.
2.2.11. Des',n o: +'e+ t+-'n'n, -n& %+otet'e 8o+=s '.'.)).) iver training and protective works is re#uired for ensuring the safety of bridges and their approaches on either side. The selection of the type of river training or protective work will depend upon terrain, overall behavior of the river, location of the bridge vis!P!vis the areas of attack of the river, span arrangement nearness of the approaches from the influence zone of the river, etc. The types of river training and protective works generally being used are as follows
(i* (ii* (iii* (iv* (v*
>uide bunds purs or groynes iver bank protection Approach road protection iver bed protection
The special features along with the broad design principles for each type are described in 67E9!)9ED. @The >uidelines for 0esign and 7onstruction of iver Training and "rotective =orks for oad $ridges@, which may be referred to for details.
'/
2.2.12. P+e'/'n-+ ost est'/-te '.'.)'.) "reliminary cost estimate shall be a reasonably firm cost estimate on the basis of which administrative approval can be accorded. 6t shall be based on #uantities worked out during preliminary design and current schedule of rates from which no major changes either in #uantities or in rates shall normally occur except under totally unforeseen circumstances. '.'.)'.' =hile preparing detailed project estimate, following additional points should also be kept in view
(l*
tructural elements like light posts and cable ducts for electrification of new bridges of lengths && m or more on 1ational ;ighways may be provided, if re#uired, and the cost thereof included in the estimate for the bridge proper provided that the 4unicipal $oard/ concerned local authority is prepared to meet the initial cost as well as subse#uent maintenance charges of electrical installations including cost of wiring, lamps etc. and also to bear the electricity charges. Accordingly, the estimate should be accompanied by a clear certificate from the local authority that is prepared to meet the cost of electric installations and maintenance charges.
(66*
All proposals for reconstruction of existing weak bridges in 1ational ;ighways should be accompanied with the rating of the bridges based on detailed provisions contained in 67 pecial "ublication 1o. 9 @eport on rating of bridges@ for proper appreciation. +urtherB, the inspection of existing structure should be done for collection of data in accordance with the provisions contained in 7hapter ! of the aforesaid publication and the re#uired information furnished.
2.3. Detailed Project Preparation 2.3.1
S+e0 0etailed urvey of the area, final selection of site, type of structure, type of foundations, span arrangement and alignment of approaches would have been completed at. "reliminary project eport stage. A further topographic survey may be re#uired along the final alignment to verify the changes, levels etc. arid to fill in the gaps in the survey carried out during are preliminary project eport stage.
2.2.2
!&+-' &es',ns0
;ydraulic designs done at the preliminary project report stage may be considered ade#uate unless special circumstances warrant updation of the same.
'%
2.3.3
Det-'e& s6s+:-e 'nest',-t'on -n& test'n,
2.3.3.1. All subsurface data necessary for detailed design of all the foundations
separately, if necessary, have to be obtained during detailed subsurface investigations to be caned out in accordance with relevant 67 codal provisions and 4?TBs specifications.. 2.3.3.2. +or minor bridges at least one bore at each of the abutment locations
and one in the bed of the stream shall be taken. 2.3.3.3. 6n case of major bridges at least one bore shall be taken at each of the
foundation locations. 2.3.3.4. The depth of subsurface exploration shall be based on the anticipated
foundation level as per the "reliminaryB "roject eport or from the details of foundations of existing bridges nearby, type of structure, span arrangements etc. and the bores shall extend at least )!)/- times the width of foundation for open and well foundation. 6n case of pile foundation, reference may be made to para -.2... 2.3.3.5. +or the portion of the approaches having embankment heights of <.&&m
or more bore holes may be taken in the approach alignment to obtain data for the design of embankment as pet 6?D% @>uidelines for the 0esign of ;igh :mbankments@. 2.3.3.6. 0isturbed/undisturbed soil samples shall be taken at every ).%m
intervals. Also "T or static penetration tests shall be conducted at these intervals. :fforts shall be made to obtain undisturbed samples at least at alternate levels except in purely cohesion less soils. 0ata that are expected to be collected by the sampling and testing are oil classification, "article size distribution, hear strength characteristics. "ermeability where dewatering is expected, 7ompressibility, 0ensity, Coid ratio, 4oisture content, 1ature and type of rock where met with and bearing capacity. 2.3.3.7. ubsoil investigations shall also determine the depth of water table,
artesian conditions, if any, and the #uality of ground water.
2.3.4
Det-'e& st+t+- &es',n
'.(.,.). "referably detailed design should be done top downwards, i.e. superstructure to be finalized first, bearings next and so on, though it is started from foundation onwards in design and build contracts. 0etailed structural design of all the components of parameters. '.(.,.'. Superstructure (a) 0etailed design and detailing of each of the elements of the superstructure have to be done during this phase. (.) 6n case
computer
programmersB
are
used for
the
analysis ''
and/or detailing, it has to be ensured that the programmer has been ade#uately validated. Also listing of input data and input values needs to be thoroughly checked and indicated for verification by approving authority. '.(.,.(. 4earin$s& 0etailed design of bearings shall conform to 67 "arts 6 G 66 for metallic and neoprene bearings and in case of special type of bearings like pot/"T+: bearings, specialized literature and codes and 4inistryBs pecifications for oads G $ridge =orks ection -&&& clause -&&< may be referred and complied with. '.(.,.,. Substructures& 'nlike the typical design in preliminary stage, while preparing detailed design all individual piers, abutments, return walls etc. which have any difference with regard to the forces acting, height of substructure etc. have to be separately analyzed and designed individually if economy/safety demands so. '.(.,.0. Foundation& 6n the case of foundations also each individual foundation has to be designed separately during the detailed design stage taking into account difference in founding levels and the subsoil data as obtained at each of the individual foundation locations during detailed subsurface investigations. '.(.,.1. Secondary elements& 0etailed design of secondary elements like railings/crash barriers, expansion joints, kerbs, footpaths, approach slab etc. have also to be included in the 0."..
2.3.5
Det-'e& est'/-te
'.(.0.). 0etailed :stimate shall be based on finalized bill of out have to be firm unless under unforeseen circumstances. The items of the estimate may be arranged systematically in the following order.
(i* (ii* (iii* (iv* (v* (vi* (vii* (viii*
"reparatory works +oundation ubstructure uperstructure "rotective =orks 4iscellaneous items ub!estimate for approaches 7entage charges like #uality control contingencies work charged establishment and agency charges.
'.(.0.'. The bill of #uantities have to be based on detailed #uantity estimates which again have to be based on detailed design and dimensions so arrived at for all the elements of the bridge. '.(.0.(. The rates adopted shall be the current schedule of rates applicable for the region and wherever same items arc not covered by the schedule, the rate for the same shall be based on detailed analysis of rates.
'
'.(.0.,. The agency and other charges applicable for estimates of 1ational ;ighway =orks arc indicated under 76..-. '.(.0.0. The abstract of cost estimate containing the complete nomenclature of each item of works, final #uantities as worked out in the detailed estimate, rates as in para -..%. cost of each item and remarks, if any, shall invariably form part of the detailed estimate.
2.3.$
Det-'e& %+o>et +e%o+t0
0etailed "roject eport should contain the following live volumes namely (i* (ii* (iii* (iv* (v*
+inal eport 0etailed 0esigns 0etailed :stimate 0etailed $ill of Quantities and pecifications 0etailed 0rawings.
'.(.1.). Final report& The final eport should contain
(i*
n introductory report indicating the location of the bridge, the need for the same, the population and economic activities likely to be served by the bridge, alternative sites considered and the aspects in favour of the site finally selected.
(ii*
0esign data for the bridge including survey data, hydraulic data and subsoil data.
(iii*
0etailed information on the general arrangement selected for the bridge and the factors favoring the choice.
(jv* :conomic analysis of various options including the do nothing option in case of very major projects and at least of the finally selected option in case of other projects. (v*
eport on the environmental impact assessment, and
(vi* A schedule of construction including a 7"4 chart in case of major projectsH and at least a $ar chart indicating important mile stones in other cases. '.(.1.'. Detailed desi$ns & 0etailed design sheets of all components of the bridge have to be included in this volume. 2.3.6.3.
Detailed estimate& This volume should contain all the items covered under "ara -..%.
'.(.1., Detailed bill of
'
(i* (ii*
easonably firm #uantities of each item of work forming part of the project worked out on the basis of detailed drawings. The detailed specifications of each of the items of the project.
'.(.1.0 Detailed drawin$s& This volume should contain the following!
(i* (ii* (iii* (iv* (v* (vi* (vii*
6ndex plan ite plan at least three cross sections of the river as!specified in "ara -.-.2.-(ix* a longitudinal section connecting the cross section points. A contour survey plan $ore log data A general arrangement drawing of the bridge superimposed on the cross section of the river al the proposed site also indicating the bore details (viii* 0etailed drawings of all the components of the bridge (ix* 7omplete details of existing bridges, if any (x* "lan and section of approaches (xi* 7ross section of approaches (xii* 0etailed drawings of 70. =orks (xiii* 4iscellaneous drawings
3. CONSTRUCTION 3.1 General (.).) The execution of a bridge may be taken up departmental or through a contracting agency. $efore start of construction work care must be taken to ensure that the following documents are available (i* anction letter and technical note, if any. (ii* $ill of #uantities. (iii* 7opy of contract document along with any special conditions thereof. (iv* 7opy of approved set of plans and detailed working drawings. (v* tandards, specifications, guidelines, codes of practices etc., according to which the work must be executed as per contract. (vi* urvey, investigation and sub!soil test reports. (.).' +inalize the site and decide location of site office, storage sheds, batching plant, casting yard, labour camp etc. (.).( 6dentify sources of construction materials like sand, coarse aggregate and boulders etc. and supply of cement and steel including the time re#uired in transportation of these materials to the site of work. (.)., 0raw a detailed work programme (7"4* on the basis of availability of plant, e#uipment, material, manpower etc. efer 67 pecial "ublication 1o. )2 ! A manual for application of the critical path method.
'*
(.).0 6dentify major milestones to serve as important dates for progress of work.
reviewing the
(.).1. After having cleared the site, transfer the alignment of the bridge and ground with the help of reference pillars fixed at site during the location survey. +ix up permanent bench marks, reference pillars. 'se Auto levels, accurate theodolite and other precision electronic instrument. (.).2 . The construction of various components of bridge works protective work shall conform to ministry8s pecification for oad and $ridge =orks and relevant 67 $ridge 7odes/tandards.
3.2 Formwork and Staging +or form work and staging 67 ED may be followed.
3.3 Placing of einforcement einforcing steel shall conform to the dimensions and shapes given in the approved $ar $ending chedules. einforcement bars shall be placed accurately in position as shown on the drawings. The bars, crossing one another shall be tied together at every intersection with binding wire (annealed* to make the skeleton of the reinforcement rigid such that the reinforcement does not get displaced during placing of concrete, or any other operation. The diameter of binding wire shall not be less than ) mm. ayers of reinforcement shall be separated by spacer bars at approximately one meter intervals. The minimum diameter of spacer bars shall be )- mm or e#ual to maximum size of main reinforcement or maximum size of coarse aggregate, whichever is greater. 1o person shall be allowed to walk directly over the reinforcement placed in position. 1ecessary stays, concrete/polymer cover blocks, metal chairs, metal hangers, supporting wires etc or other subsidiary reinforcement shall be provided to fix the reinforcement firmly in its correct position. "lacing and fixing of reinforcement shall be inspected and approved by the :ngineer before concrete is deposited.
3.!
Foundations
3.4.1
O%en :on&-t'on0
:xcavation for laying the foundation shall be carried out in accordance with ection && of 4inistryBs pecifications. Any depth excavated below the specified level shall be made good with 4 )% concrete in case of
'+
foundation resting on soil and foundation grade concrete for foundations in rock. ?pen foundation shall be constructed in dry conditions. =hen the bearing surface is earth, a layer of 4 )% concrete shall be provided below foundation concrete. The thickness of this layer shall be )&&mm minimum unless otherwise specified. =here water is met with an excavation, ade#uate measures such as bailing out, pumping, constructing diversion channels etc shall be taken to keep the foundation trenches dry and to protect the green concrete against damage. All spaces excavated and not occupied by the foundation, shall be refilled with earth upto surface of surrounding ground. 6n ease of excavation in rock, the annular space around foundation shall be filled with 4 )% concrete upto the top of rock.
3.4.2
"e :on&-t'ons
(.,.'.). The construction procedure shall conform to the provisions contained in ection )-&& of 4inistryBs pecifications.
D.%.-.- =ell sinking inking of well can be accomplished by the following methods! (i*
?pen grabbing with / without kentledge
(ii*
Rackdown methods
(vii*
"neumatic sinking of wells
(viii*
$lasting
(.,.'.' 4lastin$& $lasting may be employed with prior approval of competent authority to help sinking of well for breaking obstacles such as bounders or for leveling the rock layers for s#uare setting of wells. $lasting may be resorted to only when methods are found ineffective.
3.4.3
P'e Fon&-t'on0
The piles may be either pre!cast concrete piles or cast in situ driven or bored piles. The detailed procedure for construction of pile foundation shall conform to the specification given in section ))&& of m TG;8s specifications and 7lause D)) of 67 DE.
3." Substructure (.0.)
4aterials shall conform to section )&&& of 4inistry8s pecifications.
(.0.'
Piers and abutments& 4asonry form work concrete and reinforcement for piers and abutment shall conform to ection --&& of 4inistry8s pecification. '&
"iers cap and abutments cap The surface of cap shall be finished smooth and shall have a slope for draining of water. +or short span slab bridges with continuous support on pier caps the surface shall be cast horizontal. The top surface of the pedestal on which bearing are to be placed shall also be cast horizontally.
(.0.(
The surface on which elastomeric bearings are to placed shall be wood float finished to a level plane which shall not vary more than ).% mm from straight edge placed in any direction across the area. The surface on which other bearings (steel bearings, pot bearings* are to be placed shall be cast about -% mm below the bottom level of bearings. 0irt/ballast wall, return wall and wing wall 6n case of cantilever walls, no construction joint shall be permitted. =herever, feasible, the concreting in cantilever walls shall be carried out in continuation of the ballast wall.
(.0.,
1o horizontal construction joint shall be provided. 6f shown on drawings or directed by the engineers, vertical construction joints may be provided. Certical expansion gap of -& mm shall be provided in return wall/wing wall at every )& m intervals. =eep holes shall be provided as prescribed for abutments. The finish of the surface on the earth side shall be rough while the front face shall be smooth finished. Architectural coping for wing wall/return wall in brick masonry shall conform to ection )&& of 4inistry8s specifications. Tolerances in concrete elements shall conform to ection --&E of 4inistry8s specifications.
(.0.0
3.# Superstructure 3.$.1
Con+et'n,0
7oncreting shall be done as per ection -&& of 4inistry8s specifications.
3.$.2
P+est+ess'n,0 $efore commencement of the prestressing, it shall be ensured that all the tendons are free to move between the jacking points. The tendons shall be stressed at a gradual and steady rate and the extension recorded at each increment of jack pressure. The extension of the tendons at the agreed pre!specified total force shall be within % per cent of the agreed calculated extension. Any appreciable variation between the calculated extension and actual extension should be notified and settled in consultation with the :ngineer!in!charge before proceeding with further tensioning.
'
tressing shall be done from both ends unless one end prestressing is specified in the drawings. "restressing record of all the cables shall be maintained in the format given in Appendix )E&&/66 of 4inistry8s pecifications for roads G bridge works (third revision*. :fficiency of prestressing jack should be found before hand and catered for in the extension of cables.
3.$.3
+ot'n,0 >routing of cable ducts shall be carried out as per Appendix )E&&/666 of 4inistry8s pecifications. >routing shall be carried out as early as possible as but not later than - weeks of stressing in tendon. $efore grouting, ducts shall be flushed with water for cleaning as well as for wetting the surfaces of the ducts walls. =ater used for flushing should be of same #uality as used for grouting. 6t may, however, contain about ) per cent of slaked lime of #uick line. All water should be drained through the lowest vent pipe or by blowing compressed air through the duct. =ater/cement ratio of grout mix should be as low as possible, consistent with workability. This ratio should not normally exceed &.2%. 4ixing time depends upon the type of the mixer, but will normally be between - and minutes. ;owever, mixing should be for such duration as to obtain uniform and thoroughly blended grout, without excessive temperature increase or loss of expansive properties of the admixtures. The grout should be continuously agitated until it is injected. 6t is essential that the gout is maintained in a homogeneous state and of uniform consistency so that there is no separation of cement. 'se of grout mixers to obtain a colloidal grout is essential. The pump should be a positive displacement type and should be capable of ejecting the grout in a continuous operation and not by way of pulses. The grout pump must be fitted with a pressure gauge to enable pressure of injection to be controlled. The minimum pressure at which the grout should be pumped shall be &. 4"a and the grout pump must have a relief arrangement for bypass of the grout in case of build!up of pressure beyond ) 4"a. The capacity of the grout pump should be such as to achieve forward speed of grout of around % to )&m per minute. The slow rates are preferable as they reduce the possibility of occurrence of voids. "umping of grout should continue till the mix coming out at the other end is of the same consistency. '-
>routing record should be maintained in the format given at Appendix )E&&/6C of 4inistry8s pecifications (Third revision* S )99%.
3.$ %earings& $earings shall conform to the provisions contained under ection -&& of 4inistry8s specifications for oad G $ridge =orks published in April )99% and 67 E S "art 6 G "art 66. ;owever, some of the important points about installation are as follows
3.' ()pansion *oints& The fabrication and fixing of expansion joints shall be as per approved drawings and in accordance with ection -<&& of 4inistryBs pecifications and with manufacturersB recommendations and 4inistryBs interim specifications issued vide letter no. =/1;/2&%9/)/9< dated )/&/9D with amendment issued from time to time.
3.+ ,aterials 3.;.1
Ce/ent0
7ements manufactured in the country arc covered by the following 6ndian standards (i* (ii* (iii* (iv* (v* (vi* (vii* (viii*
?rdinary "ortland 7ement ( grade* apid ;ardening "ortland 7ement $last +urnace lag 7ement ?rdinary "ortland 7ement (2 grade* "ortland "ozzolana 7ement ?rdinary "ortland 7ement (% grade* ulphate esistant "ortland 7ement ow ;eat "ortland 7ement
6 -<9 6 E&2) 6 2%% 6 E))6 )2E9 "art 6 6 )--<9 6 )-& 6 )-<&&
! ?"7 2 or % grades when used, the minimum cement content mentioned from durability consideration shall be ensured. ! +or "7 members cement listed at l. 1o. (i*, (iv*, (v i* (vii* confirming to 6 -<9, 6 E))-, 6 )--<9 and 6 )-&, ! "ortland pozzoland cement (6 )2E9* may be perm itt ed only in plain concrete members. ! ulphate resistant cement (6 )-&* shall be used when odium ulphate and 4agnesium ulphate are present in large concentrations detrimental to concrete.
$efore taking any supply, manufacturersB ce rt i fi ca te th at th e cement conforms to the re#uirements of $6 is to be is to be obtained. $6 certification of all cement supply is mandatory. The distinguishable identification marks put on the cement bags should also be taken /
which would help in identifying bags of one type of cement from other type. 6t is not sufficient to rely solely on the manufacturers test certificate. 6ndependent testing of every consignment of cement shall be done prior to use.
3.;.2
Co-+se -,,+e,-te0 7oarse aggregates shall consist of clean, hard, strong, dense, non! porous crushed stone, crushed gravel, natural gravel or other approved inert material. These shall not consist pieces of disintegrated stones, soft flaky, elongated particles, salt alkali, vegetable matter or other deleterious material. 7oarse aggregates having positive alkali!silica reaction shall not be used. 7oarse aggregates shall conform to 6 E and tests for conformity shall be carried out as per 6 -E< parts 6 to C666.
3.;.3
S-n&? F'ne -,,+e,-te %-,e0 +ine aggregates shall consist of natural sand or hard pieces of crushed stone or gravel or combination thereof. They shall be clean and should not contain mica or other deleterious materials in such #uantities as to reduce the strength and durability of concrete or to attack the embedded steel. All fine aggregate shall conform to 6 E and tests for conformity shall be carried out as per 6 -E< ("art 6 to C666*
3.;.4
Stee
(.7.,.) !einforcement+untensioned steel shall consist of the followin$ $rades&
>rade 0esignation
$ar type conforming governing 6 pecifications
+e -2&
to
7haracteristic of the following grades
:lastic 4odulus >pa
6 2- part 6 4ild steel bar
-2&
-&&
+e 2)%
6 )DE< ;igh ield trength 0eformed bars(;0*
2)%
-&&
+e %&&
6 )DE< 0eformed bars
%&&
-&&
?ther grades of bars conforming to 6 2- and 6 )DE< shall not be permitted. 1o re!rolled steel shall be permitted. +usion!bonded epoxy coated reinforcing bars shall meet the re#uirements of 6 )<-& and additional re#uirements as per 7lause )&&9. of 4inistryBs pecifications. =ire fabric company to 6 )%<< and T4T bars conforming to 6 )DE< can also be used.
%
(.7.,.' Steel for pre-stressin$ The pre!stressing steel shall B conform to either of the following
(a* (b* (c* (d* (e*
"lain hard drawn steel wire conforming to 6 )DE% ("art 6* and 6 )DE% (part 66*. 7old drawn indented wire conforming to 6 <&&. ;igh tensile steel bar conforming to 6 -&9&. 'ncoated stress relieved strands conforming to 6 <&&<. 'ncoated stress relieved low relaxation strand conforming to 6 )2-
(.7.,.( "ast steel 7ast steel shall conform to grade -E&!%-& 1 of 6 )&&. +or grey iron castings, 7lause )&&9 of 4inistryBs specification may be referred to. (.7.,., Structural steel= All structural steel shall comply with the re#uirements of the relevant 6ndian tandards, viz, 6 --<, 9<),-&<-,E%&&,))2E,))29,))<),29- ,))%ED ,E&E, )-9, )D&, )D), )D- and )E%-.
3.;.5
"-te+0 =ater used for mixing and curing shall be clean and free injurious amounts of oils, acids, alkali, salts, sugar organic materials or other substances that may be deleterious to concrete or steel. "otable water is generally considered satisfactory for 4ixing concrete. 4ixing and curing with sea water shall not be permitted. As a guide, the following concentrations represent the maximum permissible values ( a * To neutralise )&&ml sample of water, using phenolphthalein as an indicator, it should not re#uire more than %ml of &.&- normal 1A?;. ( b * To neutralise )&&ml sample of water, using methyl orange as an indicator, it should not re#uire more than -%ml of &.&- normal ;-?2.
(c*
The permissible limits for solids shall be as follows when tested in accordance with 6 &-% "ermissible limits (max* ?rganic ! 6norganic ulphates (? * 7hlorides (7l* . uspended matter
-&& mg/lit &&& mg/lit 2&& mg/lit %&& mg/lit@ -&&& mg/lit
J 6n case of plain cement concrete, the limit of chlorides may be increased upto -&&& mg/lit.
'
All samples of water (including potable water* shall be tested and suitable measures taken where necessary to ensure conformity of the water to the re#uirements stated herein. (d* The p; value shall not be less than <.
3.;.$
A&/'(t+es0 Admixtures shall conform to the re#uirements of 69)&. 6n addition, the conditions mentioned in clause )&)- of 4inistryBs pecifications shall be satisfied.
3.;.9
Sto+-,e o: /-te+'-s
(.7.2.) 3eneral& All materials shall be stored in such a manner so as to prevent their deterioration or intrusion by foreign matter to ensure the preservation of their #uality and fitness for the work. (.7.2.' $$re$ate& 0ifferent sizes of coarse aggregates shall be stored in separate stock piles, .sufficiently away from each other to prevent inter! mixing.
Aggregates should be stored on a clean, hard surface and not directly on the ground as material will be wasted and mud and dirt may get mixed with the concrete. =hen a hard surface is not available, it is advisable to spread a layer of lean concrete (such as one with an aggregate cement ratio of )9* over the ground on which the aggregates are to be stored. 6t should be laid with slopes to the edges so that water drains away from the stockpiles. The use of aggregates from the bottom of a stockpile should be avoided, as this part is usually saturated with water and may also contain an accumulation of dirt washed in from the higher layers. (.7.2.( "ement& 7ement shall be stored above ground in perfectly dry and watertight sheds and shall be stocked not more than E bags high. =here storage containers are used, their capacity shall be ade#uate to cater to re#uirements at site and should be cleaned once every to 2 months. 7ement more than !2 months old shall invariably be tested before being used on the work.
The bags should be stocked such that the first batch in can be the first out. (.7.2., Steel& The bars should be stored above the surface of the ground preferably in covered shade. 6f they are to be stored for long periods, some covering should be provided to keep off the rain. light rusting cannot usually be avoided but bars that are rusty should be freed from loose rust (brushing with a wire brush is the best means of doing this*H otherwise, the concrete will not grip the steel properly and the strength of the unit may be seriously reduced.
The bars should be stacked in such a manner that the lengths and sizes re#uired can be found easily. $ars should be marked with their original
bar list number on a paper covered metal label. 6n this way, the bar bender can find the correct group of bars without having to move several tons of the wrong type. (.7.2.0 Prestressin$ materials All prestressing steel, sheathing, anchorages and sleeves or coupling must be protected during transportation, handling and storage. The pressing steel sheathing and other accessories must be stored under cover from rain or damp ground and protected from the ambient atmosphere if it is likely to be aggressive. torage at site must be kept to the absolute minimum.
"restressing steel shall be stacked in a closed store having single door with double locking arrangements and no windows. Also the air inside the store shall be kept dry as far as possible by using various means to the satisfaction of the :ngineer. Also instrument measuring the air humidity shall be installed inside the store. This is with a view to eliminating the possibility of initial rusting of prestressing steel during storage. (.7.2.1 >ater& =ater shall be stored in containers/tanks covered at top and cleaned at regular intervals in order to prevent intrusion of foreign matter or growth of organic matter. =ater from shallow, muddy or marshy surface shall not be permitted. The intake pipe shall be enclosed to exclude silt, mud, grass and other s olid materials and there shall be minimum depth of &.<&m of water below the intake at all times.
3.;.*
Tests -n& st-n&-+&s o: -e%t-ne o: /-te+'-0 The contractor shall furnish test certificates from the supplier of material along with each batch of material (s* delivered to ite. The contractor shall set up a field laboratory with necessary e#uipments. The testing of all the materials shall be carried out by the :ngineer or his representative at site. Tests which cannot be carried out in the field laboratory have to be got done from recognized laboratory.
Testin$ at site& Sand& (%) >rading by sieve analysis. (') +ineness modulus. () ilt test ! with measuring cylinder filled with salt water solution (one teaspoonful to half liter water*. +ill the cylinder up to %&ml, mark and then pour the sand until the level of sand reaches )&& ml mark and the water level higher. Add more salt water till the level reaches )%& ml mark. Then shake the cylinder and keep on a level surface and tap gently until the top of the same layer is level. Allow to settle for hrs and measure the height of the silt layer on top of the sand. This should
not be more than < ml or < per cent of the height of sand. () ?rganic impurities test ! take per cent solution of caustic soda (sodium hydroxide* in water in a graduated clear glass bottle of %& ml. +ill it up with the sand upto )-% ml mark, add the caustic soda solution with shaking until the level comes to )& ml mark. hake the bottle vigorously and leave to stand for -2 hrs. 7heck the colour of the li#uid on top, clear and light straw colour is acceptable. 0arker colour show organic impurity. (*) 4oisture content ! use any instrument known as Bspeedy moisture tester ) or by li#uid displacement method or by the conventional method of weighing, drying and re!weighing.
7oarse aggregates ()* >r ad in g by sieve analysis. (-* +lakiness index. (* 7rushing strength. (2* 7leanliness i.e. impurities of clay, mud, vegetable matter, etc (%* 4oisture content
4. QUALITY SYSTEMS FOR ROAD BRIDES ,.)
To ensure building of safe, serviceable, durable and economically viable bridges, it is necessary to have a strategy for management of human skills by way of #uality .system defining #uality policy, #uality assurance and #uality audit. >uidelines on #uality systems for road bridges have been evolved by 67 vide " 2D ! )99E 3to facilitate preparation of appropriate #uality systems for new bridge projects and application of these guidelines will inculcate in all those involved in this building activity that provide the product or services expected of them consistently. These guidelines cover #uality system for activities of bridge structure using concrete elements and include project preparation, design and drawing, construction and supervision, contract management, #uality of materials and e#uipments used in construction and workmanship. The guide line also stipulate organizational re#uirement for adoption of #uality system by suppliers, purchasers, owners, approving authorities and consultants. These guidelines have been made applicable for all the bridge structures on 1ational ;ighways and centrally financed schemes by the 4inistry vide 7ircular 1o. =/1; 2&<
*
5. PROJECT SC!EDULIN AND MONITORIN OF "OR#S ".1 Sc-eduling +or all important bridge projects, it is essential to have a 7"4/ ";T chart for the entire project. eference may be made to pecial "ublication 1o. "!)2 of 67 7onstruction agency should submit the chart preferably along with the tender, and in any case before commencement of work. +or minor bridges, bar charts fixing the targets for the major activities along with the construction schedule may be submitted. The various activities involved in the completion of the project right from the award of work to its completion shall be identified both in terms of time and money as also the resources like manpower, TG" and materials etc., re#uired for the completion of the activity, the entire purpose being to streamline the construction procedures and take advance action in respect of those activities which affect the subse#uent activities and in particular, the activities in critical path, so as to avoid any delay arising in the completion of the project. The inter!dependency of different activities should be correctly shown and the activity durations considered shall be realistic. The 7"4 chart should be updated regularly as the work progresses. Availability of resources, viz, manpower, material, plant and machinery and funds shall be clearly identified to enable their mobilization / procurement well in time.
".2 ,onitoring 0.'.)
To monitor the progress of the work at various stages, necessary data must be maintained at site showing the position of each activity, targets to be achieved, bottlenecks, if any, expenditure and position of funds, etc.
0.'.'
4onthly/#uarterly progress reports may be prepared in the "erforma prescribed by the '60" and submitted regularly to the concerned officers for their information and for keeping a close watch on the progress of the work and the problems encountered in the field with a view to sort them out.
0.'.(
6t is necessary to ensure simultaneous completion of a bridge work and its approaches. Accordingly, progress made on the approaches may also be indicated.
+
".3 Documentation ecord of design and drawings as approved for construction and completion of drawings as per actual construction should be maintained meticulously at the division / circle office or at 7hief :ngineer8s office. To save storage space micro filming system may be introduced.
&
A%%en&'( ) I C!EC#LIST FOR PREPARATION OF AD A.
ENERAL
)
Title block, scales names etc. correctly written
-
Uey plan indicated
1orth ine indicated
2
7hainage indicated
%
6n notes, units of dimensions, levels and chainages indicated
<
6n notes, Type of superstructure indicated
D
6n notes, Type of substructure indicated
E
6n notes, Type of foundation indicated
9
6n notes, Type of expansion joints indicated
)&
6n notes, Type of bearings indicated
))
6n notes, Type of wearing coat indicated
)-
)
>rades of concrete for superstructure, substructure, foundation, approach slab, abutment, wing wall / return wall, toe walls, "77 below foundations etc. indicated 0etails for arrangements at dirt wall given
)2
0etails for arrangements at expansion joints given
)%
ection of abutments given clearly
)<
ection of return wall along with fly wings given
)D
ection of piers and foundations given clearly
)E
All section marks and details numbering are tallying with the actual sections / details 1o detail / section numbering is repeated / missed
)9
B.
PLAN
)
0irections 3toVVV5 in both sides indicated
pan arrangements with embankment lengths, viaduct lengths etc indicated :xpansion joints indicated
2
7rash barrier location shown
%
;andrails location shown
<
"iers, abutment, return walls / wing walls shown
D
Toe walls shown
E
ength of return wall / wing walls shown
9
kew angles indicated and skew / s#uare dimensions indicated
)& ))
7entre line of bridge axis and piers / abutments indicated along with setout dimensions. 4edian indicated and shaded
)-
4edian wall and connectivity / dry joint to existing structure shown
)
0rainage spouts indicated
)2
Tapering of carriageways at approaches indicated
)% )<
Approach embankment revetment, side slope pitching and bed pitching with toe walls indicated 6ndicated the profile of river bed / railway tracks / roads
)D
' /s and 0 / s sides indicated
)E
=eb lines indicated in dotted
)9
7hainages indicated
-&
Approach slab indicated
-)
;and rails / 7rash barrier lines indicated
--
ailway chainage indicated and railway directions indicated
-
C. )
ELE@ATION
-
pan arrangements with embankment lengths, viaduct lengths etc indicated 0irections 3ToVVV5 in both sides indicated
:xpansion Roints indicated
2
7rash barrier location shown
%
;andrails location shown
<
"iers, abutment, return wall / wing walls shown
D
Toe walls shown
E
ength of return wall / wing wall shown
9
0imensions in s#uare / skew indicated
)& ))
7entre line of bridge axis and piers / abutments indicated along with setout dimensions. ;+ indicated
)-
7hainages and + at deck level indicated
)
$ed level indicated
)2
Approach embankment revetment, side slope pitching and bed pitching with toe walls indicated. +oundations shown and levels indicated
)% )<
6ndicated the clearance from ;+ / tracks / highest road level to soffit
/
D.
SECTION
)
Title block, scales nemes etc. 7orrectly written
-
7rash barrier location shown
;andrails location shown
2
"iers, abutment, return walls / wing walls shown
%
Toe walls shown
<
7entre line of bridge deck with respect to existing bridge indicated
D
0rainage spouts indicated
E
;+ indicated
9
+ at deck level indicated
)&
$ed level indicated
)) )-
Approach embankment revetment, side slope pitching and bed pitching with toe walls indicated ection of piers indicated
)
ection of abutment indicated
)2
+oundations shown and levels indicated
)% )<
6ndicated the clearance from ;+ / tracks / highest road level to soffit ' /s and 0 / s indicated
)D
=earing coat indicated
%
A%%en&'( ) II C!EC#LIST FOR SUBMISSION OF AD TO RAIL"AY DEPARTMENT FOR ROBs ). ailway $oundary marked on >A0. -. ailway track existing and tracks proposed in future marked on >A0. . A railway signal detail (if at point* is marked. 2. 7 no if level crossing is present marked. %. ailway chainage marked on drawings. <. 4inimum distance of "ile 7ap / "ier haft / Abutment shall be minimum of -<&mm from the central line of track. D. +or the distance between top of railway track and soffit level shall be a. The minimum height is <%%&mm for ?$ b. =here double 0ecker trains are likely to run height is D&&.
'
*
+
&
LIST OF CODES, SPECIAL PUBLICATIONS & BOOS RELATED TO BRIDGE !OR S. N".
C"#$% D"'($)* N".
T+*$
1. IRC SPECIFICATIONS, STANDARDS, DESIGN CODES
%
67%!)99E
'
67
67)E!-&&&
67-)!-&&&
*
67--!-&&E
67-2!-&)& +
67E!)9EE
&
67.2%!)9D-
67DE!-&&&
-
67E!)999 ("art 6* 67E!)9ED ("art 66*
%/ %%
67E!-&&("art 666*
%'
67ED!)9E2
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