Indian Railway Works Manual 2000 Advance Correction Slip No. 12 PDF

7r*ry7 GTrgT{Imr Gr{a _ r6ffld qTktTl-trf'R Government of India tet {Trf,q Ministry of Railways Gsi fr€ naikay Board) M...

7r*ry7 GTrgT{Imr Gr{a _ r6ffld qTktTl-trf'R Government of India tet {Trf,q Ministry of Railways Gsi fr€ naikay Board) M Arnrit Mahotsav No. 2024 I CE-U ACS- I 2/IRWM New Delhi, dated: 13.08.2024 To, As per list attached. Sub: Indian Railway Works Manual, 2000 (Advance Correction Slip No.12) l. Please find enclosed herewith Advance Correction Slip No. 12 tolndian Railway Works Manual, 2000. 2. This issues with the approval of Board (l\fl). DA: As above (18 pages) og 9\ r3' AflG) frttmfrtuar$.drnluf trS [Rly No. 030-47598, MTNL No. 011-230475981 e-mail address: [email protected] LIST FOR DISTRIBUTION (No. 2024|CE-UACS-12/IRWM New Delhi, dated:13.0&2024) l. General ldanagers, All Indian Railways & Production Units 2. General Manager (Con), N.F. Railway, Guwahati 3. General Manager /CORE, Allahabad 4. Chief Administrative Oflicers (Con), All Indian Railways (Except N.F. Railway) 5. Principal Chief Engineers, All Indian Railways 6. PFAs, All Indian Railways 7. THE Deputy Controller & Auditor General of India (Railways), Room No. 224,Rartl Bhawaru New Delhi (A) l. CAO, COFMOW, Tilak Bridge, New Delhi 2. Principal CAO, Diesel loco Modemization Works, Patiala (Punjab) 3. CAO (Workshop Projects), Chamber Bhawan, Judge's Court Road, Anta Ghat, Patna-800001, Bihar (B) l. Director General, RDSO, Manak Nagar, Lucknow 2. Director General, NAI& Vadodara 3. Director, IRICEN, Pune - 4l I 001 (Maharashna) 4. Director, IRIEEN, PB No.-233, Nasik Road422l0l (Matrarashtra) 5. Director, IRISET, Taa Naka Road Lalla Guda, Secunderabad-SO00l7 6. Director, IRIMEE, Jamalpur Distt-Jamalpur, PIN-81l2l4 (Bihar) 7. Director, IRITM, Sarswati Residential Estate, IRITM Campus, Manak Nagar, Lucknow (c) l. MD, CONCOR, Concor Bhawaq C.3, Mathura Roa( Opp. Apollo Hospital, New Delhi- I10076 2. IRCON International Limited, C4, District Centre, Saket, New Delhi- I10017 3. MD, RITES Ltd., RITES Bhawarl PlotNo.l, Sector-29, Gurgaon 4. CMD, RVIIL, August Kranti Bhawan Plot No.25, l"'Floor, Bhikaji Cama Place, New Delhi 5. MD, MRVC Ltd., Churchgate Station Bldg, Mumbai- 400020 6. CMD, KONKAN Railway Corporation Ltd, Rail Bhawan, New Delhi-l l@01 7. MD, DFCCIL, 56 Floor, Pragati Maidan Metro Station Building Complex, New Delhi-l10001 8. MD, RLDA, Near Saftlarjung Railway Statioq Moti Bagh, Phase-I, New Delhi- 110021 9. MD, CRIS, Chanakyapur, New Delhi l0.CMD, RailTel Corporation of India Ltd. Plot No. 143, Institutional Are4 Sector-44, Gurgaon - 122003 I I.CME, IROAF, l2s Floor, Core-[, Scope Minar, Distt. Centre, Laxmi Nagar, Delhi- I10092 12.Managing Director, [[tFC Limite4 UG Floor, EastTower, NBCC Place, Bhisham Pitamah Marg, L.odhiRoad, Pragati Vihar, New Delhi 13.CMD, IRCTC Ltd., 8-148, I lth Floor, Statesman House, Barakhamba Road, New Delhi I10001 14.CMD, Braithwaite & Co. limite4 5 Hide Road Kolkata 700043 Coov to: l. Concemed PSO for kind information of Chairman cum CEO, tvl/Infr4 IVI/T&RS I\,I/O&BD, M/Finance, Railway Board 2. EDPGA/IR, EDPG/MoSR(D), EDPG/MoSR(J) 3. Chief Vigilance Officers, All Indian Railways 4. DG(RHS), DG(RPF), AM(CE), AM(Works), AM(B), AM(Elec.), AM(RS), AM(ME), AIWTele, AIVI/C&IS, Alv{/Sig., AM(Plg.), PED(B&S), PED(Vigilance), PEDCE(P), PED/Safety, PED/cati Shakti, EDCE(C), EDTK(M&MC), EDCE(B&S), EDF(X), ED/GS(Civil-I), ED/GS(Civil-[, ED/GS(Elect.), ED/GS(S&T), ED/GS/SD, EDW(Plg.), ED(I^&A), ED(PSU), EDVE, ED(Safety), ED(Sig. Dev.), ED( Tele), EDRS(G), EDEE(G), EDFE, EDE(N), ED(Accounts), ED/T&MPP, EDME(Chg.), EDME(Frt.), ED/Plg., JS(conf), JS(P), JS(c), JS(D), Vigilance-Il[ Vig(ConQ of Railway Board.  Advance Correction Slip No.12 to lndian Railway Works Manual, 2000 CHAPTER-VI D. STATION YARD DRAINAGE 633 Introduction The drainage system for station yards is critical for satisfactory maintenance of track and proper functioning of track circuits. Water from various sources, such as rain, washable apron, carriage washing hydrant, water booths, platform surfaces etc., or any other nearby source, must be effectively drained out. Effective drainage systems prevent water accumulation that could potentially damage the infrastructure and cause operational delays. Therefore, designing an efficient drainage system suitable for each yard's unique layout is essential for optimal performance as well as safety of P. Way. 634 Design Concept for Yard Drainage Systems A. General Approach 1 For existing yards as well as new yards being constructed, the yard layout, centre to centre distance between tracks and topography of the yard location vis-a-vis adjacent area varies from one yard to another yard. Thus, it may not be possible to exactly stipulate single yard drainage system which can be used for all the yards. 2 However for guidance, a typical drainage arrangement is given (Fig. 1A, Fig.18 and Fig. 1C) for a common yard configuration with four lines (two main lines and two loop lines). 3. The design principles are as follows: i) Longitudinal drains: Water entering through track ballast and on top of the formation should be collected in longitudinal drains between the tracks. These drains have circular holes on the sides and with grated covers at top for water entry. ii) Chambers: Along the longitudinal drains, chambers should be placed at suitable locations for effective collection of water from longitudinal drains. iii) Cross Drains: Water from the chambers will be drained out through suitable outfall arrangement, including cross drains, wherever needed. iv) Pumping Arrangements: Depending on the topography of the yard vis- i-vis adjacent area, pumping arrangement may also be required from the chambers or sumps, for pumping out of water to nearest outfall or waterways -/ {"..t$  B. Providing drainage in yards 1 In all new yards, this yard drainage can be implemented. Hence, for all new yards and during major yard re-modelling works due to Gauge Conversion, Doubling Works etc,, a "Drainage Plan" shall be developed and got approved. For this, the yard drainage system given in this chapter can be easily implemented. 2 In existing yards, a detailed survey should be done to examine feasibility of designing/constructing the proposed yard drainage system. In case it is not possible to construct longitudinal drains due to site conditions, site specific solutions may be implemented. One such alternative is constructing chambers at longitudinal spacing of about 150 - 200m, based on the gradients in the yards and collecting the water flowing between the tracks (in longitudinal direction) in these chambers. The water collected in chambers can be taken to suitable outfall arrangements either by pumping out or through cross drains. 3 The location of Signal masts, Water hydrants, OHE masts, S&T and Electrical cables in the yard shall be kept in mind while deciding the drainage layout of the existing yard. Suitable modifications, if required, to diveft/modify/re-fix these installations shall be done to avoid the obstructions to the free flow of drainage water. 4 The Planning and Design of the yard drainage system should be carried out in a professional manner. C. Cross Slope of Track Formation Top of track formations, for ballasted track as well for concrete aprons, should have cross slope towards the longitudinal drain. In new yards, this can be ensured during the construction of new tracks. For yards being re-modelled due to gauge conversion or doubling, this can be ensured for newly constructed tracks. In existing yards or tracks not newly laid during yard re- modelling, such cross slopes can be provided during deep screening work. 635 Design Criteria of a typical Yard Drainage System The longitudinal drain, chambers and cross drains should be designed as follows: 635 (i) Type of longitudinal drain a) In station yards it is difficult to cast the drains in-situ with required quality. Hence, the drains should be kept as pre-cast RCC Drains only. They should be casted in casting yard, with proper control on quality and dimensions. {n"e'& -z-  b) The drains should be cast in elements of suitable lengths (with typical segment length of 1m or 0.5m), depending upon the method of handling/machinery proposed to be used, and pre-cast elements should be laid at site. c) For ease of casting, the drains can be rectangular shape with rounded inners corners, with rows of circular holes in the vertical walls. d) The joint/junction between the two pre-cast elements of longitudinal drain shall be sealed with Cement Mortar or any other suitable sealing material. 635 (ii) Bed Gradient of Longitudinal Drain a) The drains shall be designed using Manning's Formula. The bed gradient of longitudina! drain needed is generally 1 in 350 or steeper, to get required self-cleansing velocity of flow (about 1.0 m/s) and to ensure sub-critical flow conditions (Froude Number being within 0.8). The maximum velocity of flow shall be 3.0 m/s to avoid excessive scouring and hydraulic jumps. The drain being proposed shall be checked for these hydraulic properties. b) To minimize the excavation, the bed gradient of longitudinal drain shal! be same as the gradient. As per Schedule of Dimensions (IRSOD), the Steepest Gradient in yards can vary from 1 in 260 to Level (generally being 1 in 1200 for new yards). Therefore, in cases where the gradient of yard/formation is 1 in 350 or steeper, the longitudinal drain should have same gradient as that of yardlformation. However, in cases where gradient of yard/formation is flatter than 1 in 350, the longitudinal drain should have gradient of 1 in 350. c) In cases where bed gradient of longitudinal drain is 1 in 350 and yardlformation gradient is flatter than this, the depth of drain will increase in the direction of its' bed gradient. 635 (iai) Size and other features of longitudinal drains a) The width of longitudinal drains should be kept as 450mm, to facilitate their cleaning during service life. b) In case the longitudinal drain meets any culvert in the yard, it shal! connect to and discharge in the culvert subject to invert level and discharge capacity of the culvert permitting it & can be decided as per site conditions. c) The location of longitudinal drains vis-i-vis Iocation of adjacent tracks is decided based on following three considerations: i) The ballast profile side slope line should cut the drain below its top to avoid ballast rolling down on the drain cover; ii) The invert level line of bottom most row of holes in the vertical wall 'should be at the level of top of formation level to avoid washing away of formation soil in the drain; iii) Drain depth of 150mm should be provided below the invert leve! line of the bottom most row of holes in the vertical wall; To avoid deep excavation on the side of running track, the maximum depth of longitudinal drains should be restricted to a value of 1200mm. This may be 3- {,.e*  restricted to 1000mm or any other value, depending on the site conditions and stability of excavation for placing drain elements. d) As per Schedule of Dimensions (IRSOD), the minimum distance between track centres in yards is 4255mm for existing yards and 5300mm for all new yards. Thus, the drain depth has to be decided for both these track centre distances, out of which the lower track centre (4265mm) will require deeper drain to ensure that the ballast profile side slope line cuts the drain below its' top. Based on consideration in Para (c) above, depth of longitudinal drain will work out to be as under: i) For Track Centres at 5300mm Clear depth of drain is 450mm (minimum) at the stafting point and when the depth reaches the maximum decided depth, it will be terminated in a chamber/sump. ii) For Track Centres at 4255mm at the starting point and CIear depth of drain is 750mm (minimum) when the depth reaches the maximum decided depth, it will be terminated in a chamber/sump. e) The location of the longitudinal drain vis-d-vis location of adjacent tracks has been shown in Fig. 2 and relevant details of longitudinal drains have been shown in Fig. 2A and Fig. 28 for track centre distances of 4265mm & 5300mm respectively. f) The longitudinal drains should be provided with grated covers, to avoid ballast falling in the drain and at the same time facilitating their easy cleaning. g) For Yard gradient of 1 in 1200 and bed gradient of longitudinal drain as 1 in 350, the spacing of chambers will be as following: Track Maximum Spacing of Chambers Centre Depth of When bed gradient of When bed gradient of Distance Longitudinal Longitudinal Drain is Longitudinal Drain in same direction as Drain is in direction Yard Gradient opposite to Yard Gradient 1200 mm 222.3 m LZ.2.O m 4265 mm 1000 mm 123.5 m 67.7 m 5300 mm 1200 mm 370.6 m 203.2 m 1000 mm 27L.7 m 149.0 m h) A typical case showing direction of bed gradient of longitudinal drain vis-i-vis direction of Yard Gradient and locations of chambers for new yard (with track centre distance of 5300mm) and maximum depth of longitudinal drain as 1000mm) are shown in Fig. 14, Fig. 18 and Fig. 1C. d-r*\ q-  i) If there are number of outfalls present nearby, drainage layout may accordingly be planned using the same approach. For other cases, site specific details can be worked out. j) Expected water flow in the longitudinal drains and its comparison with the drain capacity is indicated in Annexure-1. 635 (iv) Longitudinal drains in case of yards located in cures In case of yards located in curves, casting longitudinal drain elements with required curvature may not be easily possible. In such cases, smaller elements lengths of 0.5m length can be used. The excavation for longitudinal drains in such cases should be done taking this aspect into account. The minor extra space on the outer side at joints of pre-cast elements, due to joining of straight elements in curved Iayout, may be filled up using suitable moftar or sealing product. 635 (v) Size of chambers The chamber size should be kept as 0.9m x L.Zm, as per the stipulations of IS:L742-L983, for Building Drainage. The arrangement at chambers, with cross drain(s) is given in Fig. 3. The chambers should be casted with 200mm Iength of longitudinal drains on either sides or one side, as per site requirement and the longitudinal should be extended further by joining the pre-cast elements 635 (vi) Type, Size and Bed Gradient of Cross Drain a) The bed gradient of cross drains should be 1 in 350 or steeper to achieve self-cleansing velocity of flow in them also. b) The cross drain(s) should be perforated pipes, 300mm diameter, with wrapping of non-woven geotextiles (also known as Geo-pipes). Their numbers can be decided based on the discharge to be carried by them. c) For provision of cross-drains in yards beneath the track, Micro-tunneling can also be a useful method for installation. It is a trenchless construction method for installing pipelines that uses a remotely controlled Micro- tunneling Boring Machine (MTBM) combined with the pipe jack and bore method to directly install pipes underground in a single pass. This process avoids the need to have a long stretch of open trench. For details, "Guidelines on Pipe Pushing by Microtunneling Technique for Railway Bridges" (Sep'23), Report No. BS-134, issued by B&S Directorate of RDSO can be referred. {**q 5  Ntitt LL ML \ Itltt ML tlH-ff f +++ LD Longitudtnal Drala Chember CROSS SLOPE OF TRACK wwr thowr Yard Dralc To lrearert outfall* FOR}IATION Yard Gradlent 1 ln 12(X) Loagltudiaal Draia Chambor Invett Llne ---27 1 tn---------+l.e- 149 n-->{*- 27 1 m-------->i+-149 E_q+- 27 1 m -------q Start of - Loagttudtnal lFor Ttack Centre of 53OO mm and Max. Depth of Longitudlnal Draln IOOO mm) Drailr Fig. 1 A : IYpical Drainage Lavout in a Yard {.".-n 6  \ fiftn LL UL frla llno \ fl-il-fl LD t Lon3ltudtdd Uets Cheober I UL I I fl-ftir LL Loop llnc tn I fl-l-hn o L o CEOAB ALOPE OT TRACK ffiEInO-r To Outfell to n."roi"t outferl ro n""t it out :oll rc $fteqp Yard Drrta D.rtr I Ch.0bct Lloc cheobcr Chrrbor t I E----*--.-+--149 a -t- m--r1*-149 n-ry- 371 u --------rt P_zrt 2?1 Strrt of toaltttrdbd lPor trrah Coatrc of 33OO an ud Hra Drgtl of lorgttudttrd lhdn l(Xm Drda ffg. 1B:Typical Dntnnre layout tn a Yrrd 4"a'?-\ -:F  To Itearctt Outfall Chanber LD Chanbcr tfrH+ FT Etrtloa UL fata llac flft-ft LD Loagttudln"el Drda Chaober UL ft-Hr Uata I PF ]f,gTEII T LL l trtflt o !. o 8II'PE Chanber OF TRACIT rcElilffifrt m$[eg6 Yard Drain To lloarert Outfrll Loqgltudlnd Dmln CL.&brr hvcrt Ltne Cheobct Chmbcr F--171 to------->tr-149 n_>1r-t?l n---*-rpr_149 a_.{F{{_....--. 271 a ______i Etrrt of Loajltudhrf llot TncL ccltrc [r*. DtaI! of E3(x) um end Dcpth of rangttudlorl Dnln ltxxt lluf Fig. lCr Typical Dralnage Layout ln a Yard 8- ffi-.'A  4265 mm/SsOo mm q q Bollost Side Bollost Side Slope Slope t i A /-__\ I l------- -- ^ roling.:_l ii ,'\t.tA r-*l z'---\ r*l A * /\ LJ /\ A /\, /*j i\ L-l / \ +-J /. -t 450 mm Top of Formotion Row of Top of Formotion Holes 900 + mm * 300 mm/600mm for track centres of 53fl)mm 14265mm. Note: Details of Longitudinal Drain are shown in Fig. 2A and 28. Fiq. 2: Schematic arranoement showino Location of Lonoitudinal Drain vis-i-vis Adiacent Tracks {*r* -q-  A tr Esllart o& Eallart Prof,lo Proflle $lde Slope Sido Stopc 110 llo.--*i EIE F.-4SO Etr*-*->i tilr 11O um 4 trowr of Clreular Hole* 4O na dla. at VerHcal Struotng of 150 atn o/c 150 150 150 Forortlol Top lavcl mm mm EE Formatlon Top Lcvcl Prc-Cart ECC Drata 13O Irn @ @ l -?" 150 mm Tttct Ieaa Concret+ 9O0 mm Fig. 2Al1 : Details of Tvoical Lonoitudinal Drain (For Track Centre 4265mm) Location Levels Levels For Drain depth 750mm For Drain depth 1200mm Rail Level Lm Lm Platform level [+ 840 m For High level [ + 840 m For High level t + 760 m For Middle level L+ 760 m ForMiddlelevel L + 455 m For Low level L + 455 m For Low level Top of Drain (A) L - 0.111 m t - 0.111 m Formation level (c) F= (t- 0.7U m) F=(L-0.711m) lnveft Level of Drain (D) F- 0.150 m F - 0.500 m (t - 0.861 m) (t - 1.311 m) Bottom of Drain / top of Footing (E) F - 0.250 m F - 0.710 m (L - 0.971 m) (L - 1.a21 m) Bottom Of Footing (F) F-410m(t F - 0.860 m - 1.121m) (L - 1.s71 m) Levels Table {t-',4. lo-  Frc-c.st %cat of o.s arll.o n -:T.h ",...-'.--. ^-^--1 I.ongiturlinal Drairr Tr:rp levetr rro ua|.,'A.A i:) {"i (.1 ti nlrr ofel'culrt 4 Eol.r4d) an dlr, d Vcrtlcel \i.-,, i ) i-i i_rt]$t)f)t) * '* (,\ f''- i.) of IBO qgr 160 ltol@ i.i i ,j {:} L} (,1 C asBUrEE -!::...^ c il raoml..!-.._i_;. t 13 "I,i vArt f,evEj" !p"ssi!e}-ell{.!$nvlD -Dgp lll or-rdiieii[aiij aibfr]a*_ $o t5o lEo a4 e-lIeI#Lu-49]"4..P-"r#.r A,A Petgjl! ?! :llltqipn Il:B S€grnent I ficglnent I tirgnrr,ru I S+gmerrl 2 I*f$ne$t I $e8nr(nr 2 l.xrca(ion of Maxiurtttrt 50 D;*i; lrrai$ vcfiical woll Bottffm lt rli{}n I 4F^ 50 1 5{) View fitru Top View fronr Sicle I View frour Side (AIl di[n:nsi0ns are in rrul,l Note: (i) cirEular holes ot dlameter 4omm are provided at ho zonbl spa.lnt ot Xrmm./c, with the centre of riBt hole being lot t€d at a dlstance of 100mm trom th€ edge of the element. Thur, 0.5m lont element will have fout (4) holes ln cach tow and lm lont element will h.ve nin€ (91holes ln eech row, (ii) The bottom most row of holes i5 lo.at€d in such a way that that theh lnvert level line makhes with formation level. (ili) The next row of holes above ls spaced at 1g)mm c/. vertical spacing. Ther€ wlll lout (4) ror,vs of holes. (lv) For ensurint requir€d line and lclrelofthe lontitudinal dr.in and prope, iunction bctween pre-cast elements, the endsof elem€nts shall be cast with &ove ln one element and proie.tion in matchlnt element on other slde (aa shown in details atA-Aand B-g abovel. ll- {*4  rlG Profile Side Slope _r- HOLE OF DlA40mmAT I M.3O GRADE o a) 8mm@ 150c/c # * il FORMATION TOP LEVEL ia lr i)t r) ,.:j, 6* ) { *t il 10mm@ 100c/c 10mm@ 100c/c PRE-CAST RCC DRAIN M-30 l --t- 150mm LEAN CONCRETE ml 4 , VARIES UPTO 620/820 an ir -L *" vARtES UPTO 1110t1310 # Ernm@ 150c/c 150mm c/c Note: (i) Grade of Concrete is M-30. (ii) Reinforcement shall be Fe-415 or higher. (iii) Clear cover to reinforcement shall not be less than 25mm, which may be increased as per exposure condition. (as per Clause No. 15.9.2 of IRS Concrete Bridge Code). (iv) Reinforcement shall be placed in such a way that holes are covered in both the directions (i.e. at least one main bar and one distribution bar be provided in between two holes). (v) For lifting of one block, slings be used in at least two holes (outer holes i.e. holes near horizontal and vertical edges sha l! not be used for this purpose). (vi) Construction of Walls and Base SIab shal! be monolithic. tL- ffi"nn  ,e.it*. A Ballut E*lbct Profllc ProSlc atdc Sopc Affia Alopa 11O L- _- _,11O i -*1 EE 4BO rrr[I 2 Ronr of Clrculrt Holcr ll0 En am ilh- et Vcrtlcel tlprclng of 150 rrn cilc Forartlon Top levcl t5o r50 l5o mD mm oE Formetlou f,o,p Lcrel PrG€ott ll0 En BCC € ISO na Tblc& 1 Lora CoaGtctc €) I 9OO nra Fia- 28l1 : Details Lonoitudinal Drain (For Track Centre 53OOmm) Location leve]s levels For drain depth 450mm For Drain depth 1200mm Rail level Lm Lm Platform Level L + 840 m For High level L + 840 m For High level L + 750 m For Middle Ievel L + 760 m For Middle level L+ 455m ForLowlevel L+ 455 m ForLowlevel Top of Drain (A) L - 0.424 m L-O.424m Formation Level (c) F = (L - O.724 ml F = (L - O.724 ml lnvert Level of Drain (D) F - 0.150 m F - 0.9fi1 m (t - 0.874 m) (t - 1.624 m) Bottom of Drain / Top of Footing (E) F - 0.260 m F - 1.010 m (t - 0.984 m) (t - 1.734 m) Bottom Of Footing (F) F - 0.410 m F - 1.150 m (t - 1.134 m) (t- 1.88a m) Levels Table ,ffit'* 13-  of & Drain Top l.evel tlOu tr A-A 2 Ror. of Clrmlrt rro llolto ti 11 11 \-, 0s()0*0$0fi IIolfi {O rE dlr, B! nBua rt tlullcrl lp.slr5 0oo0s ilC)so [..- of lto Ea c/a l!O-- t, t lsp*q!iol:^e[r[Uus]ql-t]stl-.r-- of longimcllnal Drain tru.n Gu.i rro lto llo DqFj ls qt, Junction- A-A Details at Junction Ll-B E Scgmcnr I ScFtncnt Scgruent I ScgIDmt 3 S*gm*nt t Sc8rnBnt 2 50 t Drein Dmin Vertical ! L flottqn Fortion !es$!e[-q{]4eru!urLP-ePU- I F. 91J.(,!Sl]!_StrB!_U!3 i n 50 s0 View fronr Top View frorn Side View froru Siclc (All dimrukmc m in mm.) t{ote: (i} Circular holer of diameter 4omm are provlded at horlzontal spaclnt ol loomm.,/c, wlth thc centrc of fl.st hole belnt lo.ated at a dlst nce of l(xrmm flom th€ edge ofthe €lement. Thu3,0.5h lonE elem€nt will have four {4} hole. in each row and lm lont element wlll have nine (91 holes in each row. (iil The bottom mort row of holes is located in such a way th.t that thelr lnyert level llne mat.hes wth formation level. (iii) Th€ next row of holei above is spaced at 15omm c/c yertical spa.int- There wllltwo (2) rows ot holes. (lv) For eniudng requlred line.nd level of the lontltudinal drain and proper iunctlon between prc-cast elements, the ends of elements shall be cast wlth grovc ln one elemem and proiection in matchint al€fient on other sid€ (ai shown in detEil! at A-A and B-B aborre). tq- $-h  It ;)t J Proflle Slde Slope #8mm@ 150c/c =1 1.1, O i-, FORMATION TOP LEVEL OF DlA40mm o M.3O GRADE # 10mm@ 100c/c 10mm@ 100c/c t PRE-CAST RCC DRAIN M-30 **r 150mm LEAN CONCRETE -i 'VARIES UPTO 920/1 # 1Soc/c 900 '* VARIES UPTO 11 10/1310 150mm c/c Note: (i) Grade of conc..tc li M-30. (iil ReinforcGm.nt shall b. Fe{15 or hither. (iiil dc.r cov.r to ,llntor.ement ihall not b. lG$ than 25nm which fiay be incieascd.s pct Grposurc condltlon. (.5 per Cl.us€ l{o. 15,9,2 ol IRS @n.rde Aruge Cod.l, liul ta.infor.ement shall bG pl.ccd ln such. wry that holes.rc covercd ln both the direct'ons (i.e. at least onc m.ln b.r.nd onc distributlon bar b. provided in bctw€en tsro holcs). (vl For llfdnt of one blod$ ilirlt5 be used ln at least two holei (outer hol€s i.e. holcs nc.r hodzont.l and ve]tlc.l €dtE. rha ll not bc u.ed lor thi5 p[rpo$]. (vil Constructlon of W.lls.nd Base Sl.b shall be tmnollthlc. r5 - ffi*'r7  (]!:o,!ge Cros$ Drain l)rain ll 3OO mnr tl lt f IIINI 12(}(] ilrrrr --1 x x '2o,() I11Il1 utru ll tl lg Crose Cr:nss Drnin Drain PLIUT 2AO 2(}() rum tum F+r 100 ) -1 r20t) liltn I 2()() 20.(J.l I 2oo I Crrls-s Crose rf'fs Drain Drairr 100 { 120{}mm rroo [*{ur concrsre ],** ,DIII ssguolt aT x-x Note: (i) For 200mm Length on each side of chamber, the Longitudinal Drain shall be cast with chambers. Further extensions of Longitudinal Drain shall be done by joining pre-cast drain elements. (ii) The typica! arrangements are shown, actuat size and design needs to be decided as per site condition. Fiq. 3: Tvoical arranoement of chamber with cross Drain(sl t6 - 4fi't I ANNEXURE - I Calcqlation of Desion Discharqe fgr thg Lonqitudinal ,Dfain 1 As per Rational Formula (As per RDSO Repoft RBF 16 for "Flood estimation Methods'): Q=0.278xCxIxA Where: Q = Design Flood Discharge (in m3ls); C = Run-off coefficient I = Average Rainfall Intensity (in mm/h) lasting for given "time of concentration" & "return period"; and A = Catchment Area (m2) 2. Run-qff Coefficient (C) The runoff coefficient (C) depends on the degree and type of development within the catchment. Catchments are classified according to the expected general characteristics when fully developed. The C values are as follows: Characteristics of catchment when fully Value of C developed Roads, highways, airport runways, paved up areas 1.00 Urban areas fully and closely built up 0.90 Residential/industrial areas densely built up 0.80 Residential/industrial areas not densely built up 0.65 Rural areas with fish ponds and vegetable gardens 0.45 (Ref.: PUB Singapore's "Code of Practice on Surface Drainage") 3. Rainfall intensity (I) Ideally, IDF Curves (intensity - duration - rainfall) curves for the given locality is required for calculating "rainfal! intensity" for the given time of concentration. However, Rambabu et. A!. (1979) developed an equation for Indian region. [Ref.: Ram Babu, Tejwani K. K., Agarwal M. C. & Bhusan L. S. (1979) - Rainfal! intensity duration return period equations & nomographs of India, CSWCRTI, ICAR, Dehradun, Indial. I=(KxT")/(t+b)n where: I = rainfall intensity in cm/hour; T = return period in years; t = Time of concentration for storm duration in hours; and K, a, b and n = coefficients varying with location; values of which for some locations are as under: ^ t+_ 455.n  Location K a b n Agra 4.gLL 0.L67 0.25 0.629 New Delhi 5.208 0.t57 0.5 1.t07 Nagpur 11.45 0.156 L.25 1.032 Bhuj 3.823 0.192 0.25 0.990 Gauhati 7.206 0.156 o.75 0.940 Bangalore 6.275 0.126 0.5 1.128 Hyderabad 5.25 0.135 0.5 t.029 Chennai 6.L26 0.166 0.5 0.803 4. Return Period fi) 4fea Served by Dra inage System Return Period (T) Catchment of less than 100 ha 10 years Catchment of 100 to 1000 ha 25 years Catchment of more than 1000 ha or Critical 50 to 100 years installations (Ref.: PUB Singapore's "Cod e of Practice on Surface Drainage"). 5. Time of Concentration (t) The time of concentration (t) depends on the type of catchment area and location at which the design discharge is to be measured/calculated. Calculation of rainfall intensity for various durations of time of concentration, ranging from 0.5 hours to 6 hours or so, can be done using the formula given in para.3 above , and the time of concentration giving maximum rainfall intensity for that city (or nearest city from the Table in Para.3 above) can be adopted. 6 Design discharge 'Q' can be calculated using parameters described above. The capacity of the longitudina! drain to be provided sha!! be more than the calculated Design discharge. #"''' - 18-