Proposed Construction of Bridge on Chadachan Kannur SH-258 at km 15.20 and proposed construction of bridge on Inchgeri Kankanal Lamanahatti Jigajevangi mdr at km 2.80 in Chadchan Taluk of Vijayapur District Head of account 5054-80-190-0-01-132 KRDCL-2026-27

Projection

BOTTOM SLAB -

SPAN OF CELL

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

KANAKANAL

BOTTOM SLAB

TOP SLAB -

Outer Vertical WALLS

INNER VERTICAL WALLS

Length of RW

Base Slab width

Base Slab Thickness

Stem Height

Stem thickness at top

Stem thickness at Bottom

Construction of bridge on Betsur - Daderkoppa- Hirekumbi in KM. 15.80 ( Between Daderkoppa - Hirekumbi village ) in Yallamma Saundatti constituency of Belagavi Dist.

BAR BENDING SCHEDULE

Box Culvert

Retaining wall

Curtain Walls

Projection

BOTTOM SLAB -

SPAN OF CELL

JIGAJEVANI

BOTTOM SLAB

TOP SLAB -

Outer Vertical WALLS

INNER VERTICAL WALLS

Length of RW

Base Slab width

Base Slab Thickness

Stem Height

Stem thickness at top

Stem thickness at Bottom

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

Ist Month

Physical

Estimate Of Box Jigjevani

Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications.

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M15) Using 40 mm nominal size graded crushed coarse aggregates

Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in Cement Concrete for all Basement & surface level works, return walls, retaining walls, sunken floors etc. The granite/trap/ basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necessary, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates including cost of all materials, labor ,HOM,l & UL, curing with all leads and lifts etc. complete as per specifications & as directed by Engineer-in-charge of the work.

Providing and laying in position cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement, dowel bars & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. Foundations of Bridges

Supplying, Fitting and Placing TMT Fe550 bar Reinforcement in sub-structure complete as per Drawing and Technical Specifications. MORTH Specification No. 1600 & 2200.

Supplying fitting & placing TMT Fe550 bar reinforcement to super-structure complete as per Specifications MORTH Specification No. 1600.

PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700

Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704.

Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702

Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200

Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200

Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700.

Filler Joint (ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification.

Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specificationMORTH Specification No. 2705

Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment, wing wall/ return wall with 100 mm dia AC pipe, extending through the full width of the structure with slope of 1V :20H towards drawing foce. Complete as per drawing and Technical Specifications -2706 & 2200

Estimate Of Box Kanknal

Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications.

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M15) Using 40 mm nominal size graded crushed coarse aggregates

Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in Cement Concrete for all Basement & surface level works, return walls, retaining walls, sunken floors etc. The granite/trap/ basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necessary, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates including cost of all materials, labor ,HOM,l & UL, curing with all leads and lifts etc. complete as per specifications & as directed by Engineer-in-charge of the work.

Providing and laying in position cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement, dowel bars & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. Foundations of Bridges

Supplying, Fitting and Placing TMT Fe550 bar Reinforcement in sub-structure complete as per Drawing and Technical Specifications. MORTH Specification No. 1600 & 2200.

Supplying fitting & placing TMT Fe550 bar reinforcement to super-structure complete as per Specifications MORTH Specification No. 1600.

PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700

Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704.

Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702

Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200

Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200

Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700.

Filler Joint (ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification.

Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specificationMORTH Specification No. 2705

Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment, wing wall/ return wall with 100 mm dia AC pipe, extending through the full width of the structure with slope of 1V :20H towards drawing foce. Complete as per drawing and Technical Specifications -2706 & 2200

Estimate Of Approach Road

Construction of Embankment by excavating the available approved Gravel/ Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour,rolling,water,all materials,usage& all other appurtenaces required to complete the work

Construction of Subgrade and Earthen Shoulders Construction of sub-grade and earthen shoulders with approved material obtained from borrow pits with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of table No. 300-2

By Mix in Place Method-Construction of Granular Sub-Base of required grading as per design spreading in uniform layers with motor grader on prepared surface mixing by mix in place method with front end loader at OMC and compacting with vibratory roller to achieve the desired density, complete as per clause 401 For Grading -V Material.

Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the Material with water at OMC in mechanical mix plant carriage of mixed Material by tipper to site, laying in uniform layers with paver/grader in sub-base / base course on well prepared surface and compacting with vibratory roller to achieve the desired density.

Construction of dry lean cement concrete Sub- base over a prepared sub-grade with coarse and fine aggregate conforming to IS: 383, the size of coarse aggregate not exceeding 25 mm, aggregate cement ratio not to exceed 14:1, aggregate gradation after blending to be as per table 600-1, cement content not to be less than 140 kg/ m3 , optimum moisture content to be determined during trial length construction, concrete strength not to be less than 7 Mpa at 7 days, mixed in a batching plant, transported to site, laid with a paver with electronic sensor, compacting with 8-10 t vibratory roller, finishing and curing

Construction of M40 Grade un-reinforced, dowel jointed, plain cement concrete pavement over a prepared sub base in recommended proportions, coarse and fine aggregate conforming to IS 383:2016, maximum size of coarse aggregate not exceeding 25 mm, mixed in a batching and mixing plant as per approved mix design transported to site, laid with a slip form paver finisher, spread, compacted and finished in a continuous operation including provision of contraction, expansion, construction and longitudinal joints, joint filler, separation membrane, sealant primer, joint sealant, debonding strip, dowel bar, tie rod, admixtures, curing compound, steel channels, finishing to lines and grades as per drawing OPC @ 420 kg/m3

Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70 kg per m2 using mechanical means.

Tack coat on Granular surface treated with primer-Providing and applying tack coat with RS1 Bituminous Emulsion using emulsion pressure distributor at the rate of 0.25 kg/m2 on Granular Surface

Dense Graded Bituminous Macadam Grading - II for traffic>20 MSA Providing and laying Dense Graded Bituminous Macadam with 40/60 TPH capacity HMP using crushed aggregates of specified grading, premixed with bituminous binder VG-40, @ 4.5 per cent by weight of total mix and filler, transporting the hot mix to work site, laying with mechanical paver finisher to the required grade, level and alignment, rolling with smooth wheeled, vibratory and tandem rollers to achieve the desired compaction as per MoRTH specification clause No. 505 complete in all respects.

Bituminous Concrete Grading ii for traffic >20 mSa Providing and laying Bituminous Concrete with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading, premixed with bituminous binder VG-40, @ 5.4 per cent of mix and filler, transporting the hot mix to work site, laying with mechanical paver finisher to the required grade, level and alignment, rolling with smooth wheeled, vibratory and tandem rollers to achieve the desired compaction as per MORTH specification clause No. 507 complete in all respects

Bituminous Macadam Grading - II for traffic less than 20 MSA Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 3.4% by weight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction

Semi Dense Bituminous Concrete Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision.

Road Marking with Hot Applied Thermoplastic Compound with Reflectorising Glass Beads on Bituminous Surface Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 g/ m2 area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35:2015.The finished surface to be level, uniform and free from streaks and holes

Direction and Place Identification Signs upto 0.9 m2 Size Board.Providing and erecting direction and place identification retro-reflectorised sign as per IRC:67:2012 made of high intensity grade sheeting vide clause 801.3, fixed over aluminium sheeting, 2 mm thick or Aluminium composite material sheet with overall thickness of 4mm with area not exceeding 0.9 m2 fixed over back support frame of min 35 x 35 x 3mm angle mounted on a mild steel circular pipe 65 NB, firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 x 45 x 60 cm, 60 cm below ground level as per approved drawing

Supplying and Fixing of Molded Shank Raised Pavement Markers / Cat's Eye made of polycarbonate and ABS moulded body and reflective panels with micro prismatic lens capable of providing total internal reflection of the light entering the lens face and shall support a load of 16000 kg tested in accordance to ASTM D 4280 Type H and complying to Specifications of Category A of MORTH Circular No RW/NH/33023/10-97 DO III Dt 11.06. 1997. The height, width and length shall not exceed 50 mm, 100 mm and 102 +/- 2 mm and with minimum reflective area of 13 cm2 on each side and the slope to the base shall be 35 +/- 5 degree. The strength of detachment of the integrated cylindrical shanks, (of diameter not less than 19 +/- 2 mm and height not less than 30+/- 2 mm) from the body is to be a minimum value of 500 Kg. Fixing will be by drilling holes on the road for the shanks to go inside, without nails and using epoxy resin based adhesive as per manufacturer's recommendation and complete as directed by the engineer.The contractor shall submit a two year warranty for satisfactory field performance including stipulated retro-reflectance of the reflecting panel, to the Engineer.

Providing and fixing of retro- reflectorised cautionary, mandatory and informatory sign as per IRC:67:2022 made of Class C Type XI retro reflective sheeting fixed over 2 mm thick aluminium sheeting vide clause 801.3, 3mm/4mm thick Aluminium composite material sheet depending on the size of the sign fixed over the back support frame of min 25 x 25 x 3mm angle mounted on a mild steel circular pipe 65 NB, 3.2 mm thickness firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 cm x 45 cm x 60 cm, 60 cm below ground level as per approved drawing.The sign shall be maintained as per section 12 of IRC:67:2022 . 60 cm equilateral triangle

CD WORK

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M10) Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) -M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators,providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and removing centering, shuttering, strutting, propping etc.,and removal of form work for RCC works including cost of all materials, labour complete as per specifications. Foundation, Sub structure of Cross drainages @5%

Providing and removing centering, shuttering, strutting, propping etc.,and removal of form work for RCC works including cost of all materials, labour complete as per specifications. Foundation, Sub structure of Cross drainages @5%

Providing and Laying Reinforced Cement Concrete Pipe NP3 as per design in Single Row Providing and laying reinforced cement concrete pipe NP3 for culverts on first class bedding of granular material in single row including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets Clause 1101.6. 750mm dia

Construction of Embankment Construction of Embankment by excavating the available approved Gravel/Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour ,rolling,water,all materials,usage& all other appurtenaces required to complete the work

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. h. All other type of structures

White washing of parapet walls of CD work and tree truncksWhite washing two coats on parapet walls and tree trunks including preparation of surface by cleaning scraping etc. as per technical specifications Clause 1916

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5 Month

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11 Month

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PWD Division Viajayapur

Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications.

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M15) Using 40 mm nominal size graded crushed coarse aggregates

Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in Cement Concrete for all Basement & surface level works, return walls, retaining walls, sunken floors etc. The granite/trap/ basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necessary, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates including cost of all materials, labor ,HOM,l & UL, curing with all leads and lifts etc. complete as per specifications & as directed by Engineer-in-charge of the work.

Providing and laying in position cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement, dowel bars & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. Foundations of Bridges

Supplying, Fitting and Placing TMT Fe550 bar Reinforcement in sub-structure complete as per Drawing and Technical Specifications. MORTH Specification No. 1600 & 2200.

PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700

Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704.

Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702

Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200

Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200

Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700.

Filler Joint (ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification.

Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specificationMORTH Specification No. 2705

Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment, wing wall/ return wall with 100 mm dia AC pipe, extending through the full width of the structure with slope of 1V :20H towards drawing foce. Complete as per drawing and Technical Specifications -2706 & 2200

Supplying fitting & placing TMT Fe550 bar reinforcement to super-structure complete as per Specifications MORTH Specification No. 1600.

Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications.

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M15) Using 40 mm nominal size graded crushed coarse aggregates

Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in Cement Concrete for all Basement & surface level works, return walls, retaining walls, sunken floors etc. The granite/trap/ basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necessary, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates including cost of all materials, labor ,HOM,l & UL, curing with all leads and lifts etc. complete as per specifications & as directed by Engineer-in-charge of the work.

Providing and laying in position cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement, dowel bars & formwork to be paid separately) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. Foundations of Bridges

Supplying, Fitting and Placing TMT Fe550 bar Reinforcement in sub-structure complete as per Drawing and Technical Specifications. MORTH Specification No. 1600 & 2200.

PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700

Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704.

Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702

Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200

Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200

Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700.

Filler Joint (ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification.

Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specificationMORTH Specification No. 2705

Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment, wing wall/ return wall with 100 mm dia AC pipe, extending through the full width of the structure with slope of 1V :20H towards drawing foce. Complete as per drawing and Technical Specifications -2706 & 2200

Supplying fitting & placing TMT Fe550 bar reinforcement to super-structure complete as per Specifications MORTH Specification No. 1600.

Construction of Embankment by excavating the available approved Gravel/ Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour,rolling,water,all materials,usage& all other appurtenaces required to complete the work

Construction of Subgrade and Earthen Shoulders Construction of sub-grade and earthen shoulders with approved material obtained from borrow pits with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of table No. 300-2

By Mix in Place Method-Construction of Granular Sub-Base of required grading as per design spreading in uniform layers with motor grader on prepared surface mixing by mix in place method with front end loader at OMC and compacting with vibratory roller to achieve the desired density, complete as per clause 401 For Grading -V Material.

Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the Material with water at OMC in mechanical mix plant carriage of mixed Material by tipper to site, laying in uniform layers with paver/grader in sub-base / base course on well prepared surface and compacting with vibratory roller to achieve the desired density.

Construction of dry lean cement concrete Sub- base over a prepared sub-grade with coarse and fine aggregate conforming to IS: 383, the size of coarse aggregate not exceeding 25 mm, aggregate cement ratio not to exceed 14:1, aggregate gradation after blending to be as per table 600-1, cement content not to be less than 140 kg/ m3 , optimum moisture content to be determined during trial length construction, concrete strength not to be less than 7 Mpa at 7 days, mixed in a batching plant, transported to site, laid with a paver with electronic sensor, compacting with 8-10 t vibratory roller, finishing and curing

Construction of M40 Grade un-reinforced, dowel jointed, plain cement concrete pavement over a prepared sub base in recommended proportions, coarse and fine aggregate conforming to IS 383:2016, maximum size of coarse aggregate not exceeding 25 mm, mixed in a batching and mixing plant as per approved mix design transported to site, laid with a slip form paver finisher, spread, compacted and finished in a continuous operation including provision of contraction, expansion, construction and longitudinal joints, joint filler, separation membrane, sealant primer, joint sealant, debonding strip, dowel bar, tie rod, admixtures, curing compound, steel channels, finishing to lines and grades as per drawing OPC @ 420 kg/m3

Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70 kg per m2 using mechanical means.

Tack coat on Granular surface treated with primer-Providing and applying tack coat with RS1 Bituminous Emulsion using emulsion pressure distributor at the rate of 0.25 kg/m2 on Granular Surface

Dense Graded Bituminous Macadam Grading - II for traffic>20 MSA Providing and laying Dense Graded Bituminous Macadam with 40/60 TPH capacity HMP using crushed aggregates of specified grading, premixed with bituminous binder VG-40, @ 4.5 per cent by weight of total mix and filler, transporting the hot mix to work site, laying with mechanical paver finisher to the required grade, level and alignment, rolling with smooth wheeled, vibratory and tandem rollers to achieve the desired compaction as per MoRTH specification clause No. 505 complete in all respects.

Bituminous Concrete Grading ii for traffic >20 mSa Providing and laying Bituminous Concrete with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading, premixed with bituminous binder VG-40, @ 5.4 per cent of mix and filler, transporting the hot mix to work site, laying with mechanical paver finisher to the required grade, level and alignment, rolling with smooth wheeled, vibratory and tandem rollers to achieve the desired compaction as per MORTH specification clause No. 507 complete in all respects

Bituminous Macadam Grading - II for traffic less than 20 MSA Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 3.4% by weight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction

Semi Dense Bituminous Concrete Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision.

Road Marking with Hot Applied Thermoplastic Compound with Reflectorising Glass Beads on Bituminous Surface Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 g/ m2 area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35:2015.The finished surface to be level, uniform and free from streaks and holes

Direction and Place Identification Signs upto 0.9 m2 Size Board.Providing and erecting direction and place identification retro-reflectorised sign as per IRC:67:2012 made of high intensity grade sheeting vide clause 801.3, fixed over aluminium sheeting, 2 mm thick or Aluminium composite material sheet with overall thickness of 4mm with area not exceeding 0.9 m2 fixed over back support frame of min 35 x 35 x 3mm angle mounted on a mild steel circular pipe 65 NB, firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 x 45 x 60 cm, 60 cm below ground level as per approved drawing

Supplying and Fixing of Molded Shank Raised Pavement Markers / Cat's Eye made of polycarbonate and ABS moulded body and reflective panels with micro prismatic lens capable of providing total internal reflection of the light entering the lens face and shall support a load of 16000 kg tested in accordance to ASTM D 4280 Type H and complying to Specifications of Category A of MORTH Circular No RW/NH/33023/10-97 DO III Dt 11.06. 1997. The height, width and length shall not exceed 50 mm, 100 mm and 102 +/- 2 mm and with minimum reflective area of 13 cm2 on each side and the slope to the base shall be 35 +/- 5 degree. The strength of detachment of the integrated cylindrical shanks, (of diameter not less than 19 +/- 2 mm and height not less than 30+/- 2 mm) from the body is to be a minimum value of 500 Kg. Fixing will be by drilling holes on the road for the shanks to go inside, without nails and using epoxy resin based adhesive as per manufacturer's recommendation and complete as directed by the engineer.The contractor shall submit a two year warranty for satisfactory field performance including stipulated retro-reflectance of the reflecting panel, to the Engineer.

Providing and fixing of retro- reflectorised cautionary, mandatory and informatory sign as per IRC:67:2022 made of Class C Type XI retro reflective sheeting fixed over 2 mm thick aluminium sheeting vide clause 801.3, 3mm/4mm thick Aluminium composite material sheet depending on the size of the sign fixed over the back support frame of min 25 x 25 x 3mm angle mounted on a mild steel circular pipe 65 NB, 3.2 mm thickness firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 cm x 45 cm x 60 cm, 60 cm below ground level as per approved drawing.The sign shall be maintained as per section 12 of IRC:67:2022 . 60 cm equilateral triangle

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M10) Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) -M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators,providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

Providing and removing centering, shuttering, strutting, propping etc.,and removal of form work for RCC works including cost of all materials, labour complete as per specifications. Foundation, Sub structure of Cross drainages @5%

Providing and removing centering, shuttering, strutting, propping etc.,and removal of form work for RCC works including cost of all materials, labour complete as per specifications. Foundation, Sub structure of Cross drainages @5%

Providing and Laying Reinforced Cement Concrete Pipe NP3 as per design in Single Row Providing and laying reinforced cement concrete pipe NP3 for culverts on first class bedding of granular material in single row including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets Clause 1101.6. 750mm dia

Construction of Embankment Construction of Embankment by excavating the available approved Gravel/Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour ,rolling,water,all materials,usage& all other appurtenaces required to complete the work

Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. h. All other type of structures

White washing of parapet walls of CD work and tree truncksWhite washing two coats on parapet walls and tree trunks including preparation of surface by cleaning scraping etc. as per technical specifications Clause 1916

FORMAT 10

Information on litigation in which the Tenderer is involved:

Other Party/Parties

TENDERER

FORMAT 9

BANKER’S CERTIFICATE

This is to certify that M/s. ………………………….. is a reputed company with a good financial standing. If the contract for this work, namely ……………………………… (Name of the work) is awarded to the above firm, we shall be able to provide overdraft/credit facilities to the extent of Rs. …………… to meet the working capital requirements for executing the above contract

Name of the Bank, Senior Bank Manger

Address:…………………………

FORMAT 8

List of Machinery

Item of Equipment

TENDERER

FORMAT 7

Information of the works for which Tenderer has submitted Tender.

Project Name

TENDERER

FORMAT 6

Information of the works for which Tender acceptance letters are received.

Project Name

Attach letters of Acceptance received.

TENDERER

FORMAT 5

Information on works which are yet to be completed.

Project Name

Attach Certificate for each work indicated above, in Format 3, obtained from the Competent Authority

TENDERER

FORMAT 4

Monthly Physical and Financial Progress Achieved in all Contracts which are referred to in Format 3

Names of Works

January

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

Earthwork & Embankment in cum

Financial

GSB in cum

Financial

Base Course (WMM/WBM) in cum

Financial

Asphalt Quantities (MSS/BM/BC/SDBC/DBM) in cum

Financial

Concrete in cum

Financial

Steel in MT

Financial

Others Specify Details

Financial

TENDERER

FORMAT 3

FORMAT FOR WORK DONE CERTIFICATE TO BE OBTAINED FROM COMPETENT AUTHORITY

This is to certify that M/s .Sri/Smt .............................................................................

has executed/ is executing(strike off which ever is not applicable) the work of .............................................

in this Organisation. The details of the work is as under:

Name of the Project

Name of the Work

Contract Amount

Date of signing the Agreement

Date of handing over of the Site

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Progress *

January

Earthwork & Embankment

Financial in lac

Financial in lac

Base Course (WMM/WBM)

Financial in lac

Asphalt Quantities (MSS/BM/BC/SDBC/DBM)

Financial in lac

Concrete

Financial in lac

Steel

Financial in lac

Others (Pl specify)

Financial in lac

Others (Pl specify)

Financial in lac

Stipulated Period of Completion (including monsoon)

Prescribed Date of completion

Actual Date of Completion/ Probable Date of Completion

Cost of balance work (if work is in progress)

Reasons if any for delay in completion, if work completion is delayed

Penalty if any imposed

Any other information

* Monthwise progress shall be furnished seperately.

Place:

Address for correspondence:

Email ID:

FORMAT 2

Work executed as prime contractor (in the same name) on works of similar nature during the five years specified)

Project Name

Attach Workdone Certificate for each work indicated above, in Format 3, obtained from the Competent Authority

CONTRACTOR

FORMAT 1

Financial Year

Billed upto date during 2025-26

Attach Chartered Accountant's Yearwise Statements.

PWD/2026-27/BR/WORK_INDENT37319

GOVERNMENT OF KARNATAKA

PUBLIC WORKS DEPARTMENT

OFFICE OF THE EXECUTIVE ENGINEER

PUBLIC WORKS DEPT DIVISION, VIJAYAPUR DIST

Head of Account : 5054-03-337-0-17-154 Bridge FOR THE YEAR 2026-27.

SH-258 and MDR Bridge

ESTIMATED COST :Rs:

Estimate

Face Sheet

Division : Bijapur

Sanctioned Estimate No………………………Date

Fund Head : State Fund .

Head of Account : 5054-03-337-0-17-154 Bridge FOR THE YEAR 2026-27.

Minor Head : Public Works .

Service Head :…………………………………

Departmental Head : …………………………

Estimate framed in the office of the Executive Engineer Public works Dept Vijayapur Division Vijayapur. Division for the probable expenses that will be incurred in

Administratively approved under No………………………Date

Technically sanctioned under No………………………Date

Estimate prepared By : S.M.Patil S.O

and checked By: Dayanand V Math AEE

Assistant Executive Engineer, Public works Dept Sub Division, Indi

ಸಾಮಾನ್ಯ ವಿವರಣೆ.

ವಿಜಯಪುರ ಜಿಲ್ಲೆಯ ನಾಗಠಾಣ ವಿಧಾನಸಭಾ ಕ್ಷೇತ್ರದಲ್ಲಿ ಸೇತುವೆಗಳ ನಿಮಾ೯ಣ ಮಾಡಲು ಸಕಾ೯ರದ ಆದೇಶ ಸಂ: ಲೋ.ಇ/421/ಎ.ಎಫ್. ಐ/2026 [ ಇ-ಕಚೇರಿ]ಬೆಂಗಳೂರ ದಿನಾಂಕ :22-04-2026 ರಂದು ಅನುಮೋದನೆಗೊಂಡಿರುವ ಕಾಮಗಾರಿಯಾದ ವಿಜಯಪುರ ಜಿಲ್ಲೆಯ ಚಡಚಣ ತಾಲೂಕಿನ ಚಡಚಣ ಕನ್ನೂರ ರಾಜ್ಯ ಹೆದ್ದಾರಿ-258ರ ಕಿ,ಮೀ 15.20ರಲ್ಲಿ ಸೇತುವೆ ನಿಮಾ೯ಣ ಹಾಗೂ ವಿಜಯಪುರ ಜಿಲ್ಲೆಯ ಚಡಚಣ ತಾಲೂಕಿನ ಇಂಚಗೇರಿ ಕನಕನಾಳ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆ ಕಿ,ಮೀ 2.80ರಲ್ಲಿ ಸೇತುವೆ ನಿಮಾ೯ಣ .ಚಡಚಣ ಕನ್ನೂರ ರಸ್ತೆಯು ಜಿಲ್ಲಾ ಕೇಂದ್ರ ದಿಂದ ಚಡಚಣ ಕೂಡುವ ರಸ್ತೆಯಾಗಿದ್ದು ಹಾಗೂ ಮಹಾರಾಷ್ಟ್ರ ಗಡಿ ಕೂಡುತ್ತದೆ 2025ರ ಸಪ್ಟೆಂಬರ ತಿಂಗಳದಲ್ಲಿ [ ದಿನಾಂಕ : 16 -17 /09/2025 ] ಸೂರಿದ ಭಾರಿ ಮಳೆಯಿಂದ ಸದರಿ ರಸ್ತೆ ಕಿ,ಮೀ 15.00ರಲ್ಲಿ ಕಿರು ಸೇತುವೆ ಸಂಪೂಣ೯ ಜಲಾವೃತ್ತಗೊಂಡಿದ್ದು , ಸದರಿ ರಸ್ತೆಯಿಂದ ಸಾತಲಗಾಂವ ಇಂಚಗೇರಿ ದಿಂದ ಚಡಚಣ ಕಾತ್ರಾಳ ಮೂಲಕ ಮಹಾರಾಷ್ಟ್ರ ಗಡಿ ಕೂಡಲು ಸಂಚಾರ ಕಡಿತಗೊಂಡಿತ್ತು ಹಾಗೂ ಸದರಿ ಸೇತುವೆ ಮ್ಲೇದಜೆ೯ ಹಾಗೂ ಇಂಚಗೇರಿ ಯಿಂದ ಕನಕನಾಳ ದಿಂದ ಮಹಾರಾಷ್ಟ್ರ ಕೂಡುವ ರಸ್ತೆ ಕಿ,ಮೀ 2.80ರಲ್ಲಿ ಬರುವ ಕಿರು ಸೇತುವು ಕೂಡಾ ಸಂಪುಣ೯ ಜಲಾವೃತ್ತಗೊಂಡಿದ್ದು ಸಂಚಾರ ಕಡಿತಗೊಂಡಿತ್ತು ಸದರಿ ಸೇತುವೆಗಳನ್ನು ಕೂಡು ಎತ್ತರ ಮಟ್ಟದ ಮರೂನಿಮಾ೯ಣ ಮಾಡವು ಅವಶ್ಯವಿರತ್ತದೆ ಚಡಚಣ ಕನ್ನೂರ ರಸ್ತೆ ಕಿ,ಮೀ 15.20ರಲ್ಲಿ Box culvert 7.00 x 4.00 m Vent ನಿಮಾ೯ಣ ಮಾಡುವುದ ಹಾಗೂ ಇಂಚಗೇರಿ ಕನಕನಾಳ ರಸ್ತೆ ಕಿ,ಮೀ 2.80ರಲ್ಲಿ Box culvert 6.00 x 4.00 m Vent ನಿಮಾ೯ಣ ಮಾಡಿ ಸದರಿ ರಸ್ತೆಗಳ ಸುಗಮ ಸಂಚಾರ ಅನುವು ಮಾಡಿಕೊಡಲು ಸದರಿ ಸೇತುವೆಗಳ ನಿಮಾ೯ಣ ಬಹಳ ಅವಶ್ಯಕತೆರುತ್ತದೆ.

ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು 2023-24ನೇ ಸಾಲಿನ ರಾಜ್ಯವ್ಯಾಪಿ ಎಕರೂಪ ದರಪಟ್ಟಿ ಅಳವಡಿಸಿ ಈ ಕೆಳೆಗ ನಮೂದಿಸಿದ ಅಂಶಗಳನ್ನು ಅಳವಡಿಸಿ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ತಯಾರಿಸಲಾಗಿದೆ.

ರಸ್ತ ಕಾಮಗಾರಿಗಾಗಿ.:

ಹಳೆ ಸೇತೆವೆ ತೆರುವುಗೊಳಿಸುವುದು.

100mm ದಪ್ಪದ ಕಲ್ಲುಗಳನ್ನು ಪಾಯದಲ್ಲಿ ತುಂಬುವುದು.

Sub structure works of bridges, M25 Design Mix Using 20 mm

Super structure works of bridges upto 3.50 m height. M25 Design Mix Using 20 mm

TMT Fe550 bar reinforcement to super-structure

PCC M15 Grade leveling course below approach slab

Reinforced cement concrete M30 grade for approach slab

Cement concrete wearing coat M-30 grade

Filter media with granular materials/ stone crushed aggregates

RCC railing of M30 Grade in-situ

Filler Joint (ii) Providing & fixing 20 mm thick

Embankment and Sub grade as per calculate sheets and drawing

150/200mm ಜಿ.ಎಸ್.ಬಿ

250 mm ಡಬ್ಲ್ಯು.ಎಮ್.ಎಮ್‌

ಪ್ರಾಯಮರ್‌ ಕೊಟ್‌

50mm ಡಿ.ಬಿ.ಎಮ್‌/ ಬಿ.ಎಂ.

30/ 25 mm .ಬಿ.ಸಿ/ ಎಸ್.ಡಿ.ಬಿ.ಸಿ.

ರಸ್ತೆ ಪಿಠೋಪಕರಣ

ಸಿ.ಡಿಗಳ ನಿರ್ಮಾಣ [ 1 Rows of 750mm dia for crossing road ].

Assistant Executive Engineer, Public works Dept Sub Division, Indi

FACE SHEET

Division

Sub-Division

Fund Head

Major Head

Minor Head

Service Head

Departmental Head

Estimate is framed in the office of the Executive Engineer, Division, Belagavi and the probable expenditure that will be incurred for,

Estimated Cost :

Estimate Administratively Approved under :-

EstimatePrepared By

Estimate Checked by

Sanction No.,& date

Assistant Executive Engineer

P.W.D. Sub Division,

Belagavi

Face Sheet

Construction of Box Culvert and Approch Road on Kagwad -Ganeshwadi Road at KM.3.00 in Kagwad Taluka Belagavi District.

INDEX

Face Sheet

General Report

Soil Investigation Report

Certificates

Hydrology

Structural Designs

Benefit Cost Ratio

Recapitulations

Sub Estimate for Box Culvert

Sub Estimate for Approach Road

Sub Estimate for Service Road

Rate Analysis

Drawings

Certificates

P.W.D.CODE PARA - 133

CERTIFICATE.

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

This is to certify that,Shri.Shashikant Kolekar., Assistant Executive Engineer,have personally visited spot and prepared the estimate using sanctioned scheduled of rates provided for the most economical and safe way of executing work.

Assistant Executive Engineer, PWD Dept.Sub-Dn Belegavi

C E R T I F I C A T E.

(As required vide G.O.No.PWD SL.CMS.96 Dtd:27/6/1991)

Certified that, sufficient case has been taken while preparaing the estimate in respect of the above mentioned work to see that all necessary items which are technically required for the work in sufficient quantity are included while preparing the estimate,and specification of items included are completed and correct.

Assistant Executive Engineer, PWD Dept.Sub-Dn .Belagavi

C E R T I F I C A T E.

Certified that, the work proposed in this estimate has not been taken up under any other head/programme by any agency. The said work has not been included / proposed / over lapped in any other proposed or approved programme.

Assistant Executive Engineer, PWD Dept.Sub-Dn No. Belagavi

General Report

TEST RESULTS OF FOUNDATION SOIL

TEST REPORT-I

Name of Clients :-

Name of Contractors :-

Client' Ref No :-

Lab.Ref.No :-

Pit No 1

Pit no 2

Pit no 3

Relevent IS Codes :

2) Factor of Safety adopted is 3.00

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

CERTIFICATE

Certified that,

The required materials are avaible in the sources considered in the estimate.

Certified that I have inspected the site of work and is satisfied with the location of the proposed site of work.

This estimate amounting to Rs.600 Lakhs has ben scrutinised in this office in all aspects with reference to the D.S.R. of PWD Circle,Kalaburgi for 2018-19

Kalaburgi

Assistant Executive Engineer

Soil Investigation Report

Hydrology

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

TECHNICAL REPORT

1) LOCATION:

The Box culvert is proposed across nala at km. Muchandi , Belagavi Taluka, Belagavi District.

2) CONNECTIVITY:

Belagavi- Muchandi - Gokak

3) NECESSITY:

Since there is increase in traffic the widening of road is necessary , existing stone masonary need to be demolished and it is proposed to construct box culvert, across nala.

4) EXISTING:

As per the preliminary survey it is found that there is existing Stone masonary culvert with road width of 9m. The road is to be wided to 12.5m as the traffic is increasing 9m width is not suffiecent and retainig wall is damaged during mansoon season due to overflooding of water.

5) DESIGN ASPECT:

A New Box Culvert is designed with a span of 3.5m x 3.5m- 2 vents considering the Highest Discharge of Cathment area Method and area velocity Method as per Indian Standard Codes & with Approach road.

6) PROVISION FOR IMPROVEMENTS:

Box culvert of 3.5 x 3.5m-2 vents as per catchment area are provided.

7) RATES:

The rates adopted are as per provided SR for the year 2023-24 Belagavi CIRCLE Belegavi.

8) CONSTRUCION MATERIALS:

Locally available materials such as M25 Grade Concrete, Fe550D steel, Gravel, Trap stone, Jelly of good quality are consiidered

9) COST OF PROJECT:

The cost of the improvement of said work is 90.00 lakhs

10) MODE OF EXECUTION:

AS per the norms and procedure of PWD division by calling the Tender and entrusting the work of eligible contractor will be followed.

Proposed Construction of Bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

Location At Km 15.00 Jigajeevangi Village

River/ Nala

Existing Details

HYDRAULIC DATA:

Catchment Area (M)

Skew (a)

Nala Bed Level (NBL)

Raft/Sill level of the Bridge/Barrage

Ryves Co'efficient ( C)

In Sq Miles

SOIL DATA

Type of Soil

Safe Bearing Capacity of Soil (SBC)

Unit Weight of Soil

Depth of Soil

Silt Factor (f)

NALA PARTICULARS:

Bed slope of Nala

Manning's Co-efficient (n)

DISCHARGE CALCULATIONS:

i) Discharge calculation by Ryves Method:

The flood discahrge is calculated based on catchment area by Ryve's Method

Vertical Height available =

Discahrge Q=

ii) Discharge Calculation by A-V Method At Section 1-1:

The flood discharge is calculated based on Area Velocity Method (A-V Method)

Details of Cross Section of Nala:

Area (A)

Wetted Perimeter (P)

Hydraulic Mean Depth ( R )= A/P

Velocity (v) based on Manning's formula

Discaharge (Q) =

HYDRAULIC DATA FOR DESIGN:

As per IRC:SP:13-2004, the recommended rule to estimate the Design discharge is " the highest of these values is adopted.

By Ryve's Method

By A-V Method

Max Discharge

Recommended Design Discharge

Sill Level

HYDRAULIC DATA FOR DESIGN:

Design Discharge adopted

Sill Level

BOX DETAILS:

No. of Cells provided (Nc)

Size of the Vent provided ( a x b )

Earth Cushion ( Ec)

No. of cells considered in group

No. of such groups provided

Depth of the Top Slab (d)

Depth of the Bottom Slab (e)

Depth of the Outer Vertical Slab (f)

Depth of the Inner Vertical Slab (g)

Depth of Flow

Therefore, designed water way (L)

Total length of the Bridge

Discharge / m width

VENT WAY:

Regime width as per Lacey's Formula (W)

where C=

Regime width (W)

SCOUR DEPTH CALCULATIONS:

Regime width > Linear Water Way

The Linear water way (L) provided is less than Regime width of the stream (W)

(As per Cl. 703 of IRC:78-2000 given in IRC:SP:13-2004, Page No. 27)

Normal Scour depth 'dsm'

Where Qm

Normal Scour depth 'dsm'

Depth of protection curtain wall

Depth of Curtain wall at base of Box culvert

Minimum Depth of Curtain wall at base of Box culvert

Adopted Depth of Curtain wall at base of Box culvert

The bottom slab top level of Box is kept 0.30 m below the Lowest Nala Bed Level

Coarse silt

The Bottom Slab Top Level

Medium sand

Coarse sand

APRON DETAILS:

As per IRC:SP:13-2004

Length of D/s Apron =

Length of U/s Apron =

REVISED DISCHARGE FOR MODIFIED WATER WAY

Level

Total =

Area (A)

Wetted Perimeter (P)

Hydraulic Mean Depth ( R )= A/P

Velocity (v) based on Manning's formula

Discharge (Q) =

Designed Discharge is ok

Height of water is sufficient to discharge floods , Hence O.K.

Vent area provided is Safe

AFFLUX CALCULATIONS:

(As per Moles Worth formula)

Where V=

Afflux

Adopt afflux

Required Vertical clearance

Bottom level of the Top Slab =

Vertical Height available =

Road Top Level

DISCHARGE IN VENTWAY IN DUE CONSIDERATION OF AFFLUX:

Level

Total =

Area (A)

Wetted Perimeter (P)

Hydraulic Mean Depth ( R )= A/P

Velocity (v) based on Manning's formula

Discharge (Q)

Cumecs =

Vent area provided is Safe

Hence the design of bridge with the vent way proposed is acceptable.

PARAGRAPH 130 (A) OF THE KARNATAKA PUBLIC WORKS DEPARTMENTAL CODE

ESTIMATE.

FACE SHEET

Division.

Sub - Division.

Fund Head.

Major Head.

Service Head.

Department Head.

Proposed Construction of Bridge on Chadchan Kannur SH-258 at km 15.00 and proposed construction of bridge on inchgeri kankanal lamanahatti mdr at km 14.00 (proposed km 2.80) in Chadchan Taluk of Vijayapur District.

Estimated Cost

Administratively sanctioned under

Techanically sanctioned under

Estimate prepared by

Estimate Checked by

(Call of Authority)

General Description

Separate sheet enclosed

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Ramadurga

Structural Designs

DESIGN DATA

1.Dimensions

Number of Cells

Number of cells considerd in group

Number of such group provided

Clear span=

Clear height=

Top Slab Thickness=

Bottom Slab thickness=

Side outer wall thickness=

Side inner wall thickness=

Height of fill (for live load dispersion)=

Height of fill (for SIDL, Earth pressure calculation)=

Top and Bottom haunch=

Width of carriage way=

Total width=

Total Height=

C/C width=

C/C height=

Extra Offset width for Bottom Slab=

2.Material

CONCRETE

Grade of concrete =

Characteristic Strength, fck=

Modulus of Elasticity =

Poissons ratio=

Co-efficient of Thermal Expansion=

Weight Density=

STEEL

Grade of steel=

Characteristic strength, fy=

Modulus of Elasticity=

Angle of internal friciton=

Unit weight of soil fill material=

Height of soil above box culvert=

WEARING COAT

Thickness of wearing coat=

Thickness of road crust(conservatively totaol fill ht considered)

Wearing coat thickness(future overlaying)=

Weight Density=

Modelling of structure

Box culvert is modelled as line model shown in figure below; It is analysed in the STAAD pro and 1m strip of the box culvert is considered for the modelling.Bottom Slab is divided into Equal parts and spring support is provided at the base and soil Sping stiffness is calculated as per "Foundation Analysis and design" by Joseph E. Bowles.

Property calculations

Width considered for the model (1m strip)=

a. Base slab

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

b. Top slab

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

c. Wall

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

d. Haunch

Area of cross section=

e. Concrete Crash Barrier/Railing

Area of cross section=

Refer "Foundation Analysis and Design" by Joseph E. Bowles

Modulus of subgrade reaction, Ks=

where,

SF= Factor of safety (as per IRC 78-2000, Cl 706.3.1.1)=

qa=Allowable Bearing Capacity (SBC)=

Modulus of subgrade reaction, Ks=

Bottom Slab divided into=

Length of one division of bottom slab=

Stiffness at Outer support(Type-1)=

Stiffness at interior support(Type-2)=

Load Calculation

The design loading for the bridge has been considered in accordance with IRC:6-2016 (Load and Stresses) so as to sustain the most critical comnination of various loads, forces and Stresses

Self weight of the Top slab=

Self wt. of the bottom slab=

Self weight of the side slab=

Self weight of the side slab=

Self weight of hunches=

Conservatively total fill height is considered as road crust including wearing coat.

Density of wearing coat considered for road crust=

Load due to WC =

Weight of Crash Barrier/railing=

Since the side walls are effectively restrained against movement, At rest earth pressure is considered for design. Co-effecident of earth pressure at rest (ko) is calculated as per below formula (Jaky's equation)

Co-efficient of Earth pressure at rest, ko=

Co-efficient of active earth pressure, ka=

a. Lateral Earth Pressure at Rest

Earth Pressure at top=

Earth Pressure at bottom=

b. Lateral Earth pressure Active earth pressure condition

Earth Pressure @ top=

Earth Pressure @ bottom=

Live load surcharge of 1.2m ht fill considered as per Cl 214.1 of IRC 6-2017.

Surcharge Live Load for EP leading =

Surcharge Live Load(1.2m earth filling) =

Surcharge Live Load for LL leading =

Surcharge Live Load(1.2m earth filling) =

Calculation of effective width of loading

Live Load dispersion has been considered for design as per ANNEX B-3 of IRC 112-2011.

The following Live Load are considered for design

CASE 2a:

The dispersion of loads through fills and wearing coat shall be assumed at 45 degree both along transverse and longitudinal direction.

Note: IRC CLASS A- Three lane and IRC CLASS A+ IRC 70R are not governing the design, hence not presented in design note.

Case 1: IRC CLASS 70R- Track Laod 70T

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > 0.5*(C+Kerb width) then there will be

THERE IS OVER-HANGING

Length of overhanging =

So, the actual dispersed width (B) =

Dispersed length in the direction parallel of traffic direction (L)=

Actual area of dispersion=L*B=

As per IRC-6-2016, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2016

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 2: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

THERE IS NO OVERLAPPING

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 2 a: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T) (At support)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width pf the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

Since the load W1 and W2 placed unsymmetry about the span, the distance of the load from the nearest support X1 and X2 is calculated separately for W1 and W2

For k value

Interpolation

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

therefore,

beff= min of beff1 & beff2

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Actual dispersed width (B) =

Dispersed width of wheel 1,3 in the direction parallel of traffic direction. i.e.Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed width of wheel 2,4 in the direction parallel of traffic direction =

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

Actual dispersed length,L =

therefore

Actual area of dispersion=B*L

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 3: IRC CLASS 70R - WHEELED VEHICLE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

OVERLAPPING WILL OCCUR

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 4: IRC CLASS A VEHICLE-SINGLE LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

OVERLAPPING WILL OCCUR

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*L=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor =

Total Load =

Load intensity = (Total load/Actual area of dispersion)=

Load intensity after impact =

Case 5: IRC CLASS A VEHICLE - TWO LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 3,7 in the direction transverse of traffic direction=

Dispersed width of wheel 4,8 in the direction transverse of traffic direction =

Direction of Traffic

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

NOTE: Since wheels 1,2,5,6 are in the interior portion there is no need to check for overhanging length

Dispersed width of wheels 1,2,5,6 in direction transverse to traffic direction=

Actual width of dispersion,b=

Check for overlappig lane 1 and lane 2 vehicle

If 0.5*b > 0.5*C/C Distance between 2 vehicles there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*b >x then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Actual dispersed width for two lanes combined, (B)=

Dispersed width of wheels 3,4 in direction parallel to traffic direction,l=

Dispersed width of wheels 1,2 in direction parallel to traffic direction,l=

If 0.5*l > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

Actual dispersed length for two lanes combined, (L)=

Actual area of dispersion,A=B*L=

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor =

Total Load =

Load intensity = (Total load/Actual area of dispersion)=

Load intensity after impact =

Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T)

Live load intensity considered without impact factor=

Impact factor considered for Governing case=

Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T) (At Support)

Live load intensity considered without impact factor=

Impact factor considered for Governing case=

Braking force

Braking force is considered as per Cl.211.2 of IRC 6-2010

Note:The effect of Braking force is full for zero earth cushion and it is considered zero for earth cushion of 3, hence for earth cushin 0.6m effect of braking force is interpoated.

Loads

Class 70R -Tracked vehicle(70T) =

Class 70R -BOGIE LOAD(40T)=

Class 70R -Wheeled vehicle =

Class A load (1 lane)=

Class A load (2 lane)=

udl force on top slab due to Braking

Class 70R -Tracked vehicle(70T) =

Class 70R -BOGIE LOAD(40T)=

Class 70R -Wheeled vehicle =

Class A load (1 lane)=

Class A load (2 lane)=

Temprature Loads

Temperature Rise Forces

Coefficient of thermal expansion of concrete

Total

3.3.5 Temperature Fall Forces

Total

Shrinkage effect

Shrinkage strain shall be calculated as per cl 6.4.3.6 of IRC 12-2011 and the same shall be converted to equivalent temprature fall.

Shrikage strain, εcs=εcd+εca

where,

εcd-Drying shrinkage strain

εca-Autogeneous shrinkage strain

Autogeneous shrinakge strain at t day, εca(t) =ßas(t)*εca

εca for grade of concrete, M25=

(Refer table 6.6 of IRC 112)

Time considered for autogeneous shrinkage,t=

Factor ßas(t) at t days, ßas(t) = 1-exp(-0.2*Sqrt(t))

Autogeneous shrinakge strain at t days =

Final vaue of drying shrinkage strain

where,

Kh Coefficient depending on notional size h0

εcd Unrestrained drying shrinakge strain

Notional size, ho=2*Ac/u

Cross sectional area of culvert , Ac=

Perimeter of structure which is exposed to drying , u=

Notional size, ho=

therefore, Co-efficient Kh=

(Table 6.7 of IRC 112 -2011)

For reative humidity - 80% (refer DBR Cl 4.1 , Rev A)

Unrestrained drying shrinkage strain, εcd=

(Table 6.8 of IRC 112 -2011)

Final drying shrinkage strain, εcd(t)=ßds(t)*εcd *Kh

ßds(t,ts)=

(t-ts)+0.04*sqrt(h0)3

Age of concrete at the beginning of drying shrinakge,ts=

ßds (t,ts)=

Final drying shrinkage strain=

Total shrinakge strain =

Thermal coefficient of concrete =

Equivalent temprature fall for shirnkage strain=

Note:since soil fill is available,temprature effect and shrinakge effect is not considered in design

Check for base pressure

Total base area=

Pressure on bottom slab due to DL =

Pressure on bottom slab due to SIDL =

Pressure on base due to LL (IRC Class 70R-Wheeled Vehicle-B)=

Total Pressure on base slab =

Allowable bearing capacity =

Load Combination

Load Combination for limit state shall be as per annex B of IRC 6-2016. The following Limit statea are considered below.

1) Ultimate limit state - ULS

2) Serviceability limit state - SLS

Basic Combination

As per IRC6:2017, the load factors for varies load combinarion are as under

Ultimate limit state load combination shall be calculated as per table 3.2 of IRC 6-2017.

G1(live load leading)

G2(EP leading)

G2a(EP leading)

G3(LS on one side & LL leading)

G4(LS on one side & EP leading)

G2(EP leading)

G2a(EP leading)

G3(LS on one side & LL leading)

G4(LS on one side & EP leading)

ULS Load Combinations

G1(live load leading)

G1(live load leading)

G1(live load leading)

Maximum intensity on each members with factors

Top slab (udl on top slab)

side outer walls at top

side outer walls at Bottom

Bottom slab

Maximum intensity on each members without factors

Top slab (udl on top slab)

side walls at top

side walls at Bottom

Bottom slab

MOMENT CALCULATIONS

DL of the top slab

Total load intensity on the culvert

Therefore,

Total Design load on top slab

Number of such group provided

Weight of each wall

DL of the Bottom Slab slab

Upward soil reaction @ base (Base Pressure)

Lateral pressure

Lateral pressure owing to DL & LL

Lateral pressure owing to Soil

Lateral Intensity at top

Lateral Intensity at bottom

MOMENT CALCULATIONS

Relative stiffness of member are

Distribution factors are

DAD = DDA

DAB = DDC

Fixed end moments are

Moment distribution table

Joint member

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

For horizontal slab AB, carrying udl @

The vertical reactions @ A & B are

Similarly,

For bottom slab DC carrying udl @

The vertical reactions @ D & C are

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E =

Net B.M @ E =

For the critical condition

For the design

From B.M @ F=

Net bending moment @ F =

For vertical member AD, S.S B.M @ mid span is =

Net B.M =

Top slab Design

B.M @ centre

Bottom slab Design

B.M @ centre

Outer Side walls

B.M @ centre

Inner Side walls

B.M @ centre

MOMENT CALCULATIONS

DL of the top slab

Total load intensity on the culvert

Therefore,

Total Design load on top slab

Number of such group provided

Weight of each wall

DL of the Bottom Slab slab

Upward soil reaction @ base (Base Pressure)

Lateral pressure

Lateral pressure owing to DL & LL

Lateral pressure owing to Soil

Lateral Intensity at top

Lateral Intensity at bottom

UNFACTORED MOMENT CALCULATIONS

Relative stiffness of member are

Distribution factors are

DAD = DDA

DAB = DDC

Fixed end moments are

Moment distribution table

Joint member

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

For horizontal slab AB, carrying udl @

The vertical reactions @ A & B are

Similarly,

For bottom slab DC carrying udl @

The vertical reactions @ D & C are

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E =

Net B.M @ E =

For the critical condition

For the design

From B.M @ F=

Net bending moment @ F =

For vertical member AD, S.S B.M @ mid span is =

Net B.M =

Top slab Design

B.M @ centre

Bottom slab Design

B.M @ centre

Side walls

B.M @ centre

Inner Side walls

B.M @ centre

DESIGN DATA

1.Dimensions

Number of Cells

Number of cells considerd in group

Number of such group provided

Clear span=

Clear height=

Top Slab Thickness=

Bottom Slab thickness=

Side outer wall thickness=

Side inner wall thickness=

Height of fill (for live load dispersion)=

Height of fill (for SIDL, Earth pressure calculation)=

Top and Bottom haunch=

Width of carriage way=

Total width=

Total Height=

C/C width=

C/C height=

Extra Offset width for Bottom Slab=

2.Material

CONCRETE

Grade of concrete =

Characteristic Strength, fck=

Modulus of Elasticity =

Poissons ratio=

Co-efficient of Thermal Expansion=

Weight Density=

STEEL

Grade of steel=

Characteristic strength, fy=

Modulus of Elasticity=

Angle of internal friciton=

Unit weight of soil fill material=

Height of soil above box culvert=

WEARING COAT

Thickness of wearing coat=

Thickness of road crust(conservatively totaol fill ht considered)

Wearing coat thickness(future overlaying)=

Weight Density=

Modelling of structure

Box culvert is modelled as line model shown in figure below; It is analysed in the STAAD pro and 1m strip of the box culvert is considered for the modelling.Bottom Slab is divided into Equal parts and spring support is provided at the base and soil Sping stiffness is calculated as per "Foundation Analysis and design" by Joseph E. Bowles.

Property calculations

Width considered for the model (1m strip)=

a. Base slab

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

b. Top slab

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

c. Wall

Area of cross section=

Moment of Inertia, Izz=

Moment of Inertia, Iyy=

d. Haunch

Area of cross section=

e. Concrete Crash Barrier/Railing

Area of cross section=

Refer "Foundation Analysis and Design" by Joseph E. Bowles

Modulus of subgrade reaction, Ks=

where,

SF= Factor of safety (as per IRC 78-2000, Cl 706.3.1.1)=

qa=Allowable Bearing Capacity (SBC)=

Modulus of subgrade reaction, Ks=

Bottom Slab divided into=

Length of one division of bottom slab=

Stiffness at Outer support(Type-1)=

Stiffness at interior support(Type-2)=

Load Calculation

The design loading for the bridge has been considered in accordance with IRC:6-2016 (Load and Stresses) so as to sustain the most critical comnination of various loads, forces and Stresses

Self weight of the Top slab=

Self wt. of the bottom slab=

Self weight of the side slab=

Self weight of the side slab=

Self weight of hunches=

Conservatively total fill height is considered as road crust including wearing coat.

Density of wearing coat considered for road crust=

Load due to WC =

Weight of Crash Barrier/railing=

Since the side walls are effectively restrained against movement, At rest earth pressure is considered for design. Co-effecident of earth pressure at rest (ko) is calculated as per below formula (Jaky's equation)

Co-efficient of Earth pressure at rest, ko=

Co-efficient of active earth pressure, ka=

a. Lateral Earth Pressure at Rest

Earth Pressure at top=

Earth Pressure at bottom=

b. Lateral Earth pressure Active earth pressure condition

Earth Pressure @ top=

Earth Pressure @ bottom=

Live load surcharge of 1.2m ht fill considered as per Cl 214.1 of IRC 6-2017.

Surcharge Live Load for EP leading =

Surcharge Live Load(1.2m earth filling) =

Surcharge Live Load for LL leading =

Surcharge Live Load(1.2m earth filling) =

Calculation of effective width of loading

Live Load dispersion has been considered for design as per ANNEX B-3 of IRC 112-2011.

The following Live Load are considered for design

CASE 2a:

The dispersion of loads through fills and wearing coat shall be assumed at 45 degree both along transverse and longitudinal direction.

Note: IRC CLASS A- Three lane and IRC CLASS A+ IRC 70R are not governing the design, hence not presented in design note.

Case 1: IRC CLASS 70R- Track Laod 70T

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > 0.5*(C+Kerb width) then there will be

THERE IS OVER-HANGING

Length of overhanging =

So, the actual dispersed width (B) =

Dispersed length in the direction parallel of traffic direction (L)=

Actual area of dispersion=L*B=

As per IRC-6-2016, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2016

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 2: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

THERE IS NO OVERLAPPING

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 2 a: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T) (At support)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width pf the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

Since the load W1 and W2 placed unsymmetry about the span, the distance of the load from the nearest support X1 and X2 is calculated separately for W1 and W2

For k value

Interpolation

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

therefore,

beff= min of beff1 & beff2

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Actual dispersed width (B) =

Dispersed width of wheel 1,3 in the direction parallel of traffic direction. i.e.Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed width of wheel 2,4 in the direction parallel of traffic direction =

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

Actual dispersed length,L =

therefore

Actual area of dispersion=B*L

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 3: IRC CLASS 70R - WHEELED VEHICLE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

OVERLAPPING WILL OCCUR

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor =

Total Load =

Load intensity = (Total load/Actaul area of dispersion)=

Load intensity after impact =

Case 4: IRC CLASS A VEHICLE-SINGLE LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 1 in the direction transverse of traffic direction=

Dispersed width of wheel 2 in the direction transverse of traffic direction =

Direction of Traffic

Width of carriage way=

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS OVER-HANGING

Length of overhanging =

Impact factor

Actual Dispersed width,B =

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L

L=Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L =

OVERLAPPING WILL OCCUR

Length of overlap =

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*L=

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor =

Total Load =

Load intensity = (Total load/Actual area of dispersion)=

Load intensity after impact =

Case 5: IRC CLASS A VEHICLE - TWO LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes=

Dispersed width of wheel 3,7 in the direction transverse of traffic direction=

Dispersed width of wheel 4,8 in the direction transverse of traffic direction =

Direction of Traffic

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) =

for continuous type,

As per IRC: 112-2011, Annexure B-3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

NOTE: Since wheels 1,2,5,6 are in the interior portion there is no need to check for overhanging length

Dispersed width of wheels 1,2,5,6 in direction transverse to traffic direction=

Actual width of dispersion,b=

Check for overlappig lane 1 and lane 2 vehicle

If 0.5*b > 0.5*C/C Distance between 2 vehicles there will be Overlap

THERE IS NO OVERLAPPING

Length of overlap =

If 0.5*b >x then there will be Over hanging portion

THERE IS NO OVER-HANGING

Length of overhanging =

Actual dispersed width for two lanes combined, (B)=

Dispersed width of wheels 3,4 in direction parallel to traffic direction,l=

Dispersed width of wheels 1,2 in direction parallel to traffic direction,l=

If 0.5*l > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR

Length of overlap =

Actual dispersed length for two lanes combined, (L)=

Actual area of dispersion,A=B*L=

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor =

Total Load =

Load intensity = (Total load/Actual area of dispersion)=

Load intensity after impact =

Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T)

Live load intensity considered without impact factor=

Impact factor considered for Governing case=

Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T) (At Support)

Live load intensity considered without impact factor=

Impact factor considered for Governing case=

Braking force

Braking force is considered as per Cl.211.2 of IRC 6-2010

Note:The effect of Braking force is full for zero earth cushion and it is considered zero for earth cushion of 3, hence for earth cushin 0.6m effect of braking force is interpoated.

Loads

Class 70R -Tracked vehicle(70T) =

Class 70R -BOGIE LOAD(40T)=

Class 70R -Wheeled vehicle =

Class A load (1 lane)=

Class A load (2 lane)=

udl force on top slab due to Braking

Class 70R -Tracked vehicle(70T) =

Class 70R -BOGIE LOAD(40T)=

Class 70R -Wheeled vehicle =

Class A load (1 lane)=

Class A load (2 lane)=

Temprature Loads

Temperature Rise Forces

Coefficient of thermal expansion of concrete

Total

3.3.5 Temperature Fall Forces

Total

Shrinkage effect

Shrinkage strain shall be calculated as per cl 6.4.3.6 of IRC 12-2011 and the same shall be converted to equivalent temprature fall.

Shrikage strain, εcs=εcd+εca

where,

εcd-Drying shrinkage strain

εca-Autogeneous shrinkage strain

Autogeneous shrinakge strain at t day, εca(t) =ßas(t)*εca

εca for grade of concrete, M25=

(Refer table 6.6 of IRC 112)

Time considered for autogeneous shrinkage,t=

Factor ßas(t) at t days, ßas(t) = 1-exp(-0.2*Sqrt(t))

Autogeneous shrinakge strain at t days =

Final vaue of drying shrinkage strain

where,

Kh Coefficient depending on notional size h0

εcd Unrestrained drying shrinakge strain

Notional size, ho=2*Ac/u

Cross sectional area of culvert , Ac=

Perimeter of structure which is exposed to drying , u=

Notional size, ho=

therefore, Co-efficient Kh=

(Table 6.7 of IRC 112 -2011)

For reative humidity - 80% (refer DBR Cl 4.1 , Rev A)

Unrestrained drying shrinkage strain, εcd=

(Table 6.8 of IRC 112 -2011)

Final drying shrinkage strain, εcd(t)=ßds(t)*εcd *Kh

ßds(t,ts)=

(t-ts)+0.04*sqrt(h0)3

Age of concrete at the beginning of drying shrinakge,ts=

ßds (t,ts)=

Final drying shrinkage strain=

Total shrinakge strain =

Thermal coefficient of concrete =

Equivalent temprature fall for shirnkage strain=

Note:since soil fill is available,temprature effect and shrinakge effect is not considered in design

Check for base pressure

Total base area=

Pressure on bottom slab due to DL =

Pressure on bottom slab due to SIDL =

Pressure on base due to LL (IRC Class 70R-Wheeled Vehicle-B)=

Total Pressure on base slab =

Allowable bearing capacity =

Load Combination

Load Combination for limit state shall be as per annex B of IRC 6-2016. The following Limit statea are considered below.

1) Ultimate limit state - ULS

2) Serviceability limit state - SLS

Basic Combination

As per IRC6:2017, the load factors for varies load combinarion are as under

Ultimate limit state load combination shall be calculated as per table 3.2 of IRC 6-2017.

G1(live load leading)

G2(EP leading)

G2a(EP leading)

G3(LS on one side & LL leading)

G4(LS on one side & EP leading)

G2(EP leading)

G2a(EP leading)

G3(LS on one side & LL leading)

G4(LS on one side & EP leading)

ULS Load Combinations

G1(live load leading)

G1(live load leading)

G1(live load leading)

Maximum intensity on each members with factors

Top slab (udl on top slab)

side outer walls at top

side outer walls at Bottom

Bottom slab

Maximum intensity on each members without factors

Top slab (udl on top slab)

side walls at top

side walls at Bottom

Bottom slab

MOMENT CALCULATIONS

DL of the top slab

Total load intensity on the culvert

Therefore,

Total Design load on top slab

Number of such group provided

Weight of each wall

DL of the Bottom Slab slab

Upward soil reaction @ base (Base Pressure)

Lateral pressure

Lateral pressure owing to DL & LL

Lateral pressure owing to Soil

Lateral Intensity at top

Lateral Intensity at bottom

MOMENT CALCULATIONS

Relative stiffness of member are

Distribution factors are

DAD = DDA

DAB = DDC

Fixed end moments are

Moment distribution table

Joint member

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

For horizontal slab AB, carrying udl @

The vertical reactions @ A & B are

Similarly,

For bottom slab DC carrying udl @

The vertical reactions @ D & C are

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E =

Net B.M @ E =

For the critical condition

For the design

From B.M @ F=

Net bending moment @ F =

For vertical member AD, S.S B.M @ mid span is =

Net B.M =

Top slab Design

B.M @ centre

Bottom slab Design

B.M @ centre

Outer Side walls

B.M @ centre

Inner Side walls

B.M @ centre

MOMENT CALCULATIONS

DL of the top slab

Total load intensity on the culvert

Therefore,

Total Design load on top slab

Number of such group provided

Weight of each wall

DL of the Bottom Slab slab

Upward soil reaction @ base (Base Pressure)

Lateral pressure

Lateral pressure owing to DL & LL

Lateral pressure owing to Soil

Lateral Intensity at top

Lateral Intensity at bottom

UNFACTORED MOMENT CALCULATIONS

Relative stiffness of member are

Distribution factors are

DAD = DDA

DAB = DDC

Fixed end moments are

Moment distribution table

Joint member

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

Balance

Carry over

For horizontal slab AB, carrying udl @

The vertical reactions @ A & B are

Similarly,

For bottom slab DC carrying udl @

The vertical reactions @ D & C are

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E =

Net B.M @ E =

For the critical condition

For the design

From B.M @ F=

Net bending moment @ F =

For vertical member AD, S.S B.M @ mid span is =

Net B.M =

Top slab Design

B.M @ centre

Bottom slab Design

B.M @ centre

Side walls

B.M @ centre

Inner Side walls

B.M @ centre

REINFORCEMENT FOR TOP SLAB

DESIGN PARAMETERS

Grade of concrete

Grade of steel

Tensile strength of concrete

Partial safty factor for concrete for basic & seismic comb.

Partial safty factor for reinforcement

Design compressive strength of concrete

Factor CI 6.4.2.8 of IRC 112-2011

Design compressive strength of steel

Design compressive strength of concrete

Secant modulus elasticity of concrete

Elastic modulus of steel

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011

Ultimate tensile strain in steel

Factor CI A2.9 of IRC 112-2011

Factor CI A2.9 of IRC 112-2011

limiting neutral axia to depth ratio =

Xu, max

Limiting Moment Of Resistence Ru=

DESIGN OF TOP SLAB

Clear cover to main reinforcement

Overall depth provided at mid span

Overall depth provided at support

Effective depth provided at mid span

Effective depth provided at support

Grade of concrete=

Grade of steel=

Limiting Moment Of Resistence Ru=

Max support bending moment

Effective depth required

Effective depth available

Max midspan bending moment

Effective depth required

Effective depth available

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section

Area of steel required

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 0 mm bars at 200 mm c/c For Top extra at support

Provide 16 mm bars at 150 mm c/c for Top full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section =

Area of steel required =

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 20 mm bars at 125 mm c/c For Bottom full length

Provide 0 mm bars at 200 mm c/c for Bottom extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 160 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force =

C/s area Ac =

Concrete comp fcd=

VRD,C MIN=

So VRD,C=

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab=

Effective span=

Effective depth of slab=

Moment of Inertia=

Elastic modulus of steel

Actual Deflection=

Alloweble Deflection=

Satisfies deflection Criterion

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination=

Allowable compressive stress in concrete under quai permanent loads =

Allowable tensile stress in reinforcement=

Check for Stress at maximum sagging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure=

Check for crackwidth at maximun sagging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

REINFORCEMENT FOR BOTTOM SLAB

DESIGN PARAMETERS

Grade of concrete

Grade of steel

Tensile strength of concrete

Partial safty factor for concrete for basic & seismic comb.

Partial safty factor for reinforcement

Design compressive strength of concrete

Factor CI 6.4.2.8 of IRC 112-2011

Design compressive strength of steel

Design compressive strength of concrete

Secant modulus elasticity of concrete

Elastic modulus of steel

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011

Ultimate tensile strain in steel

Factor CI A2.9 of IRC 112-2011

Factor CI A2.9 of IRC 112-2011

limiting neutral axia to depth ratio =

Xu, max

Limiting Moment Of Resistence Ru=

DESIGN OF BOTTOM SLAB

Clear cover to main reinforcement

Overall depth provided at mid span

Overall depth provided at support

Effective depth provided at mid span

Effective depth provided at support

Grade of concrete=

Grade of steel=

Limiting Moment Of Resistence Ru=

Max support bending moment

Effective depth required

Effective depth available

Max midspan bending moment

Effective depth required

Effective depth available

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section

Area of steel required

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 0 mm bars at 200 mm c/c For Bottom extra at support

Provide 16 mm bars at 125 mm c/c for bottom full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section =

Area of steel required =

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 20 mm bars at 125 mm c/c For Top full length

Provide 0 mm bars at 125 mm c/c for Top extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 160 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force =

C/s area Ac =

Concrete comp fcd=

VRD,C MIN=

So VRD,C=

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab=

Effective span=

Effective depth of slab=

Moment of Inertia=

Elastic modulus of steel

Actual Deflection=

Alloweble Deflection=

Satisfies deflection Criterion

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination=

Allowable compressive stress in concrete under quai permanent loads =

Allowable tensile stress in reinforcement=

Check for Stress at maximum sagging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

Over stressed

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure=

Check for crackwidth at maximun sagging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

REINFORCEMENT FOR OUTER SIDE WALLS

DESIGN PARAMETERS

Grade of concrete

Grade of steel

Tensile strength of concrete

Partial safty factor for concrete for basic & seismic comb.

Partial safty factor for reinforcement

Design compressive strength of concrete

Factor CI 6.4.2.8 of IRC 112-2011

Design compressive strength of steel

Design compressive strength of concrete

Secant modulus elasticity of concrete

Elastic modulus of steel

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011

Ultimate tensile strain in steel

Factor CI A2.9 of IRC 112-2011

Factor CI A2.9 of IRC 112-2011

limiting neutral axia to depth ratio =

Xu, max

Limiting Moment Of Resistence Ru=

DESIGN OF SIDE WALLS

Clear cover to main reinforcement

Overall depth provided at mid span

Overall depth provided at support

Effective depth provided at mid span

Effective depth provided at support

Grade of concrete=

Grade of steel=

Limiting Moment Of Resistence Ru=

Max support bending moment

Effective depth required

Effective depth available

Max midspan bending moment

Effective depth required

Effective depth available

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section

Area of steel required

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 0 mm bars at 200 mm c/c For extra at support

Provide 16 mm bars at 125 mm c/c for Outer side full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section =

Area of steel required =

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf

Max area of reinf

Distribution of steel

Spacing of Bar

Area of Steel Provided

Total Area of Steel Provided=

Provide 16 mm bars at 125 mm c/c For outer side wall full length

Provide 0 mm bars at 200 mm c/c for Bottom extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1

Diameter of Secondary Reinforcement

Area of reinforcement

Maximum spacing of distribution reinforcement

Spacing of reinforcement provided

Area of steel reinforcement provided

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force =

C/s area Ac =

Concrete comp fcd=

VRD,C MIN=

So VRD,C=

Shear Reinforcement Not Required

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination=

Allowable compressive stress in concrete under quai permanent loads =

Allowable tensile stress in reinforcement=

Check for Stress at maximum sagging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Sagging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment

Stress calculation for short term effect

Notinal size=

Creep coefficient at 28 days=

Depth of Neutral axis=

Second moment of area=

Secant modulus elasticity of concrete

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis=

Second moment of area=

long term modulus elasticity of concrete=

Elastic modulus of steel

Effective depth available

Unfactored Hogging Moment

The depth of concrete in compression is=

The cracked second moment of area in steel units is=

The concrete stress at the top of the section is =

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is =

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure=

Check for crackwidth at maximun sagging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete=

Depth of neutral axis=

Effective heigth of concrete in tension=

Area of concrete effective in tension=

Modular ratio=

Factor dependent on duration of load=

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain

Diameter of reinforcement bar 1

Number of bar 1 per m width

Diameter of reinforcement bar 2

Number of bar 2 per m width

Equivalent diameter of reinforcement

factor

maximum crack spacing=

minimum value of reinfocement stress

εsm-εcm

Maximum Crack width,wk=

Crack width is within the permissible limit.

Inner Face of Side wall

Bending Moment on Inner face is not present, hence minimum Reinforcement Provided

On inner face of side wall

Clause 16.5.1.1 of IRC 112-2011

Clear cover to Reinforcement on inner face

Effective Depth

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd

Diameter of reinforcement

Area of reinforcement

Spacing of reinforcement

Area of reinforcement provided

Provide 16 mm bars at 150 mm c/c at Inner face of Vertical Wall