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| 1 | Clearing and grubbing road land including uprooting rank vegetation, grass, bushes, shrubs, saplings and trees girth up to 150 mm, removal of stumps of trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned. |
| 2 | CARRIAGE OF MATERIALS |
| 3 | By Mechanical Transport including loading,unloading and stacking |
| 4 | Earth - 3km |
| 5 | Embankment and subgrade construction: Preparation and consolidation of subgrade with power road roller of 8 to 12 tonne capacity after material placement, compacting (at maximum dry density meeting 10% CBR condition) and dressing to camber of 2.5%. In case if the material obtained from borrow pits, including compensation of earth with all lead and lift transporting to site, spreading to required slope and compaction. Subgrade of minimum 500 mm thickness at the top of the embankment. Note: Verify compaction density to determine whether the prepared subgrade is meeting CBR 10% condition through field testings. |
| 6 | Installation of Earth pressure cells, moisture sensors and inclinometer casings at appropirate locations as mentioned in the drawing. A wait period of 6 hours is required after the sensor installation before commencing with the next layer preparation (A detailed installation procedure is attached in Annexure A). Transportation of Geosynthetics material from the PG shed lab / Civil Engineering Department, IITH (within the Institute) to the construction site (TRIHUB, near TIHAN, IITH). Laying of Geosynthetics: (Incase of Drainage Geocomposites) Laying of drainage geocomposites made by high-density polyethene geonets (three variants) embedded with geotextiles at the top of the compacted subgrade. Geomposites are of two lengths 2 m and 4 m. The 4 m length geocomposies shall be laid as such, there is no requirement of overlap. However, a 150 mm overlap is required for drainage geocomposites of 2 m length. (Note: The section width is 3.5 m). A simpler installation procedure with a sketch is provided in the remarks section. Laying of Geosynthetics: (Incase of Geogrids) Laying of PP/PET Geogrids (as per the sectional drawings) at the top of the compacted subgrade. Geogrids are of 4 m or 5 m in length (Note: The section width is 3.5 m). Henceforth, there is no requirement of overlay. The geogrids shall be rolled as such. |
| 7 | Construction of granular subbase by providing close graded Material conforming to MoRTH 2013 specifications, mixing in a mechanical mix plant at OMC, carriage of mixed material by tippers to work site, for all leads & lifts, spreading in uniform layers of specified thickness with motor grader on prepared subgrade surface/geosynthetics laid and compacting with vibratory power roller to achieve the desired density (as per clause 401 of MoRTH specifications) and directions of Engineer-in-Charge. With material conforming to Grade-II (size range 75 mm to 0.075 mm) of Table 400-1 of MoRTH 2013 (5th Revision). A camber of 2.5% shall be maintained throughout. |
| 8 | Supply and installation of half-cut PVC pipes are required just beneath the drainage geocomposites or at the top of the subgrade, at the end of 10 sections (sections where 9 drainage geocomposites and 1 control section is prepared). And placing an 80 litre PVC or metal drum at the end of each section where drainage geocomposite is placed and 1 at the control section. Total number of sections= 10 (9 sections with drainage geocomposites + 1 unreinforced or control section). |
| 9 | Providing, laying, and compacting a Fly Ash–Geopolymer Stabilised Base (GBS) layer over the prepared sub-base by on-site mixing, spreading, and compaction using approved materials and procedures. The stabilized mix shall be prepared using fly ash (Class F) and aggregates, such as shale and construction and demolition waste, which will be provided by us. A liquid alkaline activator solution (a blend of sodium hydroxide and sodium silicate) will serve as the binding medium, prepared and supplied by us. The dry constituents shall be mixed, and the geopolymer activator solution shall be added to the uniform dry mix thoroughly using a concrete mixer until a consistent mix is obtained. The mixture shall then be spread in uniform layers and compacted using a vibratory roller to achieve the specified density and surface finish. Curing shall be performed using the ponding method for a minimum of 7 days to enable geopolymerization. The thickness of the layer shall conform to the approved design (typically 150 mm thick ). |
| 10 | Providing and laying a Crack Relief Layer (CRL) consisting of compacting stone aggregates of specific sizes to compacted thicknesses of Wet Mix Macadam (WMM) of 100 mm thickness over the geopolymer base layer.The material shall be clean, non-plastic, and free from deleterious matter. The CRL acts as a stress-absorbing interlayer between the rigid geopolymer base and flexible bituminous surfacing.It shall be spread uniformly and compacted lightly using a roller to achieve a firm but unbound surface. |
| 11 | Laying of Geosynthetics: (Incase of Geogrids) Laying of PP/PET Geogrids (as per the sectional drawings) at the top of the compacted GSB layers. Geogrids are of 4 m or 5 m in length (Note: The section width is 3.5 m). Henceforth, there is no requirement of overlay. The geogrids shall be rolled as such. |
| 12 | Providing, laying, spreading and compacting graded stone aggregate (size range 53 mm to 0.075 mm ) to wet mix macadam (WMM) specification (as mentioned in Table 400-13 of MoRTH (2013) specifications) including premixing the material with water at OMC in mechanical mix plant, carriage of mixed material by tipper to site, for all leads & lifts, laying in uniform layers with mechanical paver finisher on well prepared subbase surface and compacting with vibratory roller of 8 to 10 tonne capacity to achieve the desired density (as per technical clause 406 of MoRTH (2013) specifications), complete as per specifications and directions of Engineer-inCharge. A camber of 2.5% shall be maintained throughout. |
| 13 | Providing and applying prime coat with low-viscosity liquid bituminous material on a prepared granular/stabilized surface as per Clause 501.8 of MoRTH Specifications, using cationic bitumen emulsion SS-1 conforming to IS:8887 or medium-curing cutback bitumen conforming to IS:217. The work includes cleaning the WMM surface to remove dust and foreign material and uniformly spraying the primer at the rate of 0.7–1.0 kg/m², complete as directed. Prime coat application is mandatory for all sections and shall be provided at the top of base layer before reinforcement and required whenever rapid 50 reinforcement material (Asphalt Section) is there. |
| 14 | Providing and applying tack coat with VG-30 bitumen, heated and applied using a bitumen pressure distributor on the prepared granular or bituminous surface cleaned with a mechanical broom, all in accordance with Clause 503 of the MoRTH Specifications. The rate of application shall be 0.3 kg/m² for all sections where asphalt reinforcement is not provided, and 1.0 kg/m² for sections where asphalt reinforcement is provided. Tack coat shall be applied at all required interfaces including the DBM–BC interface, between DBM layers where interlayer bonding is required, on any primed granular surface, and specifically in all asphalt reinforcement sections where PET grid or CG-50 composite reinforcement is installed. Even at the Base DBM interface, tack coat has to be applied wherever reinforcement is provided to ensure proper bonding. |
| 15 | Laying of Geosynthetics: (In case of Asphalt Geogrids) The asphalt geogrids (of width 1 m, 1.5 m and 3.5 m) reinforcement shall be placed with the nonwoven side facing down to absorb tack coat and ensure full contact with the base layer. Overlaps shall be maintained at 150 mm for roll joints (shingled in paving direction) and 50 mm for longitudinal joints. Installation of Asphalt Strain Gauge at the bottom of the DBM First Layer in the presence of technical staff. For Asphalt Reinforced Section reinforcement zone is DBM-Base Interface and DBM Interlayered. |
| 16 | Providing and laying hot mix laid Compacted Dense Bituminous Macadam (DBM) as a single or double layer as per the requirement of the sections. Incase of DBM layer two layers for asphalt reinforcement section (50 mm for DBM First Layer and 50 mm for DBM Second Layer) as specified in the drawing with minimum of 4.5% bitumen content by weight of total mix on prepared surface with specified graded crushed aggregate for the base/binding course including loading of aggregate with front edge loader, heating of stone aggregate and bitumen and mixing in modern drum type Hot mix plant transporting the mixed material from tipper to paver and laying the mixed material with sensor paver finisher to the required grade, level and camber, rolling by power roller and vibratory roller to achieve the desired density (with a bitumen of VG-30 grade) (including Tack coat) Refer to MORT&H Specification for Road & Bridge Work (Fifth Revision). Specification No. 101 to 121 / Page No. 3 to 31, Specification No. 501 / Page No. 139 to 155, Specification No. 503 / Page No. 157 to 160, Specification No. 504 / Page No. 160 to 164, Specification No. 900 / Page No. 337 to 343. |
| 17 | Providing and laying Bituminous Concrete (BC) to 25/30/40/45mm thick using 0.13 cum of 19.00- 9.50mm, 0.17 cum of 9.50-2.36mm and 0.26 cum of 2.36 and below with 50.30kgs of VG30 bitumen with minimum of 5.4% bitumen content for premixing per 10sqm including cost and conveyance of all materials to CMP site, heating the bitumen and aggregate to required temperature and mixing them in required temperature in central hot mix plant 20-30 ton capacity, conveying the mix by tipper trucks to paver site, spreading the mix to uniform thickness of 40mm with mechanical paver to the specified grades and cross sections and consolidated by 8-10 tonne Vibratory to the required density etc., including labour for attending to paver to site etc., including hire charges and fuel charges for 20-30 t CMP with bitumen boiler, tipper trucks, Paver Finisher, Vibratory roller and all other tools and plant required, including fuel and all other incidental charges etc., complete as per specification using CMP as per clause 507 of MORTH Rev-5 |
| 18 | Providing and Installation Earth pressure cells, 300 kPa diaphragm type, 11.0 m length cables - 6 nos, and Providing and Installation Asphalt strain gauges, gauge length, 100mm, capacity: +/- 5000 micro strains, temperature range 20 to 180 degrees, 10 m cable length, all complete as per the directions of Engineer in Charge Please Enable Macros to View BoQ information |
