NIT 1198 Construction& Maintenanc Road Under MMGSVY PKG No MMGSY-BSP-18, District-Bilaspur

Name of road :- #REF! T05 To Lohadiya

Length of road:- #REF! Km

District :- #REF!

Sakari Pendri road

Kathakoni Sagar Road

Chhattisgarh Rural Road Devlopment Agency

Project Implimentation Unit - Bilaspur

District - Bilaspur (C.G.)

Detailed Project Report

Road Proposed in PMGSY-III Year 2019-20

1. Name of Road - Rajpur Sidhbaba road

2. Block - Thakatpur

3. Length of Road - Km

4. Cost of Project - Lakhs

Consultant Executive Engineer

NAME OF ROAD Bansjor Gwarghotri To Semipali khurd

LENGTH OF ROAD 1.86 Km BT(Km) 1.02 CC(Km) 0.84

BLOCK :- Dharamjaygarh DISTRICT:- Raigarh

Flexible Cost 48.13 Lakhs

Rigid Pavement Cost 50.10 Lakhs

Cost Of CD Work 6.93 Lakhs

Protection Works 0.00 Lakhs

Total construction Cost 105.16 Lakhs 431.000

Total Maintenance. Cost 7.63 Lakhs

GST Cost (18%) 16.21 Lakhs

1% Contengency 0.82 Lakhs 510.42

MGNREGA Cost 0.00 Lakhs

DPR Preparation & other work 0.00 Lakhs

Grand total Cost 129.82 Lakhs

GRAND TOTAL COST (Rs.) #VALUE! Lakhs

Executive Engineer

Rural Development Division,

CGRRDA , Raigarh

GENERAL ABSTRACT

Name Of Road :- Bansjor Gwarghotri To Semipali khurd

Vidhan Sabha :- B.T. 1.02 K.M.

Block:- Dharamjaygarh C.C 0.84 K.M.

Total Length:- 1.86KM Existing Road Length K.M.

S.No. Particular Of Work Quantity Unit Amount Per Km Cost (in lakhs) Remark

Part A MGNREGA Work cost 0.00

Part B Construction

1 Site Clearance & Setting Out 0.54

3 Profile Correction CUM

4 Subgrade 0.00 CUM 0.00

5 Other earth work item 0.00

6 Flexible Pavement (Crust & Shoulder) 1.02 KM 24.84

7 Rigid Pavement (Crust & Shoulder) 0.84 KM 36.37

8 Drain along with Flexible Pavement 0.27 KM 2.32

9 CC Drain along with Rigid Pavement 0.7 KM 6.00

Protection Cost

10 Retaining Wall 0.00 KM 0.00

11 Toe Wall 0.00 KM 0.00

12 Pitching ,etc 0.00 KM 0.00

13 Field Crossing 6 NO 1.80

14 Road Furniture 3.63

15 Speed Breakers

16 C.D. Work NO

I HPC 1 x 1000 mm dia 0 NO 0.00

II 1.50 mt Span Slab Culvert 1 NO 6.93

III 2.00 mt Span Slab Culvert 0 NO 0.00

IV 3.00 mt Span Slab Culvert 0 NO 0.00

V 4.00 mt Span Slab Culvert 0 NO 0.00

VI 5.00 mt Span Slab Culvert 0 NO 0.00

VII 6.00 mt Span Slab Culvert 0 NO 0.00

VIII 2x6.00 mt Span Slab Culvert 0 NO

Total-Cost of CD 6.93

(A) Cost of Part B 82.42

(B) 18 % GST On Cost of Part B 14.84

(C) Total Cost Part B 97.26

Part C Maintenance Part

(D) Maintenance For Five Year @ 4.10 lacs/km 7.63

(E) 18 % GST On Maintenance 1.37

(F) Maintenance Cost Including GST 9.00

Total Cost [Construction+Maintenance{ (C)+(F)}] 106.26

Part D DPR Consultancy charges,utility shifting & other Non SOR Item 0.00

Part E 1% Contigency only on cost part B(excluding GST) 0.82

Total Cost Of DPR {Part A+Part B+Part C+PartD+PartE} 107.08 57.57 Lakhs 533.16

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , CGRRDA , Raigarh CGRRDA , Raigarh Traffic Design Traffic Design

MUKHAYA MANTRI GRAM SADAK YOJANA

DETAILED COST ESTIMATE

Name of Road - Bansjor Gwarghotri To Semipali khurd

Length of Road:- 1.86 Km Dist. :- Raigarh

Block :- Dharamjaygarh

Sr. no SSR I.No. Description of Item No. Length Width Thicknes Qnty. Unit Rate(Rs) Amount

(A) Flexible Pavement

1 2.1 Setting out :- Setting out work complete wiyh construction of bench mark ( min 1 / km ), working bench mark ( min 4/km ) and near all bridges & CD works made of bricks/ stone masonary or concrete and reference pillars made of Precast concrete poles/ concrete filled 100 mmdia AC pipe @ 100 m interval of as required on both sides of the formation width , marking on central line , setting out curves and recording of central line levels and other required levels and distance etc. including setting out of CD & bridges with required reference pillars and marking etc. as directed by Engineer - in - charge 1 1.860 1.860 km 14968.00 27840.48

2 2.3 Clearing and grubbing road land including uprooting wild vegetation, grass, bushes, shrubs, saplings and trees of girth upto 300 mm, removal of stumps of such trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned, upto a lead of 1000 m including removal and disposal of top organic soil not exceeding 150 mm in thickness as per Technical Specification Clause 201.

(A) In area of non throny jungle 2 1860.00 1.00 3720.00 sqm 5.00 18600.00

3 2.2 Clearing Grass and Removal of Rubbish: Clearing grass and removal of rubbish up to a distance of 30 m outside the periphery of the area as per Technical Specification Clause 201. 2 1860.00 2.00 7440.00 sqm 1.00 7440.00

2 2.14 Removal of Telephone/Electric Poles and Lines Removal of telephone/electric poles with wires including excavation and dismantling of foundation concrete and lines under the supervision of concerned department, disposal with all lifts and upto a lead of 1000 m and stacking the serviceable and unserviceable material separately as per Technical Specification Clause 202. 0 0.00 Nos 20125.00 0.00

3.1 Scarifying Existing Granular Surface to a Depth of 50 mm Scarifying existing granular/bituminous surface to a depth of 50 mm and disposal of scarified material with a lift upto 3 m and leads upto 1000 m as per Technical Specification Clause 301.4. ( Rd 2100 to 4100 m ) 2000 2.8 0 sqm 15.00 0.00

2 3.2 Compacting original ground / Existing Embankement (i)Compacting original ground supporting embankement/subgrade Loosing , levelling and compacting original ground supporting embankement / subgrade to facilitate placement of first layer of embankement , scarified to a depth of 150 mm mixed with water at OMC and then compacted by compacted by rolling to achieve minimum dry density as given in table 300.1 and 300.2 for embankement construction as per Technical Specification Clause 301.4.1 1020 8.78 0.15 0.00 Cum 21.00 0.00 2460

3 2.10(A) Removing all types of Hume pipes and stacking within a lead of 1000 m i/c Earthwork and Dismantling of masonary works as per Technical Specification clause 202 (A) Upto 600 mm dia Hume pipe - 7.5 0.0 Rmt 164.00 0.00

4 2.10 (B) (B) above 600 mm to 900 mm dia Hume pipe 7.5 0.0 Rmt 222.00 0.00

4 2.10 (C ) Removing all types of Hume pipes and stacking within a lead of 1000 m i/c Earthwork and Dismantling of masonary works as per Technical Specification clause 202(C) above 900 mm dia Hume pipe - Rd 203 , 371 7.5 0.0 Rmt 380.00 0.00

8 2.6 ( A) Dismentling of Structures Dismantling of Exisisting structure like culvert , bridges retaining walls and other structure comprising of masonry , cement concrete , wood work i/c T&P and scaffolding wherever necessary Sorting the dismantled material disposal of unserviceable material with all lifts and lead of 1000m as per Technical Specification clause 202

(A )Lime Concrete

2.6 (B) (B)Cement Concrete

2.6 (C) (C))Reinforced Cement Concrete

6 2.8(A) Dismentling of Stone masonary as per Technical Specification clause 202 Dismantling of Exisisting structure like culvert , bridges retaining walls and other structure comprising of stone masonry i/c of unserviceable material with all lifts and lead of 1000m as per Technical Specification clause 202 (A) Rubble Stone masonary in lime / cement/ mud mortar

Abutment 5.0 0.40 1.8 0.00

Abutment 7.5 0.80 3.0 0.00

Abutment 7.5 0.80 2.9 0.00

7 2.11 Dismantling of Cement Concrete Pavements Dismantling of cement concrete pavements and breaking to pieces not exceeding 0.02 cum in volume and stock piling at designated locations and disposal of dismantled materials upto a lead of 1000 m, stacking serviceable and unserviceable materials separately, as per Technical Specification Clause. 202 Rd 0 to 200 m & 2365 to 2600 435 3.5 0.15 0.00 cum 1680.00 0.00

3 3.5(i) Excavation in cutting in soil with lead upto 50m:--Excavation for roadway in soil for caryying of cut earth to embankment site with all lift and lead upto 50m as per technical specification clause no. 302.3

as per earth work calculation statement 0.00

For Field crossing - 300 mm dia. 10.00 0.80 0.8 0.00

For Field crossing - 600 mm dia. 10.00 1.10 1.2 0.00

8.3(iv) Earthwork in Hill Road

(iv) Excavation in Hilly Areas in Ordinary Rock by mechanicalmeans not requiring blasting Excavation in hilly area in ordinary rock not requiring blasting bymechanical means including cutting and trimming of slopes anddisposal of cut material with a lift upto 1.5 m and lead upto 20 mas per Clause 1603.2.( as per earth work calculation statement ) Cu.m 133.00 0.00

11 8.3(iv) Earthwork in Hill Road

(v) Excavation in Hilly Areas in Hard Rock requiring blasting A) Excavation in hilly areas in hard rock requiring blasting, bymechanical means, lift upto 1.5 m and disposal ofexcavated rock upto a lead of 20 m as per Clause 1603.2.( as per earth work calculation statement ) 0.00 cum 758.00 0.00

4 3.3(i) Construction of embankment with material obtained from roadway cutting:--a.Construction of embankment with approved materials deposited at site from roadway cutting and excavation from drain and foundation of other structures graded and compacted to meet requirement of Tables 300.1 and 300.2 as per Technical Specification Clause 301.5 ( as per earth work calculation statement ) Cu.m 55.00

9 3.4(i) Construction of embankment with approved material obtained from borrow pits, transporting to site, spreading, grading to required slope and compacting using Vibratory Roller to meet requirement of Tables 300.1 and 300.2 with a lead up to250 m as per Technical Specification Clause 301.5 ( As per eartwork calculation sheet ) As Per Earth Work Calculation ( - 0) 0.000 Cu.m 170.00 0.00 985.88

5 3.12(b) Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR not less than 10%) obtained from borrow pits with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1.

For Exi. CC Road Rd 2430 to 2540 m 0 0.9 0.2 0

6 3.12(a) Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR more than 7%) with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. 1020 0 0.00

Qty required in CC road section ( as per calculation sheet)

Earthen Shoulders side of GSB - avg width (2.365+2.065)/2= 2.215 m 2 1020 2.215 0.150 677.79

7 3.12(b) Construction of subgrade and earthen shoulders with approved material (Granular material having CBR not less than 10) obtained from borrow pits with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. Side of WMM & BT (170 mm) - avg width ( 1.875+2.215)/2= 2.045 m 2 1020 2.045 0.170 709.206 Cu.m 200.00 141841.20

6 3.8(i) Surface drain in soil- Construction of unlined surface drains of average cross section 0.4 sqm in soil to specified lines , grades , levels and dimension . Excavated material to be used in embankement with a lift upto 3 m and lead of 50 m ( average lead 25 m ) as per Technical Specification Clause 307 Rd 1320 to 1710 L/S & 1520 to 1860 R/S 1 730 730.00 Rmt 63.00 45990.00

7 4.1 (a) Granular Sub-base with Well Graded Material (CBR 20 or more) (Table 400.1) (a) Construction of granular sub-base by providing well graded material having CBR 20 or more, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory rollers of 80 to 100KN static weight to achieve the desired density, complete as per Technical Specification Clause 401. For Grading mentioned in table 400.1 (Grading III)

Deduct Exisisting WBM Rd 2100 to 4100 2000 2.8 0.15 0.00

Camber Correction 1660 1.5 0.05 0.00

Extra widening at Junction Rd 0 1 10 3.75 0.15 5.63

Extra widening at Junction Rd 1260m( 50 mt) 50 3.75 0.15 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 150 3.75 0.15 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 15 3.75 0.15 0.00

Extra Widining at Structure 1 6.15 2.95 0.150 2.72

For CC Road - Rd 1770 to 2120 m

Extra Widining ( As per Curve design ) 1 0.00 0.15 0.00

19 4.8 Wet Mix Macadam :- Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the material with water at OMC in mechanical mixer (Pug Mill), carriage of mixed material by tipper to site, laying in uniform layers in sub-base/base course on a well prepared sub-base and compacting with smooth wheel roller of 80 to 100kN weight to achieve the desired density including lighting, barricading and maintenance of diversion, etc as per Tables 400.11 & 400.12 and Technical Specification Clause 406.

Deduct Exisisting WBM Rd 2100 to 4100 0.15 0.000

Camber Correction 0.15 0.000

Extra widening at Junction Rd 0 1 10 3.75 0.15 5.625

Extra widening at Junction Rd 1260m( 50 mt) 0 50 3.75 0.15 0.000

Extra widening at Junction Rd 1540m ( 150 mt) 0 150 3.75 0.15 0.000

Extra widening at Junction Rd 1700m ( 15 mt) 0 15 3.75 0.15 0.000

Extra Widining at Structure 1 6 2.95 0.15 2.721

Extra Widining ( As per Curve design ) 1 0.00 0.15 0.000

8 4.7(2) WBM Grading 2:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading 2 as per Technical Specification Clause 405.Rd 0 to 1700 m 1 1020 3.85 0.00

Extra Widining at Structure 1 6.15 2.95 0.00

Extra widening at Junction Rd 0 1 10 3.75 0.00

Extra widening at Junction Rd 1260m( 50 mt) 0 50 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0 0.00

9 4.7(3) WBM Grading 3:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading 3 as per Technical Specification Clause 405.(Deduct if hand broken stone aggregates used Rs 200 / cum ) Rd 0 to 1700 m

Grading No. 3 material 53mm To 22.4mm 1 1020 3.75 0.00

Extra Widining at Structure 1 6.15 2.95 0.00

Extra widening at Junction Rd 0 1 10.0 3.75 0.00

Extra widening at Junction Rd 1260m( 50 mt) 0 50.0 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150.0 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15.0 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0.00

10 5.1 Prime coat Providing and applying primer coat with bitumen emulsion (SS-1) on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70-1.0 kg/sqm using mechanical means as per Technical Specification Clause 502Rd 1 1020 3.75 3825.00

Extra Widining at Structure 1 6.15 2.95 18.14

Extra widening at Junction Rd 0 1 10.0 3.75 37.50

Extra widening at Junction Rd 1260m( 50 mt) 0 50.0 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150.0 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15.0 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0.00

11 5.2(ii) Tack coat (ii)Providing and applying tack coat with Bitumen emulsion (RS-1) using emulsion distributor at the rate of 0.25 to 0.30 kg per sqm on the prepared dry and hungry bituminous surface cleaned with Hydraulic broom as per Technical Specification Clause 503. 1 1020 3.75 3825.00

Rd 200 to 320 m (over ext. CC Road ) 120 3.75 0.00

Extra Widining at Structure 1 6.15 2.95 18.14

Extra widening at Junction Rd 0 1 10 3.75 37.50

Extra widening at Junction Rd 1260m( 50 mt) 0 50 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0.00

12 5.3 (ii) 20 mm thick Open Graded Premix Carpet using Bituminious ( VG/modified bitumen) Binder Providing, laying and rolling of open-graded premix carpet of 20 mm thickness composed of 13.2 mm to 5.6 mm aggregates either using penetration grade bitumen/VG bitumen or emulsion to required line, grade and level to serve as wearing course on a previously prepared base, including mixing in a suitable plant, laying and rolling with a three wheel 80-100 kN static roller capacity, finished to required level and grades to be followed by seal coat of either Type A or Type B or Type C as per Technical Specification Clause 508. Viscocity grade (VG) Bitumen specification as per IS73:2006

Rd 200 to 320 m (over ext. CC Road ) 0 120 3.75 0.00

Extra Widining at Structure 1 6.15 2.95 18.14

Extra widening at Junction Rd 0 1 10 3.75 37.50

Extra widening at Junction Rd 1260m( 50 mt) 0 50 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0.00

13 5.5B(ii) Seal Coat Providing and laying Seal Coat sealing the voids in a bituminous surface laid to the specified levels, grade and cross fall using Type B as per Technical Specification Clause 510 Case II - Type B

Rd 200 to 320 m (over ext. CC Road ) 0 120 3.75 0.00

Extra Widining at Structure 1 6.15 2.95 18.14

Extra widening at Junction Rd 0 1 10 3.75 37.50

Extra widening at Junction Rd 1260m( 50 mt) 0 50 3.75 0.00

Extra widening at Junction Rd 1540m ( 150 mt) 0 150 3.75 0.00

Extra widening at Junction Rd 1700m ( 15 mt) 0 15 3.75 0.00

Extra Widining ( As per Curve design ) 1 0.00 0.00

16 6.5 Construction of Plain Cement Concrete Drain with P.C.C. grade M-15 including all shuttering/form work etc. complete as per drawings/technical specification and direction of engineer in charge.

For CC Drain along with Flexiable pavement (Rd 1050 to 1200 L/S & 1080 to 1200 R/S) 1 270 0.70 0.15 28.35

For CC Drain along with Flexiable pavement (Rd 1050 to 1200 L/S & 1080 to 1200 R/S) 2 270 0.40 0.15 32.40

Casing around pipe at Rd 1310 , 1428 , 1575 6.5 1.53 1.38 0.00

Deduction for pipe 6.5 0.785 1.5129 0.00

For Speed Breaker ( Detail estimate attech seperately ) Rd 520 , 580 m 0 no 22547.00 0.00

Total of (A) Flexible Pavement 2769217.11

( B) Rigid Pavement

1 4.1 (a) Granular Sub-base with Well Graded Material (CBR 20 or more) (Table 400.1) (a) Construction of granular sub-base by providing well graded material having CBR 20 or more, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory rollers of 80 to 100KN static weight to achieve the desired density, complete as per Technical Specification Clause 401. For Grading mentioned in table 400.1 (Grading III)

Approach at Rd1540 m 150 3.00 0.15 0.00

6.7 Cement Concrete cell fill Pavement Construction of un-reinforced, dowel jointed at expansion and construction joint only, plain cement concrete pavement, thickness as per design, over a prepared sub base, with 43 grade cement or any other type as per Clause 1501.2.2 M30 (Grade), coarse and fine aggregates conforming to IS:383, maximum size of coarse aggregate not exceeding 25 mm, mixed in a concrete mixer of not less than 0.2 cum capacity and appropriate weigh batcher using approved mix design, laid in approved fixed side formwork (steel channel, laying and fixing of 125 micron thick polythene film, wedges, steel plates including levelling the formwork as per drawing), spreading the concrete with shovels, rakes, compacted using needle, screed and plate vibrators and finished in continuous operation including provision of contraction and expansion, construction joints, applying debonding strips, primer, sealant, dowel bars, near approaches to bridge/culvert and construction joints, admixtures as approved, curing of concrete slabs for 14-days, using curing compound (where specified) and water finishing to lines and grade as per drawing and Technical Specification Clause 1501 Rd 2600 to 2770 170 3.75 0.10 0.00 cum 5836 0.00

13 6.1(ii) Cement Concrete Pavement (ii) Construction of un-reinforced, jointed at expansion and construction joint only, plain cement concrete pavement, thickness as per design, over a prepared sub base, with 43 grade cement or any other type as per Clause 1501.2.2 M30 (Grade), coarse and fine aggregates conforming to IS:383, maximum size of coarse aggregate not exceeding 25 mm, mixed in a concrete mixer of not less than 0.2 cum capacity and appropriate weigh batcher using approved mix design, laid in approved fixed side formwork (steel channel, laying and fixing of 125 micron thick polythene film, wedges, steel plates including leveling the formwork as per drawing), spreading the concrete with shovels, rakes, compacted using needle, screed and plate vibrators and finished in continuous operation including provision of contraction and expansion, construction joints, applying, primer, sealant, using curing compound (where specified) and water finishing to lines and grade as per drawing and Technical Specification Clause 1501.

Widening at junction at Rd 0 1 10 3.000 0.2 6.00

7.10 (ii) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203

P.C.C grade M 15(Nominal mix (1:2.5:5)

Side of CC road

14 3.12(b) Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR not less than 10%) obtained from borrow pits with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1.

15 6.5 Construction of Plain Cement Concrete Drain with P.C.C. grade M-15 including all shuttering/form work etc. complete as per drawings/technical specification and direction of engineer in charge.

For CC Drain along with Rigid pavement Rd 100 to 200 R/S & 300 to 600 both side 1 700 0.70 0.15 73.50

For CC Drain along with Rigid pavement Rd 100 to 200 R/S & 300 to 600 both side 2 700 0.40 0.15 84.00

Casing around pipe at Rd 1310 , 1428 , 1575 6.5 1.53 1.38 0.00

Deduction for pipe 6.5 0.785 1.5129 0.00

Total of ( B) Rigid Pavement 4237459.50

(C) Protection Work

14 7.1(I) Excavation for structuresas per drawing and technical specifications Clause 305.1 including seting out, construction of shoring and bracing, removal of stumps and othar deletercus material and dis posal upto a lead of 50m dressing of sides and bottom and backfilling in trenches with excavated suitable material .

Oridanary soil (i) upto 3 m depth

Retaining Wall ( 2425 to 2500 LHS & 2770 to 3000 LHS) 1 0.00 1.70 1.2 0.00

15 7.23(I) Backfilling behind abutment, wing wall and return wall complete as per drawings & technical specification Clause 1204.3.8 (I) Granular material

Side of retaning Retaining Wall (0.15+1.15)/2 = 0.65 m 1 0 0.650 3.00 0.00 Cum 732.00 0.00

16 7.10(i) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203 (i). P.C.C grade M 10 (Nominal mix 1:3:6)

Retaining Wall ( 2425 to 2500 LHS & 2770 to 3000 LHS) 1 0 1.70 0.20 0.00

17 7.10 (ii) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203

P.C.C grade M 15(Nominal mix (1:2.5:5)

Retaining Wall ( 2425 to 2500 LHS & 2770 to 3000 LHS)

Retaining Wall ( 2425 to 2500 LHS & 2770 to 3000 LHS) 1 0 0.90 3.0 0.00

Toe Wall (Rd 2180 to 2240m LHS )

Widening of Existing CC road from 3.0 m width to 3.75 m width Rd 200 to 320 m 0 0.375 0.2 0.00

2 10.5 Providing and laying pitching on slopes laid over prepared filter media as per drawing and technical specifications Clause 1302

28 7.31 Providing and laying cement concrete wearing courese M 30 grade including reinforcement complete as per drawing and technical specifications Clauses 800 and 1206.3 ( Rd 0 to 320 = 320 m ) 1 0.00 3.75 0.075 0.00 Cum 9091.00 0.00

6 7.41 (ii) Filler Joint II) Providing and fixing 20 mm thick premoulded joint filler in expansion joint complete as per drawing and technical specifications 0 8.10 0.00 Rmt 308.00 0.00

7 7.36 (i) P.C.C. M 15 ordinary grade (1:2.5:5) levelling course below approach slab complete as per drawing and technical specifications Clauses 800 and 1211 (i) Nominal mix (1:2.5:5) 2 0.00 6.70 0.15 0.00 Cum 3498.00 0.00

8 7.37 Reinforced Cement Concrete M 25 grade approach slab including reinforcement and formwork complete as per drawing and technical specifications Clauses 800 and 1211 2 0.00 6.70 0.2 0.00 Cum 10416.00 0.00

10 For Apron in existing CD ( Detail estimate attech seperately ) no 0.00

Total of (C) Protection Work 0.00

(D) Field Crossing

18 3.5(i) Excavation in cutting in soil with lead upto 50m:--Excavation for roadway in soil for caryying of cut earth to embankment site with all lift and lead upto 50m as per technical specification clause no. 302.3

For Field crossing - 300 mm dia. 0 7.50 0.80 0.8 0.00

for provided field crossing pipes(450 mm Dia) - 0 10 0.80 0.90 0.00

for provided field crossing pipes(600 mm Dia) 6 10 1.00 1.00 60.00

23 7.3(ii) Bedding for Causeway / pipes Type B (First Class) Bedding Laying (First Class) bedding on well compacted sand, moorum or approved granular material as per Clause 1105

for field crossing pipes (300 mm Dia) 0 7.50 0.70 0.15 0.00

for field crossing pipes (450 mm Dia) - 0 10.00 0.80 0.15 0.00

19 7.6(A) Providing and laying reinforced cement concrete pipe NP3 for culverts/Burried conduits on first class bedding of granular material including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets Clause 1106.

for field crossing pipes (300 mm Dia) 0 7.50 0.00 Rmt 1129.00 0.00

for field crossing pipes (450 mm Dia) - 0 10.00 0.00 Rmt 1961.00 0.00

Total of (D) Field Crossing 179580.00

(D) TRAFFIC SIGNS AND OTHER APPURTENANCES

20 9.2(A) Cautionary, mandatory, informatory direction and place identification sign boards. (A)Semi-Reflective Traffic signs upto 0.90 sqm Direction and place indentification signs up to 0.9 sqm size board Providing and erecting direction and place identifications of semi reflective sign boards as per IRC:67 made of 2 mm thick M.S. Sheet duly stove enameled paint in white colour in front and grey colour on back with red reflective border on back firmly fixed to the ground by means of properly designed foundations with M-15 grade cement concrete 450 mm x 450 mm x 600 mm, 600 mm below ground level as per approved drawing and Technical Specification Clause 1701 18 0.90 0.90 14.58 sqm 4729.00 68948.82

26 9.16 Providing and fixing LOGO BOARD Providing and fixing of typical PMGSY logo board as per MoRD specifications and drawings. 0.00 Each 6626.00 0.00

21 9.2(B) Semi-Reflective Traffic signs more than 0.90 sqm sign board Providing and erecting direction and place identification of semi reflective sign boards as per IRC-67 made of 2 mm thick M.S. Sheet duly stove enameled paint white colour in front and grey colour on back with reflective border of 70 of 3050 mm height duly strengthened by 25 mm x 5 mm MS flat iron on edges on back firmly fixed to the ground by means of properly designed foundations with M-15 grade cement concrete 450 mm x 450 mm x 600 mm, 600 mm below ground level as per approved drawing and Technical Specification Clause 1701 (Nabard Board) 4 1.20 1.00 4.80 sqm 4667.00 22401.60

18 9.8 Kilometre Stone Reinforced cement concrete M15 grade kilometre stone/local stone of standard design as per IRC:8 fixing in position including painting and printing, etc as per drawing and Technical Specification Clause 1703

(i) 5th Kilometre Stone (precast) 0 0 Each 3700.00 0.00

(ii) Ordinary Kilometer Stone (Precast) 2 2 Each 2194.00 4388.00

(iii) 200 m stone (precast) 7 7 Each 463.00 3241.00

19 9.17 Reinforced cement concrete M15 grade Guard Stone of size 200 mm x 200mm x 800 mm fixing in position including painting and printing etc. as per drawing, Technical Specification and as per direction of Engineer in Charge. 180 180 Each 472.00 84960.00

20 9.14 (B) Providing and Fixing Informtory and Logo Board of PMGSY Project (B) Providing and fixing of typical PMGSY informatory sign board with Logo as per MORD specifications and drawing. Three MS Plates of 1.6 mm thick, top and middle plate duly welded with MS flat iron 25mm x 5m size on back on edges. The lower plate will be welded with MS angle iron frame of 25mm x 25mm x 5mm. The angle iron frame of the lower most plate and flat iron frame of middle plate will be welded to 2 nos. 75mm x 75 mm of 12 SWG sheet quality in required shade and colour. All sections of framed posts and steel tube will be painted with primer and two coats of epoxy paint as per drawing Clause 1701 and Annexure 1700.1 2 2 Each 13749.00 27498.00

21 9.15 (A) 10.15(A) Providing and fixing 'Citizen Information Board' of PMGSY Project (A) Providing and fixing of typical " PMGSY Citizen Information Board" with Logo as per MoRD specifications & drawings, made of 75 mm square or 75 mm dia circular steel tube of 12 SWG 3.2 m height and cross member 2 nos 1m long, fixed with angle iron 50x50x5 mm MS angle on the back 2 2 Each 14015.00 28030.00

22 9.18 Road marking with Hot Applied Thermoplastic Compound with Reflectorizing Glass Beads on Bituminous Surface (Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorizing glass beads @ 250 gms per sqm area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC: 35. The finished surface to be level, uniform and free from streaks and holes.) At Bell mouth and curve portion ( total BT length ) 2 1020.00 0.10 204.00 sqm 604.00 123216.00

8.23 SOR for Road Works, C.G,. P.W.D. w.e.f 01-01-2015 Providing & Fixing tree studs in Square/ Round shape of 4” side/diameter made of 2 mm aluminum substrate (Confirming to IS:736-Material Designation 24345 or 1900) end reflective surface of High Intensity grade as specified in section 800.1.3 of MORT&H duly treated with HLVA and fixing the same with four Nos. high strength nails confirming to 1S:1367 on trees at site each 1500.00 0 each 67.00 0.00

Total of (D) TRAFFIC SIGNS 362683.42

(E) LAY BY PLATFORM ESTIMATE

3.4(i) Construction of embankment with approved material obtained from borrow pits, transporting to site, spreading, grading to required slope and compacting using Vibratory Roller to meet requirement of Tables 300.1 and 300.2 with a lead up to250 m as per Technical Specification Clause 301.5 ( 1No./KM) 0 50.00 8.10 0.3 0.00 Cu.m 170.00 0.00

4.1 A(iii) Grainular subbase with well graded material (table 400.1):---- Construction of granular sub-base by providing well graded material, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory wheel roller to achieve the desired density, complete as per Technical Specification Clause 401. (A)Having CBR value more than 20% , by mix in Place Method (iii) For Grading - III Material ( 1No./KM) 0 50.00 3.75 0.15 0.00

Triangular portion 0 15.00 3.75 0.15 0.00

3.12 Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR more than 7%) with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. 0 50.00 3.75 0 0.00

Triangular portion 0 15.00 3.75 0.150 0.00

4.7(2) WBM Grading 2:--Providing, laying, spreading and compacting Mechanically crushed stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading II as per Technical Specification Clause 405.(Deduct if hand broken stone aggregates used Rs 200 / cum ) 0 50.00 3.75 0.075 0.00

Triangular portion 0 15.00 3.75 0.075 0.00

4.7(3) WBM Grading 3:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading 3 as per Technical Specification Clause 405.(Deduct if hand broken stone aggregates used Rs 200 / cum ) 0 50.00 3.75 0.075 0.00

Triangular portion 0 15.00 3.75 0.075 0.00

4.12 Construction of hard shoulder as per technical specification clause 407:---Construction of hard shoulder with selected granular material having CBR value not less than 15 including all leads & lift, watering & compaction with smooth wheeled roller to achieve the desired density as per technical specification clause 407 & 401.

Side of WBM G-III 0 50 2.05 0.170 0.00

Side of WBM G-II 0 50 2.09 0.075 0.00

Triangular portion 0 15 1.97 0.095 0.00

5.1 Prime coat Providing and applying primer coat with bitumen emulsion (SS-1) on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70-1.0 kg/sqm using mechanical means as per Technical Specification Clause 502 0 50.00 3.75 0.00

Triangular portion 0 15 3.75 0.00

5.2(ii) Tack coat (ii)Providing and applying tack coat with Bitumen emulsion (RS-1) using emulsion distributor at the rate of 0.25 to 0.30 kg per sqm on the prepared dry and hungry bituminous surface cleaned with Hydraulic broom as per Technical Specification Clause 503. 0 50.00 3.75 0.00

Triangular portion 0 15 3.75 0.00

5.3 (ii) 20 mm thick Open Graded Premix Carpet using Bituminious ( VG/modified bitumen) Binder Providing, laying and rolling of open-graded premix carpet of 20 mm thickness composed of 13.2 mm to 5.6 mm aggregates either using penetration grade bitumen/VG bitumen or emulsion to required line, grade and level to serve as wearing course on a previously prepared base, including mixing in a suitable plant, laying and rolling with a three wheel 80-100 kN static roller capacity, finished to required level and grades to be followed by seal coat of either Type A or Type B or Type C as per Technical Specification Clause 508. Viscocity grade (VG) Bitumen specification as per IS73:2006 0 50.00 3.75 0.00

Triangular portion 0 15 3.75 0.00

5.5B(ii) Seal Coat Providing and laying Seal Coat sealing the voids in a bituminous surface laid to the specified levels, grade and cross fall using Type B as per Technical Specification Clause 510 Case II - Type B 0 50.00 3.75 0.00

Triangular portion 0 15 3.75 0.00

Tota of (E) LAY BY PLATFORM ESTIMATE 0.00

(F) APPROACH RAMP ESTIMATE

3.4(i) Construction of embankment with approved material obtained from borrow pits, transporting to site, spreading, grading to required slope and compacting using Vibratory Roller to meet requirement of Tables 300.1 and 300.2 with a lead up to250 m as per Technical Specification Clause 301.5 ( 4 No./KM) 0 50.00 7.50 0.6 0.00 Cu.m 170.00 0.00

4.1 A(iii) Grainular subbase with well graded material (table 400.1):---- Construction of granular sub-base by providing well graded material, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory wheel roller to achieve the desired density, complete as per Technical Specification Clause 401. (A)Having CBR value more than 20% , by mix in Place Method (iii) For Grading - III Material ( 4 No./KM) 0 20.00 4.05 0.15 0.00 Cu.m 650.00 0.00

3.12 Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR more than 7%) with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. Earthen Shoulder 0 20.00 2.22 0.15 0.00

4.8(2) WBM Grading 2:--Providing, laying, spreading and compacting Mechanically crushed stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading II as per Technical Specification Clause 405.(Deduct if hand broken stone aggregates used Rs 200 / cum ) 0 20.00 3.85 0.075 0.00 Cu.m 1415.00 0.00

4.8(3) WBM Grading 3:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading 3 as per Technical Specification Clause 405.(Deduct if hand broken stone aggregates used Rs 200 / cum ) 0 20.00 3.75 0.075 0.00 Cu.m 1513.00 0.00

4.12 Construction of hard shoulder as per technical specification clause 407:---Construction of hard shoulder with selected granular material having CBR value not less than 15 including all leads & lift, watering & compaction with smooth wheeled roller to achieve the desired density as per technical specification clause 407 & 401.

Side of WBM G-III 0 20 2.05 0.075 0.00

Side of WBM G-II 0 20 2.09 0.075 0.00

5.1 Prime coat Providing and applying primer coat with bitumen emulsion (SS-1) on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70-1.0 kg/sqm using mechanical means as per Technical Specification Clause 502 0 20.00 3.75 0.00 Sq.m 43.00 0.00

5.2(ii) Tack coat (ii)Providing and applying tack coat with Bitumen emulsion (RS-1) using emulsion distributor at the rate of 0.25 to 0.30 kg per sqm on the prepared dry and hungry bituminous surface cleaned with Hydraulic broom as per Technical Specification Clause 503. 0 20.00 3.75 0.00 Sq.m 13.00 0.00

5.3 (ii) 20 mm thick Open Graded Premix Carpet using Bituminious ( VG/modified bitumen) Binder Providing, laying and rolling of open-graded premix carpet of 20 mm thickness composed of 13.2 mm to 5.6 mm aggregates either using penetration grade bitumen/VG bitumen or emulsion to required line, grade and level to serve as wearing course on a previously prepared base, including mixing in a suitable plant, laying and rolling with a three wheel 80-100 kN static roller capacity, finished to required level and grades to be followed by seal coat of either Type A or Type B or Type C as per Technical Specification Clause 508. Viscocity grade (VG) Bitumen specification as per IS73:2006 0 20.00 3.75 0.00 Sq.m 122.00 0.00

5.5B(ii) Seal Coat Providing and laying Seal Coat sealing the voids in a bituminous surface laid to the specified levels, grade and cross fall using Type B as per Technical Specification Clause 510 Case II - Type B 0 20.00 3.75 0.00 Sq.m 43.00 0.00

Tota of (F) APPROACH RAMP ESTIMATE 0.00

(E) DPR Preperation

23 Preperation of DPR with survey 1.86 0.00 km 11250.0 0.00

Total of (E) DPR Preperation 0.00

As demanded by Forest departement vide letter No.1938 , date 25.04.2023 , for tree cutting and plantation

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Raigarh CGRRDA , Raigarh CGRRDA , Raigarh

PRADHAN MANTRI GRAM SADAK YOJANA

Name of Road :-From Bansjor Gwarghotri To Semipali khurd

Length (Km. ) :- 1.860 Km. Block :- Dharamjaygarh District:- Raigarh

Upgrade Dharamjaygarh

New 1.860 Road No Consultant Anand Vibhor

CBR Value Length CBR CH

1 2.43 514 Embankment Filling Qnty

2 1860 Total Length ( M ) 730 Drain Ord

3 Hilly Cutting length Speed Breaker

4 Embankment Cutting Qnty Retaining Wall

5 840 C.C Road Length (m) 270 Drain(BT) 6 No of Field Crossings 600 mm Toe Wall

6 Scarifying of WBM Road (m) 700 Drain(CC) No of Field Crossings 450 mm Pitching Length ( M )

7 Exiting ( if any ) ( M ) No of Field Crossings 300 mm

8 Dismantle of CC Road (m) Road Furniture Cautionary, Mandatory 18 No 180 Boundery

9 Pavement Length:- 1020

Thickness Quick Accesses

0.320 Total Crust Thickness General Abstract Wearing Course (m)

0.150 G.S.B. Thickness Drain. Layer Pavement Estimate Filler Joint (Nos)

if provide both fill twice if provide CC Estimate M-15 Approch Slab (m)

0.000 Sub Grade/Modified Soil RCC M-25 Approch Slab (m)

0.000 Traffic Design Electric pole shifting

S.T. A Chick List Distances 25

Quarry Stone Mungeli Moorum Dhapai

No. Culvert Details Location Distances 27 1

1 1x 1.5 m Slab Culverts 466

1x 2.0 m Slab Culverts Result of Road Cost

1x 3.0 m Slab Culverts 1072

1x5.0 m Slab Culverts

1x6.0 m Slab Culverts Cost Per Km

2x6.0 m Slab Culverts CD Cost 11.3 6.075 Lakha

3x5.0 m Slab Culverts CC Road 0 #DIV/0! Lakha

Total Cost 25.40 13.654 Lakha

No of Existing Culverts All

Village Area From To Unconnected Habitation

Koliha 1020 1230 210 Koliha Popula 469

Bill of Quantity

Road from - Bansjor Gwarghotri To Semipali khurd SOR - FEB 2018

Length of Road:- 1.86 Km

Sr. no SSR I.No. Description of Item Qty Unit Rate Amount

1 2.1 Setting out :- Setting out work complete wiyh construction of bench mark ( min 1 / km ), working bench mark ( min 4/km ) and near all bridges & CD works made of bricks/ stone masonary or concrete and reference pillars made of Precast concrete poles/ concrete filled 100 mmdia AC pipe @ 100 m interval of as required on both sides of the formation width , marking on central line , setting out curves and recording of central line levels and other required levels and distance etc. including setting out of CD & bridges with required reference pillars and marking etc. as directed by Engineer - in - charge 1.86 km 14968.00 27840 27840.48

2 2.3 Clearing and grubbing road land including uprooting wild vegetation, grass, bushes, shrubs, saplings and trees of girth upto 300 mm, removal of stumps of such trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned, upto a lead of 1000 m including removal and disposal of top organic soil not exceeding 150 mm in thickness as per Technical Specification Clause 201. 3720.00 sqm 5.00 18600 18600.00

3 2.2 Clearing Grass and Removal of Rubbish: Clearing grass and removal of rubbish up to a distance of 30 m outside the periphery of the area as per Technical Specification Clause 201. 7440.00 sqm 1.00 7440 7440.00

4 2.14 Removal of Telephone/Electric Poles and Lines Removal of telephone/electric poles with wires including excavation and dismantling of foundation concrete and lines under the supervision of concerned department, disposal with all lifts and upto a lead of 1000 m and stacking the serviceable and unserviceable material separately as per Technical Specification Clause 202. 0.00 Nos 20125.00 0 0.00

5 3.1 Scarifying Existing Granular Surface to a Depth of 50 mm Scarifying existing granular/bituminous surface to a depth of 50 mm and disposal of scarified material with a lift upto 3 m and leads upto 1000 m as per Technical Specification Clause 301.4. ( Rd 1004 to1480 = 476m ) 0.00 sqm 15.00 0 0.00

6 3.2 Compacting original ground / Existing Embankement (i)Compacting original ground supporting embankement/subgrade Loosing , levelling and compacting original ground supporting embankement / subgrade to facilitate placement of first layer of embankement , scarified to a depth of 150 mm mixed with water at OMC and then compacted by compacted by rolling to achieve minimum dry density as given in table 300.1 and 300.2 for embankement construction as per Technical Specification Clause 301.4.1 ( Rd 700 to 850 m ) 0.00 Cum 21.00 0 0.00

7 2.10 Removing all types of Hume pipes and stacking within a lead of 1000 m i/c Earthwork and Dismantling of masonary works as per Technical Specification clause 202 (A) Upto 600 mm dia Hume pipe - 0.00 Rmt 164.00 0 0.00

8 2.10 (B) (B) above 600 mm to 900 mm dia Hume pipe - Rd 1084 0.00 Rmt 222.00 0 0.00

9 2.10 (C ) (C) Above 900 mm dia Hume pipe - 0.00 Rmt 380.00 0 0.00

10 3.8(i) Surface drain in soil- Construction of unlined surface drains of average cross section 0.4 sqm in soil to specified lines , grades , levels and dimension . Excavated material to be used in embankement with a lift upto 3 m and lead of 50 m ( average lead 25 m ) as per Technical Specification Clause 307 730.00 Rmt 63.00 45990 45990.00

11 2.6 ( A) Dismentling of Structures Dismantling of Exisisting structure like culvert , bridges retaining walls and other structure comprising of masonry , cement concrete , wood work i/c T&P and scaffolding wherever necessary Sorting the dismantled material disposal of unserviceable material with all lifts and lead of 1000m as per Technical Specification clause 202 (A)Lime Concrete 0.00 Cum 351.00 0 0.00

12 2.6 (B) (B)Cement Concrete 0.00 Cum 414.00 0 0.00

13 2.6 © (C))Reinforced Cement Concrete 0.00 Cum 1045.00 0 0.00

14 2.8(A) Dismentling of Stone masonary as per Technical Specification clause 202. Dismantling of Exisisting structure like culvert , bridges retaining walls and other structure comprising of stone masonry i/c of unserviceable material with all lifts and lead of 1000m as per Technical Specification clause 202 (A) Rubble Stone masonary in lime / cement/ mud mortar 0.00 Cum 250.00 0 0.00

15 2.11 Dismantling of Cement Concrete Pavements Dismantling of cement concrete pavements and breaking to pieces not exceeding 0.02 cum in volume and stock piling at designated locations and disposal of dismantled materials upto a lead of 1000 m, stacking serviceable and unserviceable materials separately, as per Technical Specification Clause. 202 0.00 cum 1680.00 0

16 3.5(i) Excavation in cutting in soil with lead upto 50m:--Excavation for roadway in soil for caryying of cut earth to embankment site with all lift and lead upto 50m as per technical specification clause no. 302.3 758.40 Cu.m 65.00 49296 49296.00

17 8.3(iv) Excavation in hilly areas (iv) Excavation in Hilly Areas in Ordinary Rock by mechanicalmeans not requiring blasting Excavation in hilly area in ordinary rock not requiring blasting bymechanical means including cutting and trimming of slopes anddisposal of cut material with a lift upto 1.5 m and lead upto 20 mas per Clause 1603.2.( as per earth work calculation statement ) 0.00 cum 133.00 0 0.00

18 3.3(i) Construction of embankment with material obtained from roadway cutting:--a.Construction of embankment with approved materials deposited at site from roadway cutting and excavation from drain and foundation of other structures graded and compacted to meet requirement of Tables 300.1 and 300.2 as per Technical Specification Clause 301.5 0.00 Cu.m 55.00 0 0.00

19 3.4(i) Construction of embankment with approved material obtained from borrow pits, transporting to site, spreading, grading to required slope and compacting using Vibratory Roller to meet requirement of Tables 300.1 and 300.2 with a lead up to250 m as per Technical Specification Clause 301.5 0.00 Cu.m 170.00 0 0.00

20 3.12(a) Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR more than 7%) with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. 677.79 Cu.m 180.00 122002 122002.20

21 3.12 (b) Construction of subgrade and earthen shoulders with approved material (Granular material having CBR not less than 10) obtained from borrow pits with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. 709.21 Cu.m 200.00 141841 141841.20

22 4.1 (a) Granular Sub-base with Well Graded Material (CBR 20 or more) (Table 400.1) (a) Construction of granular sub-base by providing well graded material having CBR 20 or more, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory rollers of 80 to 100KN static weight to achieve the desired density, complete as per Technical Specification Clause 401. For Grading mentioned in table 400.1 (Grading III) 1138.97 Cu.m 650.00 740331 740331.39

23 3.12(b) Construction of subgrade and earthen shoulders with approved material (Granular Material having CBR not less than 10%) obtained from borrow pits with all lifts and leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table 300.2 as per Technical Specification Clause 303.1. 319.20 Cu.m 200.00 63840 63840.00

24 7.3(ii) Bedding for Causeway / pipes Type B (First Class) Bedding Laying (First Class) bedding on well compacted sand, moorum or approved granular material as per Clause 1105 For Field Crossing 0.00 Cum 911.00 0 0.00

25 4.8 Wet Mix Macadam :- Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the material with water at OMC in mechanical mixer (Pug Mill), carriage of mixed material by tipper to site, laying in uniform layers in sub-base/base course on a well prepared sub-base and compacting with smooth wheel roller of 80 to 100kN weight to achieve the desired density including lighting, barricading and maintenance of diversion, etc as per Tables 400.11 & 400.12 and Technical Specification Clause 406. 582.77 Cu.m 1478.00 861336 861336.09

26 4.7(3) WBM Grading 3:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to proper grade and camber, applying and brooming, crushable screening to fill-up the interstices of coarse aggregate, watering and compacting to the required density Grading 3 as per Technical Specification Clause 405..(Work executed with WBM G3 grade but payement made with WBM G2 ) 0.00 Cu.m 1415.00 0 0.00

27 4.7(3) WBM Grading 3:-Providing, laying, spreading and compacting stone aggregates of specific sizes to water bound macadam specification including spreading in uniform thickness, hand packing, rolling with three wheel 80-100 kN static roller in stages to prope 0.00 Cu.m 1513.00 0 0.00

28 5.1 Prime coat Providing and applying primer coat with bitumen emulsion (SS-1) on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70-1.0 kg/sqm using mechanical means as per Technical Specification Clause 502 3885.14 Sq.m 43.00 167061 167061.13

29 5.2(ii) Tack coat (ii)Providing and applying tack coat with Bitumen emulsion (RS-1) using emulsion distributor at the rate of 0.25 to 0.30 kg per sqm on the prepared dry and hungry bituminous surface cleaned with Hydraulic broom as per Technical Specification Clause 503. 3885.14 Sq.m 13.00 50507 50506.85

30 5.8 (B) (ii) MPM Construction of penetration macadam over prepared base by providing a layer of compacted crushed course aggregate using chips spreader with alternate applications of bituminous binder and key aggregates and rolling with a three wheel 80-100 kn static roller to achieve the desired degree of compaction as per technical specification clouse 506 , Viscocity grade (VG) Bitumen specification as per IS73:2006 (B) 75 mm thick (ii)Bitumen(VG-30) 0 0.00

31 5.3 (ii) 20 mm thick Open Graded Premix Carpet using Bituminious ( VG/modified bitumen) Binder Providing, laying and rolling of open-graded premix carpet of 20 mm thickness composed of 13.2 mm to 5.6 mm aggregates either using penetration grade bitumen/VG bitumen or emulsion to required line, grade and level to serve as wearing course on a previously prepared base, including mixing in a suitable plant, laying and rolling with a three wheel 80-100 kN static roller capacity, finished to required level and grades to be followed by seal coat of either Type A or Type B or Type C as per Technical Specification Clause 508. Viscocity grade (VG) Bitumen specification as per IS73:2006(ii) Bitumen (VG-30) 3885.14 Sq.m 122.00 473987 473987.39

32 5.5B(ii) Seal Coat Providing and laying Seal Coat sealing the voids in a bituminous surface laid to the specified levels, grade and cross fall using Type B as per Technical Specification Clause 510 Case II - Type B(ii) Bitumen (VG-30) 3885.14 Sq.m 43.00 167061 167061.13

33 7.4(B) Laying Reinforced Cement Concrete Pipe NP3 as per drawing and technical specification Clause 1402.6 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 1106.(B)1000 mm dia 0.00 Rmt 5468.00 0 0.00

34 7.6 (A) Providing and laying reinforced cement concrete pipe NP3 for Culverts/ Burried conduits on first class bedding of granular material including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets as per Clause 1106 (A) 600 mm dia 60.00 Rmt 2928.00 175680 175680.00

6.7 Cement Concrete cell fill Pavement Construction of un-reinforced, dowel jointed at expansion and construction joint only, plain cement concrete pavement, thickness as per design, over a prepared sub base, with 43 grade cement or any other type as per Clause 1501.2.2 M30 (Grade), coarse and fine aggregates conforming to IS:383, maximum size of coarse aggregate not exceeding 25 mm, mixed in a concrete mixer of not less than 0.2 cum capacity and appropriate weigh batcher using approved mix design, laid in approved fixed side formwork (steel channel, laying and fixing of 125 micron thick polythene film, wedges, steel plates including levelling the formwork as per drawing), spreading the concrete with shovels, rakes, compacted using needle, screed and plate vibrators and finished in continuous operation including provision of contraction and expansion, construction joints, applying debonding strips, primer, sealant, dowel bars, near approaches to bridge/culvert and construction joints, admixtures as approved, curing of concrete slabs for 14-days, using curing compound (where specified) and water finishing to lines and grade as per drawing and Technical Specification Clause 1501 Rd 2600 to 2770 0.00 cum 5836.00 0

37 6.1(ii) Cement Concrete Pavement (ii) Construction of un-reinforced, jointed at expansion and construction joint only, plain cement concrete pavement, thickness as per design, over a prepared sub base, with 43 grade cement or any other type as per Clause 1501.2.2 M30 (Grade), coarse and fine aggregates conforming to IS:383, maximum size of coarse aggregate not exceeding 25 mm, mixed in a concrete mixer of not less than 0.2 cum capacity and appropriate weigh batcher using approved mix design, laid in approved fixed side formwork (steel channel, laying and fixing of 125 micron thick polythene film, wedges, steel plates including leveling the formwork as per drawing), spreading the concrete with shovels, rakes, compacted using needle, screed and plate vibrators and finished in continuous operation including provision of contraction and expansion, construction joints, applying, primer, sealant, using curing compound (where specified) and water finishing to lines and grade as per drawing and Technical Specification Clause 1501. 636.00 Cum. 5097.00 3241692 3241692.00

38 6.5 Construction of Plain Cement Concrete Drain with P.C.C. grade M-15 including all shuttering/form work etc. complete as per drawings/technical specification and direction of engineer in charge. 218.25 Cum 3811.00 831751 831750.75

39 7.1(I) Excavation for structuresas per drawing and technical specifications Clause 305.1 including seting out, construction of shoring and bracing, removal of stumps and othar deletercus material and dis posal upto a lead of 50m dressing of sides and bottom and backfilling in trenches with excavated suitable material . 102.32 Cum 253.00 25887 25886.96

40 7.1(II) Ordanary Rock 0.00 Cum 493.00 0 0.00

7.10(i) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203 10.23 Cum 4614.00 47210

41 7.10 (ii) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203 59.25 Cum 3731.00 221062 221061.75

42 7.18(I) Plain/reinforced cement concrete in substructure complete as per drawings and technical specification Clauses 802, 804, 805, 806, 807, 1202 ans 1204 P.C.C grade M 15 (Nominal mix (1:2.5:5) 42.35 Cum 3848.00 162978 162978.19

43 7.27(II) Providing and laying reinforced cement concrete in superstructure as per drawing and technical specificationsClause 800, 1205.4 and 1205.5 (II)R.C.C. M 25 ( Dssign Mix) 6.67 Cum 5223.00 34824 34824.35

44 7.27(I) (i) Providing and laying reinforced cement concrete in superstructure as per drawing and technical specifications Clauses 800, 1205.4 and 1205.5 R.C.C grade M 20 (i) For nominal mix 1:2:4 0 0.00

45 7.28 Supplying, fitting, and placing HYSD bar reinforcement in superstructure complete as per drawing and technical specifications Clauses 1002, 1010 and 1202 0.40 MT 54560.00 21706 21706.24

46 7.22 Providing weepholes in brick masonry/stone masonry, plain/ reinforced concrete abutment, wing wall, return wall with 100 mm dia AC pipe extending through the full width of the structures with slope of 1(V):20(H) towards drawing face complete as per drawing and technical specification Clauses 614, 709, 1204.3.7 10.00 No 239.00 2390 2390.00

47 7.24 Providing and laying filter media with granular crushed aggregates as per specification to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and providing over the entire surface behind abutment, wing wall, return wall to the full height, compacted to firm condition complete as per drawing and technical specification Clause 1204.3.8 Cum 1291.00 0 0.00

48 7.35 Drainage spouts complete as per drawing and technical specifications Clause 1209 No. 1511.00 0 0.00

49 7.41(II) Providing and fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing and technical specifications 15.00 m 308.00 4620 4620.00

50 7.31 Providing and laying cement concrete wearing courese M 30 grade including reinforcement complete as per drawing and technical specifications Clauses 800 and 1206.3 ( Rd 3528 to 3702 = 174 m ) Cum 9091.00 0 0.00

51 7.41 (ii) Filler Joint III) Providing and fixing 20 mm thick premoulded joint filler in expansion joint for fixed ends of simply supported spans, covered with sealant complete as per drawing and technical specifications Cum 308.00 0 0.00

52 7.36 (i) P.C.C. M 15 ordinary grade (1:2.5:5) levelling course below approach slab complete as per drawing and technical specifications Clauses 800 and 1211 (i) Nominal mix (1:2.5:5) Cum 3498.00 0 0.00

53 7.37 Reinforced Cement Concrete M 25 grade approach slab including reinforcement and formwork complete as per drawing and technical specifications Clauses 800 and 1211 Cum 10416.00 0 0.00

54 7.23(I) Backfilling behind abutment, wing wall and return wall complete as per drawings & technical specification Clause 1204.3.8 (I) Granular material 46.44 Cum 732.00 33994 33994.08

55 10.1 Providing and Laying boulder apron for bed protection with stone boulders of minimum size and weight as per Table 1300.1, no fragement weighing less than 25Kg laid dry complete as per drawing and technical specifications Clause 1301 Cum 1440.00 0 0.00

56 10.5(I) Providing and laying pitching on slopes laid over prepared filter media as per drawing and technical specifications Clause 1302 (I)Stone/Boulder 0.00 Cum 1440.00 0 0.00

57 10.6 Providing and laying Filter Material underneath pitcing in slopes complete as per drewing specifications Clause 1302 0.00 Cum 1660.00 0 0.00

58 7.32 Construction of R.C.C. railing of M 25 grade in cast-in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical railing post not to exceed 1 in 500, centre-to-centre spacing between vertical posts not to exceed 2000 mm as per drawing and technical specifications Clauses 800, 900 and 1208.3 Rm 2688.00 0 0.00

59 9.2(A) Cautionary, mandatory, informatory direction and place identification sign boards. (A)Semi-Reflective Traffic signs upto 0.90 sqm Direction and place indentification signs up to 0.9 sqm size board Providing and erecting direction and place identifications of semi reflective sign boards as per IRC:67 made of 2 mm thick M.S. Sheet duly stove enameled paint in white colour in front and grey colour on back with red reflective border of 70 mm width and required message, letters, figures with reflective engineering grade tape as per MORD specifications of required shade and colour. Supported and welded on 47 mm x 47mm of 12 SWG Square tube of 3050 mm height duly strengthened by 25 mm x 5 mm M/s flat iron on edges on back firmly fixed to the ground by means of properly designed foundations with M-15 grade cement concrete 450 mm x 450 mm x 600 mm, 600 mm below ground level as per approved drawing and Technical Specification Clause 1701 14.58 sqm 4729.00 68949 68948.82

60 9.16 Providing and fixing LOGO BOARD Providing and fixing of typical PMGSY logo board as per MoRD specifications and drawings. 0.00 Each 6626.00 0 0.00

61 9.2(B) Semi-Reflective Traffic signs more than 0.90 sqm sign board Providing and erecting direction and place identification of semi reflective sign boards as per IRC-67 made of 2 mm thick M.S. Sheet duly stove enameled paint white colour in front and grey colour on back with reflective border of 70 mm width and required message, letters, figures with reflective tape of engineering grade as per MORD specifications of required shade and colour. Supported and welded on two nos. 47 mm x 47 mm of 12 SWG square tube of 3050 mm height duly strengthened by 25 mm x 5 mm MS flat iron on edges on back firmly fixed to the ground by means of properly designed foundations with M-15 grade cement concrete 450 mm x 450 mm x 600 mm, 600 mm below ground level as per approved drawing and Technical Specification Clause 1701 4.80 sqm 4667.00 22402 22401.60

62 9.8 (I) Kilometre Stone Reinforced cement concrete M15 grade kilometre stone/local stone of standard design as per IRC:8 fixing in position including painting and printing, etc as per drawing and Technical Specification Clause 1703 (i) 5th Kilometre Stone (precast) 0.00 Each 3700.00 0 0.00

63 9.8 (II) Ordinary Kilometer Stone (Precast) 2.00 Each 2194.00 4388 4388.00

64 9.8 (III) 200 m stone (precast) 7.00 Each 463.00 3241 3241.00

65 9.17 Reinforced cement concrete M15 grade Guard Stone of size 200 mm x 200mm x 800 mm fixing in position including painting and printing etc. as per drawing, Technical Specification and as per direction of Engineer in Charge. 180.00 Each 472.00 84960 84960.00

66 9.14 (B) Providing and Fixing Informtory and Logo Board of PMGSY Project (B) Providing and fixing of typical PMGSY informatory sign board with Logo as per MORD specifications and drawing. Three MS Plates of 1.6 mm thick, top and middle plate duly welded with MS flat iron 25mm x 5m size on back on edges. The lower plate will be welded with MS angle iron frame of 25mm x 25mm x 5mm. The angle iron frame of the lower most plate and flat iron frame of middle plate will be welded to 2 nos. 75mm x 75 mm of 12 SWG sheet tubes posts duly embedded in cement concrete M-15 grade blocks of 450mm x 450mm x 600mm, 600mm below ground level. The top most diamond plate will be welded to middle plate by 47mm x 47mm of 12 SWG steel plate tube. All M.S. will be stove enameled on both sides. Lettering and printing arrows, border etc. will be painted with ready mixed synthetic enamel paint of superior quality in required shade and colour. All sections of framed posts and steel tube will be painted with primer and two coats of epoxy paint as per drawing Clause 1701 and Annexure 1700.1 2.00 Each 13749.00 27498 27498.00

67 9.15 (A) 10.15(A) Providing and fixing 'Citizen Information Board' of PMGSY Project (A) Providing and fixing of typical " PMGSY Citizen Information Board" with Logo as per MoRD specifications & drawings, made of 75 mm square or 75 mm dia circular steel tube of 12 SWG 3.2 m height and cross member 2 nos 1m long, fixed with angle iron 50x50x5 mm MS angle on the back 2.00 Each 14015.00 28030 28030.00

68 9.18 Road marking with Hot Applied Thermoplastic Compound with Reflectorizing Glass Beads on Bituminous Surface (Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorizing glass beads @ 250 gms per sqm area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC: 35. The finished surface to be level, uniform and free from streaks and holes.) 204.00 Sq.m 627.00 127908 127908.00

8.23 SOR for Road Works, C.G,. P.W.D. w.e.f 01-01-2015 Providing & Fixing tree studs in Square/ Round shape of 4” side/diameter made of 2 mm aluminum substrate (Confirming to IS:736-Material Designation 24345 or 1900) end reflective surface of High Intensity grade as specified in section 800.1.3 of MORT&H duly treated with HLVA and fixing the same with four Nos. high strength nails confirming to 1S:1367 on trees at site each 0.00 each 67.00 0

Total Construction 8108304 0.00 -133977

Add 18 % GST 1459495

Add 1 % Contingency 81083

69 DPR Preperation 0.00 km 11250.00 0 0.00

As demanded by Forest departement vide letter No.1938 , date 25.04.2023 , for tree cutting and plantation 0

70 Maintenance of Road for Ist Year after Construction 1.86 per km 30000.00 55800 55800.00

71 Maintenance of Road for IInd Year after Construction 1.86 per km 40000.00 74400 74400.00

72 Maintenance of Road for IIIrd Year after Construction 1.86 per km 70000.00 130200 130200.00

73 Maintenance of Road for IVth Year after Construction 1.86 per km 110000.00 204600 204600.00

74 Maintenance of Road for Vth Year after Construction 1.86 per km 160000.00 297600 297600.00

Total cost of Maintenance TOTAL 762600

GRAND TOTAL 10411482 8674527.13

Add 18 % GST 137268

Total cost incluiding 18 % GST 10548750

Sub. Engineer Asst. Engineer Executive Engineer #REF!

Rural Development Division, Rural Development Division,

CGRRDA , Raigarh CGRRDA ,

MUKHYA MANTRI GRAM SADAK YOJNA (MMGSY)

DETAIL ESTIMATE FOR 1 X 1.50M SPAN SLAB CULVERT

Name of Road:- Bansjor Gwarghotri To Semipali khurd RD:- 466

1.5M Slab Culvert

Sr. NO SOR No. ITEM DESCRIPTION No. L B H Qty. UNIT RATE AMOUNT

1 7.1(I) Excavation for structuresas per drawing and technical specifications Clause 305.1 including seting out, construction of shoring and bracing, removal of stumps and othar deletercus material and dis posal upto a lead of 50m dressing of sides and bottom and backfilling in trenches with excavated suitable material .Oridanary soil (i) upto 3 m depth #REF! #REF!

i) Upto 3m depth below av. GL #REF! #REF!

Ordanary Soil #REF! #REF!

Abutments 2 8.9 2.20 2.00 78.320 #REF! #REF!

Wingwalls 4 1.50 2.00 2.00 24.000 #REF! #REF!

2 II Ordanary Rock ( Not Requiring Blasting) 0 #REF! #REF!

Abutments Cum 0 #REF! #REF!

Wingwalls 0 #REF! #REF!

0.00 Cum 202 0 #REF! #REF!

2 7.10(i) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203 (II)P.C.C grade M 10(Nominal mix (1:3:6) #REF! #REF!

PCC Grade M-15 #REF! #REF!

Abutments- Foundation PCC 2 8.9 2.2 0.20 7.832 #REF! #REF!

Wingwalls - Foundation PCC 4 1.5 2 0.20 2.400 #REF! #REF!

3 7.10 (ii) Providing concrete for plain/reinforced concrete in open foundation complete as per drawings and technical specifications Clause 802, 803, 1202 & 1203 (II)P.C.C grade M 15(Nominal mix (1:2.5:5) #REF! #REF!

PCC Grade M-15 #REF! #REF!

Abutments- Foundation PCC 8.7 2.00 0.20 0.000 #REF! #REF!

Abutments-Bottom Block ( From foundation to NBL) 2 (7.7+8.7)/2 (1.50+2.00)/2 1.50 43.050

Wingwalls - Foundation PCC 1.50 1.8 0.20 0.000 #REF! #REF!

Wingwalls -Bottom Block ( From foundation to NBL) 4 1.50 (1.30+1.80)/2 1.50 13.950

Bed protection 1 7.50 1.50 0.20 2.250

4 7.18 (I) Plain/reinforced cement concrete in substructure complete as per drawings and technical specification Clauses 802, 804, 805, 806, 807, 1202 ans 1204 For height upto 5 m (I)P.C.C grade M 15 (Nominal mix (1:2.5:5) #REF! #REF!

PCC Grade M-15 #REF! #REF!

Abutments #REF! #REF!

Top Block ( From NBL to Abutment cap ) 2 7.50 (0.70+1.30)/2 1.80 27.000

Top Block ( From NBL to Wing wall cap ) 4 (1.7+2.3)/2 (0.40+1.10)/2 2.06 12.360

5 7.27 (II) Providing and laying reinforced cement concrete in superstructure as per drawing and technical specificationsClause 800, 1205.4 and 1205.5

(II)R.C.C. M 25 ( Dssign Mix)

Abutment cap 2 7.50 0.70 0.20 2.100

6 7.28 Supplying, fitting, and placing HYSD bar reinforcement in superstructure complete as per drawing and technical specifications Clauses 1002, 1010 and 1202 0.40 MT 54,560 21,706

For Cap beam & dirt wall 161.80

Main bar - 12 mm dia@120 mm c/c 1 63 2.09 0.89 117.19

Distribution bar -8 mm dia@160 mm c/c 1 14 7.42 0.395 41.03

Top - Longitudinal bar - 10 mm dia@300 mm c/c 1 8 7.42 0.617 36.63

Top - Transerves bar - 10 mm dia@300 mm c/c 1 25 2.02 0.617 31.16

For chair - 12mm dia 1 12 0.94 0.89 10.04

(a) for surface reiinforcement @8kg/cum of PCC content

7 7.22 Providing weepholes in brick masonry/stone masonry, plain/ reinforced concrete abutment, wing wall, return wall with 100 mm dia AC pipe extending through the full width of the structures with slope of 1(V):20(H) towards drawing face complete as per drawing and technical specification Clauses 614, 709, 1204.3.7 10 10.00 No 239 2,390

8 7.24 Providing and laying filter media with granular crushed aggregates as per specification to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and providing over the entire surface behind abutment, wing wall, return wall to the full height, compacted to firm condition complete as per drawing and technical specification Clause 1204.3.8 0

Behind Abutments 0.60 4.91 1.00 0.00 0

Behind Returns 0.60 1.00 0.00 0

8 7.41(II) Providing and fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing and technical specifications 2 7.50 15.00 m 308 4,620

8 7.35 Drainage spouts complete as per drawing and technical specifications Clause 1209 2.00 0.00 No. 1,511 0

9 7.23 (I) Backfilling behind abutment, wing wall and return wall complete as per drawings & technical specification Clause 1204.3.8 (I) Granular material

Top Block - Behind abutment & wing wall 2 (4.0+5.2)/2 (1.7+2.3)/2 1.80 33.12

10 10.5 (I) Providing and laying pitching on slopes laid over prepared filter media as per drawing and technical specifications Clause 1302 (I)Stone/Boulder 1.50 1.50 0.23 Cum 1,440 0

11 10.6 Providing and laying Filter Material underneath pitcing in slopes complete as per drewing specifications Clause 1302 1.50 1.50 0.10 Cum 1,660 0

TOTAL Rs. 554,672

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Raigarh CGRRDA , Raigarh CGRRDA , Raigarh

NAME OF ROAD :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

DISTRICT :- Bilaspur

BLOCK :- Thakatpur

LENGTH :- 2.130 km

Rd 66 pro. 1x 1000 mm dia HPC Rd 786 pro. 1x 1000 mm dia HPC Rd 1020 pro. 1x 1000 mm dia HPC Rd 1110 pro. 1x 1000 mm dia HPC Rd 1245 pro. 1x 1000 mm dia HPC

Road start Rd 2130

Latitude - 22.197558 Latitude - 22.214398

Longitude - 81.950629 Longitude - 81.945712

Pro.BT Road ( Rd 00 to 2130 )

Pro. CC road Nil

Ext. CC road ( Rd 700 to 1000 m )

Retaning Wall Rd 1580 to 1650

Toe Wall Rd 1245 to 1315

S.No. Details Page No.

1 Chapter - 1 :- Introduction

2 Chapter - 2 :- Alignment Design

3 Chapter - 3 :- Land Acquisition

4 Chapter - 4 :- Geometric Design Standards

5 Chapter - 5 :- Topographic Survey

6 Chapter - 6 :- Soil and Materials Survey

7 Chapter - 7 :- Traffic Survey

8 Chapter - 8 :- Pavement Design

9 Chapter - 9 :- Hydrological Survey

10 Chapter - 10 :- Design of Cross Drainage structure

11 Chapter - 11 :- Protective Works

12 Chapter - 12 :- Specification

13 Chapter - 13 :- Environmental Issues and Mitigation measures

14 Chapter - 14 :- Analysis of Rates

15 Chapter - 15 :- Cost Estimate

16 Chapter - 16 :- Construction Program

17 Chapter - 17 :- Undertaking for future Maintenance

Chapter 1. Introduction

1.1 Objectives of Mukhya Mantri Gram Sadak Evam Vikas Yojana (MMGSVY)

1 It was on year 2011 that Hon’ble Chief Minister of Chhatisgarh announced the Rural Road connectivity programme under a scheme named “Objectives of Mukhya Mantri Gram Sadak Evam Vikas Yojana”. The scheme has the objective of connecting all the villages by all weather road .Under this scheme folling works are executed .

(i) The unconnected village to be connected by All Weather Road from minimun one side . Exceptionaly it may be constructed by other side also where length is minimum .

(ii) 3.75 m Carriageway width for Rigid / Flexiable pavement with total 7.50 m ROW ( including Shoulder )

(iii) For proposed road Culvert should be constructed in 7.50 m width , but having medium height .

(vii) At some interval provision of Approach ramp is provided so that tractor can easily reach to farm .

(iv) Where sufficent land width is not available , road and culvert is constructed in 6.0 m width instead of 7.50 m width .

(v) In this scheme , road is constructed after complition of Earth work which is constructed under MANERGA .

2 Under this scheme a village (having population less than 500 in non triable and less than 250 in triable block ) which are not came in Pradhan Mantri Gram sadak Yojana scheme is constructed with All Weather Road .In addition some villages which are allready connected from one side but due to construction from other side having less length it is connected to bazar , govt. building also taking in consideration for construction .

3 Under this scheme a road is taken , in which work of Earthwork is construced or in progress under MANERAGA . Balance work of road is constructed under Mukhya Mantri Gram Sadak Evam Vikas Yojana . For this required fund is provided in State Budget for which loan is also granted from Nabard if required .

As Criteria of construction Road under Mukhya Mantri Gram Sadak Yojana is , a village having population less than 500 and which are not came in Pradhan Mantri Gram sadak Yojana scheme . As population of proposed road i.e. Main Road to Khaparakhol is 268 of Bilha block of Bilaspur (C.G.) district, it is suitable to construct in MMGSY scheme.

1.2 All Weather Road

The primary focus of the MMGSY is to provide All-weather road connectivity to the eligible unconnected Habitations. An All-weather road is one which is negotiable in all seasons of the year. This implies that the road-bed is drained effectively (by adequate cross-drainage structures such as culverts, minor bridges and causeways), but this does not necessarily imply that it should be paved or surfaced or black-topped. Interruptions to traffic as per permitted frequency and duration may be allowed.

As the proposed road is constructed in MMGSY scheme , the proposed habitation As the proposed road is constructed in MMGSY scheme , the proposed habitation is connected with all weather road

Bija Belpan Road is connected with all weather road

1.3 Name of work its status vis-à-vis master plan

The name of proposed road is Rajpur Sidhbaba road To Bijaghora Pahuch marg

having earthen surface in poor condition .

The rural road network required for providing the ‘basic access’ to all villages/ habitations is termed as the Core Network. Basic access is defined as one all-weather road access from each village/ habitation to the nearby Market Centre or Rural Business Hub (RBH) and essential social and economic services.

A Core Network comprises of Through Routes and Link Routes. Through routes are the ones which collect traffic from several link roads or a long chain of habitations and lead it to a market centre or a higher category road, i.e. the District Roads or the State or National Highways. Link Routes are the roads connecting a single habitation or a group of habitations to Through Roads or District Roads leading to Market Centers. Link Routes generally have dead ends terminating on habitations, while Through Routes arise from the confluence of two or more Link Routes and emerge on to a major road or to a Market Centre.

The Core Network may not represent the most convenient or economic route for all purposes. However, since studies show 85-90% of rural trips are to market centers, the Core Network is likely to be a cost-effective conceptual frame work for investment and management purposes, particularly in the context of scarce resources.

The Sub-project road Rajpur Sidhbaba road To Bijaghora Pahuch marg Chakarbhata Bilha Main Road se To Indrapuri hote hue NH tak, Bilha Bilaspur

is a link road in Thakatpur block of Bilaspur district.

This road directly connects the habitation of Bija Belpan Road

As the proposed road Rajpur Sidhbaba road To Bijaghora Pahuch marg

is in Thakatpur block of Bilaspur district, having topography same as Bilaspur.

Bilaspur is located at 21º47' and 23º8' North latitudes and 81º14' and 83º15' East latitudes. The north side of this beautiful region is surrounded by profuse green forests and to the east side of the region near Hasdeo valley you will see coal mines. The location of Bilaspur is unique.

Once a princely state, Raigarh is now a major district in Chhattisgarh well known for its coal reserves and power generation in the country. They are also growing in the tourism sector as well. Raigarh has seen a growth in the number of sightseeing tours offered by the local tourist board and the travel agencies. Like other states in Chhattisgarh, the climate of Raigarh district is mostly dry. You can expect the summer season to be mostly warm and dry while the winter season to be cool and pleasant. The temperature ranges from 29.5 - 49 °C in summer, and 8 - 25 °C in winter hence the perfect time to visit Raigarh is during the autumn and winter season. The city of Raigarh is located at 21.9°N 83.4°E and the main water source in the city is from the Kilo river which flows through the city.

1.5 Climatic Condition

The climate of Bilaspur district is sub-tropical, semi arid, continental and monsoon type. Thus, it has hot summers, cool winters and small rainy season. The winter season starts towards the later half of november and extends till about the middle of march followed by summer, which continues till about the end of june when maximum temperature reaches up to 45 degree celsius and dust cyclones are common. After it, southwest monsoon arrives. The rainy season remains between July to September. The post monsoon months October and November constitute a transitional period from monsoon to winter season.The climate is ideal for agriculture development, particularly for wheat, rice, sugarcane and cotton crops. Limited rainy season, good and healthy climate is suitable for industrial development also.

Annual rainfall of the district is about 58 centimeter. Rainfall is unevenly distributed and decreases form south cast to southwest. Rainy season starts from july to september. About 80 percent of the total rainfall is received during this period. Some amount of rainfall is received from western disturbances during winter season. Due to less rainfall and its short duration the agricultural activity is mostly dependent upon canal irrigation and tubewells.

1.6 The Sub-Project Road

The road passes through plain terrain( Rd0 to 2340 & hilly terrain from Rd 2340 to 4700. The road start from Lalpur to Salheghori road , in RHS of road . The proposed road directely connect the village Chhirhutti & Jamkachhar . The proposed road is earthen road in poor condition

1.7 History & Discussion with the villagers of Sub Project Road :-

The proposed road is WBM ( from Rd 0 to 1440 m) and earthen from ( Rd 1440 to 1840 and 2260 to 2550 m ) in poor condition details are as under :-

(i) From Rd 0 to 150 m Forest departement says to change alingement . There is existing structure is present constructed by forest , damage in every year during reany season .

(i) WBM road from Rd 0 to 1440 m, which is in poor condition . It is required to raise the road to avoied water logging .

(ii) Earthen road from Rd 1440 to 1840 and 2260 to 2550 m, which is in poor condition . It is required to raise the road to avoied water logging .

(iii) CC road from Rd 1840 to 2260 m out of which from Rd 1840 to 2196 m is in very poor condition , hence required to reconstruction

(iv)From Rd 660 to 840 m earthen road , having CBR 2%.

(iv) WBM road from rd 5450 to 6000 m, which is in poor condition . It is required to raise the road to avoied water logging .

(a) Ch 30 - 1x 600 mm dia field crossing - Poor condition

(b) Ch 309 - 5x6.0 m span slab culvert - Good condition

(c) Ch 228 - 1x 600 mm dia field crossing - Poor condition

(d) Ch 275 - 1x 300 mm dia field crossing - Poor condition

(e) Ch 720 - 1x 600 mm dia HPC - Good condition

(f) Ch 1738 - 1x 600 mm dia HPC - Good condition

(g) Ch 1860 - 1x 600 mm dia field crossing - Poor condition

(h) Ch 2441 - 1x 600 mm dia field crossing - Poor condition

(i) Ch 5756 - 2x 900 mm dia field crossing - Poor condition

Brief description of road

District: Bilaspur

Block: Thakatpur

Vidhansabha: Thakatpur

Road Name: Rajpur Sidhbaba road To Bijaghora Pahuch marg

Road Proposed by:

Road Length: 2.13 Km

Start Point: Latitude :- 2208' 2.17" N

Longitude :- 81030' 57.63" E

End Point: Latitude :- 2208' 54.10" N

Longitude :- 81031' 22.89" E

2 Dharrabhata 473 1800 2520

3 Dumardihkala 3530 3660

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Chapter 2. Alignment Design

The basic aim of highway design is to identify technically sound, environment-friendly and economically feasible highway alignment. The ensuing sections deals with obligatory points, which control highway alignment, design of cross-section, highway geometric design & methodology, design of miscellaneous items.

The main components included in the highway design are:

Ø Cross-sectional elements

Ø Horizontal alignment

Ø Vertical profile

Ø Junctions and/or Interchanges

Ø Road furniture

Ø Miscellaneous items

2.2 Horizontal alignment

Table 2.1 – Features of Horizontal Alignment

Chainage Length Description Reason for deviation from existing alignment, if necessary

From (km) To (km) (km)

0 0 0 Builtup area ( Jhaliapur) N.R.

0 0.00 0 Hilly terrain N.R. Improve the geometric of road so as to straight the alingement , that minimise the curve .

0.00 0 0 Forest N.R.

0 0.1 0.1 Builtup area N.R.

0.1 2.13 2.03 Govt land N.R.

2.13 2.5 0.37 Builtup area N.R.

2.5 3.8 1.3 Agri . Land N.R.

2.4 2.7 0.3 Govt. land N.R.

a) Centre line of the existing and proposed horizontal alignment coincide YES

b) Centre line of the existing and proposed horizontal alignment deviate at certain sections NO

Figure 2.1Schematic diagram showing location and offsets from existing alignment

Chainage LHS Existing alignment RHS Chainage shift Approx land required (m)

6.4 The centre line coincide with the existing alingement

5.7 The centre line coincide with the existing alingement

3.6 The centre line coincide with the existing alingement

2.99 The centre line coincide with the existing alingement

2.6 The centre line coincide with the existing alingement

1.6 The centre line coincide with the existing alingement

Sub Engineer Asst. Engineer Executive Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Details of Horizontal Curve , vertical curve and junction

1 Horizontal Curve

Curve No. IP Chainage Radius Ls Speed Extra widening Def Angle Lc Ltotal Hand of Curve Ara of Extra widening

(m) (m) (Kmph) D M S (m) (m)

2 Vertical Curve

Sl. NO. Chainage (m) Level of pvi Length of curve Type of curve Grade in (%) Grade out (%) Grade difference (%) Chainage Level

St. of Curve End of Curve St. of Curve End of Curve

3 Junction Details.

Sl. Type of intersection Location (km) Exiting condition Proposed modification Remark

1 T - junction 0 earthen Bell mouth joint provide

2 Y - junction 0.18 earthen Bell mouth joint provide

3 Y - junction 0.21 earthen Bell mouth joint provide

4 Y - junction 0.51 earthen Bell mouth joint provide

5 Y - junction 0.755 earthen Bell mouth joint provide

6 Y - junction 1.28 earthen Bell mouth joint provide

7 T - junction 2.13 BT Bell mouth joint provide

Table 2.16 . Minimum length of Transition Curve for Different Speeds and Curve Radii

Plain and Rolling Terain Mountainous and Steep Terrain

Curve Radius (m) Design Speed (km/h) Curve Radius (m) Design Speed (km/h)

Transition length (m) Transition length (m)

NA - Not Applicable NR - Transition Not required

Table 2.17 Widening of Pavement at Curve

Radius of Curve (m) Upto 20 21 - 60 Above 60

Extra widening for 3.75 m Wide single Lane Carriageway , (m) 0.9 0.6 Nil

Table 2.18 Recommended Set - back Distance for Single Lane Carriagway

Radius of Circular Curve(m) Set - Back Distance (m)

S=20m ( V=20km/h) S=25m ( V=25km/h) S=30m ( V=30km/h) S=45m ( V=40km/h) S=60m ( V=50km/h)

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Chapter 3. Land Acquisition

The existing road is poor earthen surface ( Rd 0 to 4700 m in poor condition . Thus the project road is a new connectivity road. The existing Right of Way (ROW) is varying from 5.5 m to7.5 m. Detail of ROW are atteched in chaptr 2.5

3.2 Proposed ROW

The width of carriageway has been considered as 3.75 m in accordance with the IRC-SP 20: 2002. The total roadway width is limited to 7.50 m with 1.875 m earthen shoulder on either side of carriage way. The proposed ROW generally varies from 12 m – 15 m depending upon the embankment height and the proposed ROW is even less than 10 m in some stretches of habitation area and in areas having tree plantation.

3.3 Additional Land

Local administration and local panchayat need to apprise the villagers about requirement of minor areas in places for development of the road. Villagers are generally highly enthusiastic during site visits for selection of the road. Table 3.1 provides the chainage-wise additional land required.

Table 3.1 Additional Land Required

Sl. No. Chainage Width of Land available in m Width of Land Required in m Comments

1 100 5.9 2.05 2.05 Sufficent land width is available to construct flexiable pavement . Hence proposed

3 300 5.6 2.2 2.2 Due to habitation in both side , CC road is proposed .

10 1000 5.5 2.25 2.25 Sufficent land width is available to construct flexiable pavement . Hence proposed

14 1400 6.1 1.95 1.95 Sufficent land width is available to construct flexiable pavement . Hence proposed

22 2200 4.8 - - Due to Habitation , rigid pavement proposed

28 2600 4.8 - - Due to habitation area good to propose Rigid pavement . Hence proposed

30 2800 6.5 - - Sufficent land width is available to construct flexiable pavement . Hence proposed

43 4100 5 - - Habitation area good to propose Rigid pavement . Hence proposed

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Chapter 4. Geometric Design Standards

Design standards for detailed design of the project roads were adopted after review of IRC : SP - 72 2015 - Rural Roads Manual and discussion with PIU, MMGSY. For the purpose of the present project, the design standards mentioned below are for general application with relaxation at difficult or restricted locations

The classification of terrain was selected from plain/rolling/hilly/steep classification for which following criteria will be applicable.

Terrain classification Cross slope of the country

Plain 0-10% More than 1 in 10

Rolling 10-25% 1 in 10 to 1 in 4

Mountainous 25-60% 1 in 4 to 1 in 1.67

Steep Greater than 60% Less than 1 in 1.67

4.3 Design Speed

The proposed design speed along this project road will be selected from the following table

Terrain Design Speed (kmph)

Mountainous / Steep 25 20

4.4 Right of Way (ROW)

The requirement of ROW for this road is as follows (as specified in IRC-SP 20:2002):

Road classification Plain and Rolling Terrain

Open Area Built-up Area

Normal Range Normal Range

Rural roads (ODR and VR) 15 15-25 15 15-20

4.5 Roadway Width

Roadway width for this road is given below:

Terrain Classification Roadway Width (m)

Plain and Rolling 6.0

4.6 Carriageway Width

The width of carriageway for this project road is 3.75m,

It is proposed to have {1.875 m } wide shoulder on both sides of road.

4.8 Roadway width at cross-drainage structures

The roadway width at culvert locations for this road is 7.50 m in plain terrain . Road way width at the Hume pipe culvert is adopted as 7.50 m . Roadway width at bridges will be 4.25m on link routes in plain-area .

4.9 Sight Distance

The safe stopping sight distance is applicable in the geometric design. The sight distance values for this road as per IRC recommendations are presented below :

Design Speed (km/hr) Safe Stopping Sight Distance (m)

4.10 Radius of Horizontal Curve

According to IRC recommendations/standards, the minimum radius of horizontal curve for this project road is given below:

Terrain Category Radius of Horizontal Curve (m)

Ruling Minimum Absolute Minimum

4.11 Camber & Super elevation

A camber adopted on this road section is given below. The maximum super elevation is 7.0 % for this project road.

Surface type Camber (%)

Low rainfall High rainfall

(Annual rainfall <1000mm) (Annual rainfall >1000mm)

WBM Gravel Road 3.5 4

Thin bituminous Road 3 3.5

Rigid Pavement 2 2.5

4.12 Vertical Alignment

The present road is in plain terrain and vertical alignment has been designed well within ruling gradient.

Generally, minimum gradient of 0.3% for drainage purpose is considered for designing the vertical alignment of this road. Vertical curves are not required when grade change is less than 1%, however a minimum vertical curve is provided to avoid vertical kink.

4.13 Vertical Curves

For satisfactory appearance, the minimum length of vertical curve for different design speed is given in IRC-SP 20:2002. Vertical curves will be designed to provide the visibility at least corresponding to the safe stopping sight distance. Valley curves will be designed for headlight sight distance.

4.14 Side slope

Side slope for this rural road where embankment height is less than 3.0m is given in the table below.

Condition Slope (H:V)

Embankment in silty/sandy/gravel soil 2.0:1

Embankment in clay or clayey silt or inundated condition 2.5:1 to 3:1

Cutting in silty/sandy/gravelly soil 1:1 to 0.5:1

Radius of Curve (m) Upto 20 21 - 60 Above 60

Cutting in disintegrated rock or conglomerate 0.5:1 to 0.25:1

Cutting in soft rock like shale 0.25:1 to 0.125:1

Cutting in medium rock like sandstone, phyllite 0.083:1 to 0.0625:1

4.15 Extra Widening of Pavement

The Extra Widening of Pavement at Curve as per IRC guideline is given below:

Radius of Curve (m) Upto 20 21 - 60 Above 60

Extra Widening for 3.75 m wide single lane carriageway, (m) 0.9 0.6 Nil

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , 0

Chapter 5. Topographic Survey

Topographic survey true to ground realties have been done using compass and auto levels, record the data in computer and find the details using softwares.

The in-house standards, work procedures and quality plan prepared with reference to IRC: SP 19-2001, IRC: SP 20, IRC: SP 13 (in respect of surveys for rivers/streams) and current international practices have been followed during the above survey.

Traversing has been done by compass having angular measurement accuracy ±20 sec.

Survey compass is a survey testing equipment used for survey or mapping. In compass survey, chain or tape or odometer is used for linear measurements and compass is used for fixing direction. The freely suspended magnetic needle in a compass directs to north- south and the bearing of line is obtained by line of sight. Apart from prismatic compass.Traversing has been carried out for proposed raod .

The primary reference at water-level recording stations is a set of stable bench-marks, installed in locations where their level should not change. Upon initial set-up of a station, the levels of the relevant parts of the installation are established and recorded by means of accurate levelling.

Precise levelling is a particularly accurate method of differential levelling which uses highly accurate levels and with a more rigorous observing procedure than general engineering levelling. It aims to achieve high orders of accuracy such as 1 mm per 1 km traverse. A level surface is a surface which is everywhere perpendicular to the direction of the force of gravity. An example is the surface of a completely still lake. For ordinary levelling, level surfaces at different elevations can be considered to be parallel.

A level datum is an arbitrary level surface to which elevations are referred. The most common surveying datum is mean sea-level (MSL), but as hydrological work is usually just concerned with levels in a local area, we often use: An assumed datum, which is established by giving a benchmark an assumed value (e.g. 100.000 m) to which all levels in the local area will be reduced. It is not good practice to assume a level which is close to the actual MSL value, as it creates potential for confusion.

A reduced level is the vertical distance between a survey point and the adopted level datum.

A bench mark (BM) is the term given to a definite, permanent accessible point of known height above a datum to which the height of other points can be referred. It is usually a stainless steel pin embedded in a substantial concrete block cast into the ground. At hydrological stations rock bolts driven into bedrock or concrete structures can be used, but structures should be used warily as they themselves are subject to settlement. The locations of benchmarks shall be marked with BM marker posts and/or paint, and recorded on the Station History Form.List of TBM atteched in 3.6

A set-up refers the position of a level or other instrument at the time in which a number of observations are made without mooring the instrument.

The first observation is made to the known point and is termed a backsight; the last observation is to the final point or the next to be measured on the run, and all other points are intermediates

A run is the levelling between two or more points measured in one direction only. The outward run is from known to unknown points and the return run is the check levelling in the opposite direction.

A close is the difference between the starting level of the initial point for the outward run and that determined at the end of the return run. If the levels have been reduced correctly this value should be the same as the difference between the sum of the rises and falls and also the difference between the sum of the backsights and foresights.

Height of Collimation is the elevation of the optical axis of the telescope at the time of the setup.

The line of collimation is the imaginary line at the elevation.

5.4 Cross Section & Detailing

Cross sections were taken at 30 m interval and at closer interval in curved portion of the existing road. All physical features of the road were recorded. Details and design for cross drainage structures given in hydraulic design.Detail Cross Section are atteched in Volume II

5.5 Data Processing

All data from topographic survey recorded by total station/ auto level & compass were downloaded/feeded and final alignment, plan, profile were prepared and presented in AutoCAD Format

5.6 TBM and Refrence Piller

Atteched seperately

S.No. Rd Location R.L.

TBM-1 BACK SIDE COMPUND WALL 100.000

TBM-2 R.H.S. SLAB CULVERT TOP 95.275

TBM-3 R.H.S. CULVERT WALL TOP 95.005

TBM-4 L.H.S. E.P. 95.295

TBM-5 R.H.S. E.P. 104.050

TBM-6 R.H.S. ROCK STONE 133.430

TBM-7 R.H.S. ROCK STONE 165.875

TBM-8 R.H.S. ROCK STONE 214.805

TBM-9 R.H.S. ROCK STONE 228.560

TBM-10 R.H.S. ROCK STONE 255.620

TBM-11 L.H.S. ROCK STONE 256.920

TBM-12 LHS on Electric pole

TBM-13 LHS on Electric pole

TBM-14 LHS on Narega Board

14.2 TBM-15 RHS on Hand pump top

TBM-16 LHS on Electric pole

14.3 TBM-17 RHS on Hand pump top

Refrence Piller

S.No. Rd Location Distance from center (m)

1 30 LHS Electric pole 8.50

2 1595 LHS Electric pole 6.50

3 2128 LHS Electric pole 7.50

4 3120 LHS Electric pole 8.00

5 4100 RHS Hand pump 7.40

5 1600 LHS Transformer 4.00

6 1825 LHS Electric pole 2.00

7 1910 LHS Electric pole 3.70

8 1952 LHS Electric pole 2.90

9 RHS Panchyat pillar

10 RHS Electric pole

11 LHS Electric pole

12 RHS Electric pole

13 RHS Electric pole

14 LHS Electric pole

15 RHS Electric pole

16 RHS Electric pole

17 RHS Electric pole

18 LHS Electric pole

19 LHS Electric pole

20 LHS Electric pole

21 LHS Electric pole

Reference pillars given Yes No

TBM given Yes No

Traverse survey carried out Yes No

Cross section and detailing carried out Yes No

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Chapter 2. Planning and Basic Design Consideration

Figure - 1 :- Road map of India and State

Figure - 2 :- District Map

Figure - 3 :- Block Maps showing all existing connectivity like District/block HQ, new townships, National and State highway network, mandis, hospitals, colleges, schools etc.

2.2 Preliminary alignment investigation

2.3 Site Photographs

2.4 Road Design Brief

Table 2.1 Road Design Brief

S. No. Location length Issues Design Solution

1 0 To 100 100 Road start from Tilaikundi To Jalke Road . In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

2 100 To 500 400 In this section Existing earthen Road in poor condition .Road passes from habitation As sufficent land width is available hence proposed flexiable pavement

3 500 To 1000 500 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . Due to habitation area , good to provide pannel concrete

4 1000 To 2000 1000 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

5 2000 To 3000 1000 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

6 3000 To 3240 240 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

7 3240 To 2300 -940 In this section Existing earthen Road in poor condition . due to steep gradian good to provide pannelled concrete , hence proposed

8 2300 To 2500 200 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . In this section Existing CC Road in poor condition . Dismental Ext CC road then provide new pannelled concrete

9 2500 To 4230 1730 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

10 4230 To 5270 1040 In this section Existing CC Road in average condition with 3.0 m width . Widening of Ext CC from 3.0 to 3.75 m width with PCC M15 then overlay proposed with cell fill concrete

11 5270 To 5440 170 In this section Existing earthen Road in poor condition . Due to habitation area , good to provide Rigid pavement ( Panal concrete )

12 5440 To 5780 340 In this section Existing CC Road in poor condition . Dismental Ext CC road then provide new pannelled concrete

13 5780 To 6100 320 In this section Existing earthen Road in poor condition . Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

2.5 Transect Walk Summary

Atteched seprately

Table 2.2 Transect Walk Summary

Chainage Existing Land Width Additional Land Required Type of Loss Village Remark/ Suggestions

LHS RHS LHS RHS

10 6.9 1.2 1.9 Agri& Govt land Agri& Govt land

200 7.8 0.2 2 Agri& Govt land Agri& Govt land proper culvert proposed

400 7.2 0.8 2 Agri& Govt land Agri& Govt land

600 7 1.8 1.2 Agri& Govt land Agri& Govt land

800 7.3 1.3 1.4 Agri& Govt land Agri& Govt land proper culvert proposed

1000 7 1.4 1.6 Agri& Govt land Agri& Govt land

1200 7.3 1.2 1.5 Agri& Govt land Agri& Govt land

1400 7.4 0.9 1.7 Agri& Govt land Agri& Govt land

1600 6.9 1.2 1.9 Agri& Govt land Agri& Govt land

1800 7 1.5 1.5 Agri& Govt land Agri& Govt land

2000 6.5 1.9 1.6 Agri& Govt land Agri& Govt land

2200 6.8 1.5 1.7 Agri& Govt land Agri& Govt land

2400 7.2 1.4 1.4 Agri& Govt land Agri& Govt land

2600 7 1.5 1.5 B/up B/up Bhada ext rigid pavement

2800 7.3 1.1 1.6 B/up B/up ext rigid pavement

3000 7.1 1.5 1.4 Agri& Govt land Agri& Govt land

3200 7 1.4 1.6 Agri& Govt land Agri& Govt land

3400 7.4 1.2 1.4 Agri& Govt land Agri& Govt land

3600 7 1.5 1.5 Agri& Govt land Agri& Govt land

3800 7.2 1.2 1.6 Agri& Govt land Agri& Govt land

4000 7.6 0.7 1.7 Agri& Govt land Agri& Govt land

4200 7.1 1.1 1.8 Agri& Govt land Agri& Govt land

4400 6.9 1.2 1.6 Agri& Govt land Agri& Govt land

4600 6.8 1.2 1.6 Agri& Govt land Agri& Govt land

4800 6.4 1.2 1.6 B/up B/up Lohadiya

5400 7.2 1.2 1.4 Agri& Govt land Agri& Govt land

5600 7.6 1.2 1.2 Agri& Govt land Agri& Govt land ext rigid pavement

5800 7.5 1.2 1.3 Agri& Govt land Agri& Govt land ext rigid pavement

5900 7.5 1.2 1.3 Agri& Govt land Agri& Govt land

6200 8 1.2 2 Agri& Govt land Agri& Govt land

6400 8 1.2 2 B/up B/up Barbhatha

7000 7.4 2.3 2.3 Agri& Govt land Agri& Govt land

7200 7 2.5 2.5 Agri& Govt land Agri& Govt land

7400 7.4 2.3 2.3 Agri& Govt land Agri& Govt land

7600 7 2.5 2.5 Agri& Govt land Agri& Govt land

7800 7.5 2.2 2.3 Agri& Govt land Agri& Govt land

8000 8 2 2 Agri& Govt land Agri& Govt land

10800 7 2.5 2.5 Agriculture land Agriculture land

11000 7.8 2.1 2.1 Agriculture land Agriculture land

11200 7.6 2.2 2.2 Agriculture land Agriculture land

11400 7 2.5 2.5 Agriculture land Agriculture land

12400 8.2 1.9 1.9 Agriculture land Agriculture land

12600 7.6 2.2 2.2 Agriculture land Agriculture land

12800 7 2.4 2.6 Agriculture land Agriculture land

13000 7.8 2.2 2 Agriculture land Agriculture land

13200 7.4 2.3 2.3 Agriculture land Agriculture land

13400 7.4 2.3 2.3 Agriculture land Agriculture land

13600 8 2 2 Agriculture land Agriculture land

13800 7.4 2.3 2.3 Agriculture land Agriculture land

14000 8 2 2 Agriculture land Agriculture land

14200 8.3 1.8 1.9 Agriculture land Agriculture land

14400 8.2 1.9 1.9 Agriculture land Agriculture land

14600 7.1 2.5 2.4 Agriculture land Agriculture land

14800 7 2.5 2.5 Agriculture land Agriculture land

15000 6.1 3 2.9 Agriculture land Agriculture land

15200 7 2.5 2.5 Agriculture land Agriculture land

15400 8.1 2 1.9 Agriculture land Agriculture land

15600 8 2 2 Agriculture land Agriculture land

15800 8.2 1.9 1.9 Agriculture land Agriculture land

16000 7.8 2.1 2.1 Agriculture land Agriculture land

16200 8 2 2 Agriculture land Agriculture land

9600 7.8 2.1 2.1 Agriculture land Agriculture land

9800 7.7 2.1 2.2 Agriculture land Agriculture land

10000 7.9 2 2.1 Agriculture land Agriculture land

10500 7.8 2.1 2.1 Agriculture land Agriculture land

10600 8.2 1.9 1.9 Agriculture land Agriculture land

9200 1 8 B/up B/up

{Tick the relevant box}

Transect walk done yes No

Photographs of Transect walk attached yes No

Transect walk summary table included yes No

Minutes of Transect walk attached yes No

Photographs at 100 m intervals taken yes No

Major changes in alignment perceived yes No

Design brief provided yes No

Photographs of Grama Sabha attached yes No

Consultant Asst. Engineer E.E. Cum Member Secretary

Anand Vibhor PIU, PMGSY, Bilaspur PIU, PMGSY, Bilaspur

{Tick the relevant box}

Transect walk done Yes No

Photographs of Transect walk attached Yes No

Transect walk summary table included Yes No

Minutes of Transect walk attached Yes No

Photographs at 100 m intervals taken Yes No

Major changes in alignment perceived Yes No

Design brief provided Yes No

Photographs of Grama Sabha attached Yes No

Consultant Sub. Engineer Asst. Engineer #REF!

Anand Vibhor #REF! #REF! #REF! Bilaspur

PRADHAN MANTRI GRAM SADAK YOJNA -IV

CHHATTISGARH RURAL ROAD DEVELOPMENT AGENCY

INVENTORY OF ROAD

Dist. :- Bilaspur Block :- Thakatpur

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg Length :- 2.13 Km

Chainage in Mt. Existing Road Details Proposal / Treatment Remarks

Pavement Shoulder Total Road Top Width

From To Type Condition Width Type Condition Width

0.00 0.00 CC poor 3.750 EARTHEN DAMAGED 1.500 6.750 Widening with PCC M15 for making proper width. Then provide 200 mm CC M30 over it in 5.50 m width . 1900.000 Ex. BT Road Top surface are good contion , ony both side widening and MPM+BM take in full width 5.50m on ex. Road

0 100 earthen poor 3.500 earthen damaged 1.000 5.500 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

100 500 earthen poor 3.700 earthen damaged 0.900 5.500 As sufficent land width is available hence proposed flexiable pavement

500 1000 earthen poor 3.400 earthen damaged 0.850 5.100 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . 500.000

1000 2000 earthen poor 3.500 earthen damaged 1.200 5.900 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

2000 3000 earthen poor 3.600 earthen damaged 1.000 5.600 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . -4050.000 Camber Corection by 20% MPM and Design as per Upgradation road treetment.

3000 3240 earthen poor 3.700 earthen damaged 1.500 6.700 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . 0.000

3240 2300 earthen poor 3.300 earthen damaged 0.900 5.100 due to steep gradian good to provide pannelled concrete , hence proposed

2300 2500 earthen poor 3.500 earthen damaged 1.700 6.900 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

2500 4230 earthen poor 3.000 earthen damaged 0.800 4.600 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design .

4230 5270 CC average 3.000 earthen damaged 0.500 4.000 Widening of Ext CC from 3.0 to 3.75 m width with PCC M15 then overlay proposed with cell fill concrete 0.000

5270 5440 earthen poor 3.000 earthen damaged 0.800 4.600 Due to habitation area , good to provide Rigid pavement ( Panal concrete ) 0.000

5440 5780 CC poor 3.000 earthen damaged 0.500 4.000 Dismental Ext CC road then provide new pannelled concrete 0.000

5780 6100 earthen poor 3.00 earthen damaged 2.800 8.600 Proposed proper embankement by Cutting and filling , then provide GSB, WMM & BT as per design . -1650.000

Consultant Sub. Engineer Asst. Engineer #REF!

Anand Vibhor #REF! #REF! #REF! #REF!

Chapter 3 .Topographic Survey

Topographic survey true to ground realties have been done using compass and auto levels, record the data in computer and find the details using softwares.

The in-house standards, work procedures and quality plan prepared with reference to IRC: SP 19-2001, IRC: SP 20, IRC: SP 13 (in respect of surveys for rivers/streams) and current international practices have been followed during the above survey.

Traversing has been done by compass having angular measurement accuracy ±20 sec.

Survey compass is a survey testing equipment used for survey or mapping. In compass survey, chain or tape or odometer is used for linear measurements and compass is used for fixing direction. The freely suspended magnetic needle in a compass directs to north- south and the bearing of line is obtained by line of sight. Apart from prismatic compass.Traversing has been carried out for proposed raod .

The primary reference at water-level recording stations is a set of stable bench-marks, installed in locations where their level should not change. Upon initial set-up of a station, the levels of the relevant parts of the installation are established and recorded by means of accurate levelling.

Precise levelling is a particularly accurate method of differential levelling which uses highly accurate levels and with a more rigorous observing procedure than general engineering levelling. It aims to achieve high orders of accuracy such as 1 mm per 1 km traverse. A level surface is a surface which is everywhere perpendicular to the direction of the force of gravity. An example is the surface of a completely still lake. For ordinary levelling, level surfaces at different elevations can be considered to be parallel.

A level datum is an arbitrary level surface to which elevations are referred. The most common surveying datum is mean sea-level (MSL), but as hydrological work is usually just concerned with levels in a local area, we often use: An assumed datum, which is established by giving a benchmark an assumed value (e.g. 100.000 m) to which all levels in the local area will be reduced. It is not good practice to assume a level which is close to the actual MSL value, as it creates potential for confusion.

A reduced level is the vertical distance between a survey point and the adopted level datum.

A bench mark (BM) is the term given to a definite, permanent accessible point of known height above a datum to which the height of other points can be referred. It is usually a stainless steel pin embedded in a substantial concrete block cast into the ground. At hydrological stations rock bolts driven into bedrock or concrete structures can be used, but structures should be used warily as they themselves are subject to settlement. The locations of benchmarks shall be marked with BM marker posts and/or paint, and recorded on the Station History Form.List of TBM atteched in 3.6

A set-up refers the position of a level or other instrument at the time in which a number of observations are made without mooring the instrument.

The first observation is made to the known point and is termed a backsight; the last observation is to the final point or the next to be measured on the run, and all other points are intermediates

A run is the levelling between two or more points measured in one direction only. The outward run is from known to unknown points and the return run is the check levelling in the opposite direction.

A close is the difference between the starting level of the initial point for the outward run and that determined at the end of the return run. If the levels have been reduced correctly this value should be the same as the difference between the sum of the rises and falls and also the difference between the sum of the backsights and foresights.

Height of Collimation is the elevation of the optical axis of the telescope at the time of the setup.

The line of collimation is the imaginary line at the elevation.

3.4 Cross Section & Detailing

Cross sections were taken at 30 m interval and at closer interval in curved portion of the existing road. All physical features of the road were recorded. Details and design for cross drainage structures given in hydraulic design.Detail Cross Section are atteched in Volume II

3.5 Data Processing

All data from topographic survey recorded by total station/ auto level & compass were downloaded/feeded and final alignment, plan, profile were prepared and presented in AutoCAD Format

3.6 TBM and Refrence Piller

S.No. Rd Location R.L.

TBM-20 RHS on Electric pole

TBM-21 RHS on Electric pole

Refrence Piller

S.No. Rd Location Distance from center (m)

1 0 Welcome gatele 6.95

2 0 LHS Electric pole 4.00

3 0 LHS on Electric pole 3.20

4 0 LHS on Electric pole 3.20

5 0 LHS on Hand pump top 8.30

6 0 RHS on Hand pump top 7.30

6 RHS Electric pole

7 RHS Electric pole

8 LHS Electric pole

9 LHS Electric pole

10 LHS Transformer

11 LHS Electric pole

12 RHS Electric pole

13 RHS Electric pole

14 LHS Electric pole

15 RHS Electric pole

16 RHS Electric pole

17 RHS Electric pole

18 LHS Electric pole

19 LHS Electric pole

20 LHS Electric pole

21 LHS Electric pole

Reference pillars given Yes No

TBM with northing-easting given Yes No

Traverse survey carried out Yes No

Cross section and detailing carried out Yes No

Consultant Asst. Engineer E.E. Cum Member Secretary

Anand Vibhor PIU, PMGSY, Bilaspur PIU, PMGSY, Bilaspur

BM/TBM with northing-easting given Yes No

Traverse survey carried out Yes No

Cross section and detailing carried out Yes No

L section details attached with the

Part II of the DPR Yes No

Consultant Sub. Engineer #REF! #REF!

Anand Vibhor #REF! #REF! #REF! #REF!

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :-

Location:- Rd 4300

Sample No: Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4410

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.676

Optimum moisture content 11.3 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :-

Location:- Rd 5800

Sample No: Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4400

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.684

Optimum moisture content 11.3 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :-

Location:- Rd 1700 m

Sample No: 2 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4235

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.694

Optimum moisture content 11.4 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 500 Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.13 %

Av. C.B.R. at 5.0 mm penetration: 4.11 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 1500 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.39 %

Av. C.B.R. at 5.0 mm penetration: 4.21 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 2200 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.12 %

Av. C.B.R. at 5.0 mm penetration: 3.75 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 3300 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.34 %

Av. C.B.R. at 5.0 mm penetration: 4.07 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 4600 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.25 %

Av. C.B.R. at 5.0 mm penetration: 4.02 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 5250 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.18 %

Av. C.B.R. at 5.0 mm penetration: 3.97 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 4500 Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.03 %

Av. C.B.R. at 5.0 mm penetration: 4.03 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 5500 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.15 %

Av. C.B.R. at 5.0 mm penetration: 4.01 %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 6500 m Proving Ring Factor 3.500

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 4.97 %

Av. C.B.R. at 5.0 mm penetration: 3.64 %

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 500

Sample No: 1 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4410

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.645

Optimum moisture content 10.30 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 1500 m

Sample No: 2 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4335

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.696

Optimum moisture content 9.90 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 2200 m

Sample No: 3 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4140

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.638

Optimum moisture content 10.37 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 3300 m

Sample No: 4 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4060

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.685

Optimum moisture content 11.0 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Main Road To Bhulasidih

Location:- Rd 4600 m

Sample No: Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4410

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.678

Optimum moisture content 10.64 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 5250 m

Sample No: 6 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4125

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.671

Optimum moisture content 10.77 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 4500

Sample No: 7 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4426

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.630

Optimum moisture content 10.6 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 5500 m

Sample No: 7 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4333

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.659

Optimum moisture content 10.9 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Location:- Rd 6500 m

Sample No: 7 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4152

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.616

Optimum moisture content 10.9 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Chapter 6. Soil and Materials Survey

The soil and material investigations were done following the guidelines of IRC: SP: 20-2002 and IRC: SP: 72-2007 and other relevant IS codes. The potential sources of borrow areas for soil and quarry sites will be identified

6.2 Soil sample collection and Testing

Soil samples will be collected along and around the road alignment at one location per km, from the adjoining borrow areas, as well as one sample is collected from the existing road. Soil Classification tests like grain size analysis and Atterberg’s limit were conducted for all the samples collected. Standard Proctor test and the corresponding 4 day soaked CBR test were conducted either for a minimum of one test per km for soil samples of same group or more tests due to variation of soil type. The following tests were conducted as detailed below:

• Grain size analysis as per IS : 2720 (Part 4) – 1985

• Atterberg’s limit as per IS : 2720 (Part 5) – 1985

• Standard Proctor density test as per IS : 2720 (Part 7) – 1980

• 4 day soaked CBR test as per IS : 2720 (Part 16) – 1985

Summary of Test

S.No. Location CBR (%) MDD gm/cc OMC (%) L.L. (%) P.I. (%) Sieve Analysis Sand content

% passing against I.S.Sieve

10mm 4.75mm 2mm 425u 75u

As the soil of CBR in between 5% to 6% available and having MDD more than 1.52 gm/cc , it is suitable for embankement construction.

6.3 Analysis of Test Results

The laboratory soaked CBR value ranges from 5% to 6% The soil laboratory test results will be summarized in Table 4.2

Table 4.1 CBR values for different stretches

Sl.No. Section CBR (%)

6.4 Coarse and Fine Aggregates

Information regarding the source of aggregate and sand will be gathered. The source and the lead distance from the quarry to project site will be finalized in discussion with the PIU. The aggregates and sand where available and acceptable shall be used for bituminous work, concrete works, other pavement works.

For the proposed Road construction material is Available as follows.

1 Sand Arpa river 25 Km

2 Moorum Local 2 Km

3 Aggregate Daija 10 Km

4 Earth for embankment construction Local 1 Km

Figure-3 Quarry Map - attech in chapter C figure 5

6.5 Sub-soil investigation for bridges

Where the rock or some firm undisturbed soil stratum is not likely to be far below the alluvial bed of the stream , a trail pit should be dug down to such rock or firm soil . But if there is no rock or undisturbed firm soil for a great depth below the stream bed level , then the trail pit may be taken down roughly 2 to 3 meter below the lowest bed level . The location of each trail pit should be shown in the cross section of the proposed site . The trail pit section should be plotted to show the kind of soil passed through . However depth of trail pit in soil shall minimum 2 m for culverts and 3 m for small bridges .

Borrow pit suitable Yes No

SSI for existing ground Yes No

Investigation for coarse/fine aggregate Yes No

Quarry map Yes No

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

CBR Test of Soil

Location:- Rd 3400 Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Location:- Rd 4400 Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Location:- Rd 5400 Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Location:- Rd 6200 m Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 4300 Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 5800 Proving Ring Factor 2.200

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.34 %

Av. C.B.R. at 5.0 mm penetration: 3.96 %

CBR Test of Soil

Name of Road :-

Location:- Rd 1700 m Proving Ring Factor 2.200

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.34 %

Av. C.B.R. at 5.0 mm penetration: 3.83 %

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 5800

Sample No: 6 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4335

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.683

Optimum moisture content 11.3 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :-

Location:- Rd 6200 m

Sample No: 7 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4340

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.741

Optimum moisture content 11.6 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- #REF!

Sample No: 4 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4064

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.672

Optimum moisture content 11.1 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

CBR Test of Soil

Location:- Rd 1500 m Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Location:- Rd 2250 m Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 3400 m Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 4550 Proving Ring Factor #REF!

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: #REF! %

Av. C.B.R. at 5.0 mm penetration: #REF! %

CBR Test of Soil

Name of Road :- #REF!

Location:- Rd 5500 Proving Ring Factor 2.200

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.34 %

Av. C.B.R. at 5.0 mm penetration: 3.96 %

CBR Test of Soil

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 400 Proving Ring Factor 2.240

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.46 %

Av. C.B.R. at 5.0 mm penetration: 3.95 %

Rural Development Division,

CGRRDA , Bilaspur

CBR Test of Soil

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 1500 m Proving Ring Factor 2.240

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.49 %

Av. C.B.R. at 5.0 mm penetration: 3.92 %

Rural Development Division,

CGRRDA , Bilaspur

CBR Test of Soil

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 2100 m Proving Ring Factor 2.240

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.28 %

Av. C.B.R. at 5.0 mm penetration: 3.87 %

Rural Development Division,

CGRRDA , Bilaspur

CBR Test of Soil

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 3900 m Proving Ring Factor 2.240

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.15 %

Av. C.B.R. at 5.0 mm penetration: 3.90 %

Rural Development Division,

CGRRDA , Bilaspur

CBR Test of Soil

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 4100 Proving Ring Factor 2.240

Time of Penetration @ 1.25mm/Min Penetration Coordinate at X axis for the Penetration Values Proving Ring Reading Load Intensity (kg/cm2) (A) x One divn. Value Area of Plunger Corrected Load Intensity (kg/cm2) standard load Intensity (kg/cm2) Unsoaked/Soaked CBR (%) C x 100/D Average CBR (%)

Min - Sec. (mm) (mm) I I I Std. I ii iii

Av. C.B.R. at 2.5 mm penetration: 5.30 %

Av. C.B.R. at 5.0 mm penetration: 3.91 %

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 400

Sample No: Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4320

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.716

Optimum moisture content 10.0 %

Rural Development Division,

CGRRDA , Bilaspur

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 1500 m

Sample No: 2 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4270

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.722

Optimum moisture content 10.7 %

Rural Development Division,

CGRRDA , Bilaspur

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 2100 m

Sample No: 3 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4120

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Name of Road :- Wt of Mould( W1) 4450 gm

Item :- Volume of Mould Vm 1000 gm/cc

S.No. Wt of mould + compacted soil W2 Wt of wet soil( W2-W1) Wet density Moisture content determination Dry density

Cont No Wt of con Wt of con+wet soil Wt of con+dry soil Wt of water(Ww) Wt of dry soil(Ws) M.C.(%)

Maximum dry density 1.700

Optimum moisture content 10.6 %

Rural Development Division,

CGRRDA , Bilaspur

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 3900 m

Sample No: 4 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4358

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.682

Optimum moisture content 10.8 %

Rural Development Division,

CGRRDA , Bilaspur

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 4100

Sample No: 5 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4465

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.713

Optimum moisture content 11.2 %

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Proctor Density Test of Soil

AS PER (IS: 2720 Part-7) - 1983

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Location:- Rd 4100

Sample No: 5 Weight of Dry Soil: 6000 gm

Wt of mould (gm) 4470

Type of test ;- Modify Proctor Standard Proctor

Volume of mould (cc) : CC 1113

Moisture content determination

Sr. Weight of mould + compacted soil (gms) Weight of wet soil (gms) Wet density (gn./cc) Container No. Weight of container (gms) Weight of container + wet soil (gms) Weight of dry soil (Ws) (gms) Weight of water (gms) Weight of container +Dry soil (gms) Moisture Content (%) Dry density (gm/cc)

Maximum dry density 1.707

Optimum moisture content 11.3 %

Rural Development Division,

CGRRDA , Bilaspur

Maximum dry density 1.7

Optimum moisture content 15.5

Checked By: Tested By:

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

Block :- Thakatpur

Distt. :- Bilaspur

To Proposed Road

Daija To Rajpur

1 Moorum quarry - Local 2 km

2 Aggregate quarry - Daija 10 km

3 Sand quarry - Arpa river 25 km

Certified that the quarry and leads shown above are tentative

Rural Development Division,

CGRRDA , Bilaspur

Chapter 7. Traffic Survey

In the present scenario of new connectivity/upgradation road, 3 day, 24 hr traffic volume count has been conducted on the already completed or similar type of road in the vicinity of the project road. The Classified Volume Count survey has been carried out in accordance with the requirements of the TOR and relevant codes (IRC: SP: 19-2001, IRC: SP:72 - 2015).The surveys have been carried out by trained enumerators manually under the monitoring of Engineering Supervisor.

Traffic count done on allready completed B.T. road , which is near by the proposed road .

7.2 Traffic Data and Analysis

The traffic count done was classified into different vehicle category as given below:

Motorized vehicle comprising of light commercial vehicle, medium commercial vehicle, heavy commercial vehicle, trucks, buses, agricultural tractors with trailers, car, jeep, two wheelers etc.

Non- motorized vehicles comprising of cycle, rickshaw, cycle van, animal drawn vehicle etc.

The number of laden and un-laden commercial vehicles was recorded during the traffic counts. Traffic volume count for this project road was done during Harvesting season. It is assumed that peak harvesting season traffic is double of non harvesting season

Average of 7day traffic data is presented in Table 5.1.

Table 5.1 Average daily Traffic data at both directions for three days

Sl. No. Type of Vehicle Day-1 Day-2 Day-3 Average

1 Car, Jeep, Van #REF! #REF! #REF! #REF!

2 Agriculture Tractor (LCV) #REF! #REF! #REF! #REF!

3 Scooters/Motorbikes #REF! #REF! #REF! #REF!

4 Bus / Minibus #REF! #REF! #REF! #REF!

5 Trucks #REF! #REF! #REF! #REF!

6 Truck - Trailor ,Agriculture Tractor - Trailor #REF! #REF! #REF! #REF!

7 Tractor without trailer 0 0 0 0

8 Cycles #REF! #REF! #REF! #REF!

9 Cycle Rickshaw / Hand Cart 0 0 0 0

10 Horse cart / Bullock Cart #REF! #REF! #REF! #REF!

11 Pedestrian 0 0 0 0

Total commercial vehicle per day (cvpd) #REF!

Total motorised vehicle per day #REF!

Total non-motorised vehicle per day #REF!

{Tick the relevant box}

a) Traffic volume and mix do not vary along the road

b) Traffic volume and mix vary along the road

c) Traffic volume and mix will vary along the road in the future

d) There is a potential for through traffic using the road

e) % of loaded vehicles #REF!

5.3 Traffic Growth Rate and Forecast

We adopted here an average annual growth rate of 7.5% over the design life as set out in IRC: SP 72-2007

Table 5.2 Average Annual Daily Traffic at Road

S. No. HCV MCV LCV CAR/JEEP M/CYCLES CARTS CYCLES

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! 0 #REF!

1 TOTAL MOTORISED VEHICLE #REF!

2 TOTAL NON MOTORISED VEHICLE #REF!

3 AVERAGE DAILY TRFFIC ADT #REF!

4 ANNUAL AVERAGE DAILY TRAFFIC AADT (During Non Harvesting Season) #REF!

5 PROJECTED ANNUAL AVERAGE DAILY TRAFFIC AADT( FOR 2 YEAR PERIOD) #REF!

6 PROPORTION FACTOR #REF!

7 PROJECTED TRAFFIC

#REF! #REF! #REF! #REF!

8 VEHICLE DAMAGE FACTOR VDF

#REF! #REF! #REF! #REF! #REF!

9 TOTAL ESAL ( EQUIVALENT STANDARD AXLE LOAD)PER DAY #REF!

10 CUMULATIVE ESAL OVER 10 YEARS @ 7.5% GROWTH RATE #REF!

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

TRAFFIC CENSUS DATA SHEET

Name of Road :- Rajpur Sidhbaba road To Bijaghora Pahuch marg

S.No. From To Jeep/Car/van etc. Three wheel Vehicle Agriculture Tractor Bus Truck Motor Cycle Total Slow Moving Remark Note :- PCU

Date Time (AM) Date Time (AM) Animal Drawn Bycycle Total 0 to 2500 single lane

conversiation Factor 1 1 4.5 3 3 0.5 8 0.5 184

Total P.C.U. of Vehicle 752.83 1056

Commercial vehicle per day 147.67 188.2083333

PCU for Lane Design 0-2000-Single Lane, 2000-6000 Intermediate Lane, 6000-15000 Two Lane(for bothway traffic) and above Four Lane / Six Lane

Lane and width as per PCU Single Lane

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

MUKHYA MANTRI GRAM SADAK YOJNA (MMGSVY)

DESIGN OF FLEXIBLE PAVEMENT

As per IRC: SP:72-2015

Road Name: Rajpur Sidhbaba road To Bijaghora Pahuch marg

Block: Thakatpur Distcict: Bilaspur Package No.:

Average Daily Traffic in non Harvesting Season

HCV -Truck (Lodad) 7 MCV -Agricultural Tractor-trailor (Unlodad)) 40

HCV -Truck (Unlodad) 5 MCV -Agricultural Tractor-trailor (Overloded) 9

HCV -Truck (Overloded) 5 LCV - Cars/ Vans/ Jeeps/Three Wheelers 42

hcv - Bus (Lodad)) 0 Two Wheelers 189

hcv - Bus (Unlodad) 0 Cycles 261

hcv - Bus (Overloded) 0 Animal Drawn Cart 4

MCV -Agricultural Tractor-trailor (Lodad) 40 Pedestrian 242

Total Traffic: 602 Duration of Harvesting Season in Days ( From Local Enquiry) t = 75

Total Motorized: 337 Average Traffic During Non Harvesting Season (Considered half of the total Traffic in peak Season ) T= 301

Total Non Motorized: 265 Average Increase in Traffic During Harvesting Season nT= 301

Pedestrian : 242 Avg. Annual Daily Traffic AADT = T+((1.2 x nT x t)/365) AADT= 375

It is presumed that road will open for traffic after 2 yrs. - -

therefore ADT after 2 yrs by considering 6.0% growth rate ADT = AADT x (1+0.060)n ADT 422

For Pavement Design consider the Propotionate value of HCV, MCV & SWC out of ADT

Sr. No. Vehicle Type Propotionate Numbers = T. Count/T. Traffic x ADT VDF Value ESAL Per Day (T0) ESAL = (vdf x No.) Cumulative ESAL N = T0 x 365 x L x [ ((1+ 0.06)n - 1)/0.06] N = T0 x 5164 x

1 HCV -Truck (Lodad) 5 2.58 12.29 63448

2 HCV -Truck (Unlodad) 4 0.31 1.11 5718

3 HCV -Truck (Overloded) 4 5.35 19.11 98676

4 hcv - Bus (Lodad)) 0 2.58 0.00 0

5 hcv - Bus (Unlodad) 0 0.31 0.00 0

6 hcv - Bus (Overloded) 0 5.35 0.00 0

7 MCV -Agricultural Tractor-trailor (Lodad) 28 0.31 8.69 44900

8 MCV -Agricultural Tractor-trailor (Unlodad)) 28 0.02 0.56 2897

9 MCV -Agricultural Tractor-trailor (Overloded) 6 0.65 4.05 20921

As there is Significant Traffic of Solid Wheel Bullock Cart, Multiply Cumulative ESAL with correction Factor for SWC Trafffic AADT Correction Factor For SWC Traffic

For AADT : 2643 100 1.7

Correction Factor : 1.0615 150 1.25

FINAL Cumulative ESAL : 1856396 200 1.2

Traffic Category : T-3 400 1.1

The traffic parameter has been categorized into 7 to categories as under :- 60,000 to 1,00,000 500 1.07

The traffic parameter has been categorized into 7 to categories as under:- Subgrade Strength Classes ( according to SP:72 - 2007 )

T1 : 10,000 to 30000 ESAL applications Quality of Subgrade Class Range (CBR%)

T2 : 30,000 to 60,000 ESAL applications Very Poor S1 2

T3: 60,000 to 1,00,000 ESAL applications Poor S2 3 - 4

T4: 1,00,000 to 2,00,000 ESAL applications Fair S3 4 - 6

T5: 2,00,000 to 3,00,000 ESAL applications Good S4 6 - 9

T6: 3,00,000 to 6,00,000 ESAL applications Very Good S5 9 - 15

T7: 6,00,000 to 10,00,000 ESAL applications

From the Soil Test Result Design CBR of Subgrade

CBR RESULT OF TEST - I : 5.58

CBR RESULT OF TEST - II : 5.49

CBR RESULT OF TEST - III : 5.54

CBR RESULT OF TEST - IV : 5.36

AVG. CBR / DESIGN CBR (%) : 5.49

From the Soil Surveys the Subgrade Strength Class : S-2

From the Trffice survey the Traffic Category : T-3

Design Pavement thickness as per Fig 4 of IRC-SP - 72 - 2007

OGPC : 20 MM Bituminous Surface Treated WBM

Thickness of Grade III : 75 MM Base of Gravel / CRMB/ WBM

Thickness of Grade II : 75 MM

Thickness of G.S.B. : 175 MM Granular Sub - Base

Thickness Modified Soil : 0 MM

Total Crust Thickness : 325 MM

Provide 20 mm Thick Premix carpet with seal Coat Type "B" as wearing course

TRAFFIC CENSUS DATA SHEET

Name of Road :- #REF!

S.No. Month January Year 2017 Jeep/Car Three wheel Vehicle Tractor Agriculture Tractor with Trailer LCV Bus Truck Truck / Trailer Motor Cycle Total Slow Moving Remark

Date Time (AM) Date Time (AM) Animal Drawn Bycycle Total

Total P.C.U. of Vehicle 2812

Commercial vehicle per day 176

PCU for Lane Design 0-2000-Single Lane, 2000-6000 Intermediate Lane, 6000-15000 Two Lane(for bothway traffic) and above Four Lane / Six Lane

Lane and width as per PCU Intermediate Lane

Consultant Sub Engineer Asst. Engineer 0

Anand Vibhor 0 0

Sl. No. AverageTraffic Data Mainly Consider Appendix A,B to check your ESAL count. As per Appendix-B % increase in Length for the Proposals

Motorised AADT Correction factor for SWC Traffic Pro 15 1.025 1 4.8 7.25 4.30 4.20 11.50

1 Pkg. Cars, jeeps, vans, 3 wheelers 21 ADT 294 100 1.70 Ori 2.6 0.75 0.75 3.5 3.3 1.50 2.00 6.00

Name of Road Motorised two wheelers 25 ADT lean 294 150 1.25 12.4 0.275 0.25 1.3 3.95 2.8 2.2 5.5

Trucks laden 5 300 1.15

0 Period : Trucks unladen 5 AADT=(T+1.2nTt/365) 366 400 1.10

Enter if Peak = 1, Lean = 0 Trucks overloded 18 AADT*1.06*1.06 411.2376 500 1.07

0.06 Growth rate adopted(%) Agri Tractor Tr laden 19 Factor=AADT*1.06*1.06/ADT 1.398767347

10 Design life in years Agri Tractor Tr unladen 4 Overloaded HCV*factor*2.86 92.01091608 100 1.7

2 No. of Harvesting seasons Agri Tractor Tr over loaded 23 Loaded HCV*factor*2.58 36.08819755 101 1.691

75 No. of days in each Harvesting season Bus laden 5 Unloaded HCV*factor*0.31 2.168089388 102 1.682

Bus unladen 0 Overloaded MCV*factor*0.65 20.91157184 103 1.673

Bus over loaded 5 Loaded MCV*factor*0.31 8.238739673 104 1.664

38 53.15315918 Non-motorised 0 Unloaded MCV*factor*0.02 0.1119013878 105 1.655

10 13.98767347 Cycle rickshaws 24 ESAL=To*4811 767496 107 1.637

Total CVPD Animal driven Solid wheeled 0 1.117 857293.032 108 1.628 1116087 586079.08

94 131.4841306 Animal driven pneumatic tyred 0 109 1.619 279021.75

Design as per IRC-37(2001) ROAD DESIGN

Data- N = 365 x [(1+r)n-1] x A x D x F

(i) Lane= Two lane and Single Carrigeway r

(ii) Average Daily Traffic A = 98 (both direction) Where N = Number of Comercial Vehicle to be catered on the pavement

(iii) Traffic Growth Rate per Anum r = 7.50% As per page no.11( IRC 37-2001) P = Commercial Vehicle per day = 176

(iv) Design Life= 15 Years A = P(1+r )x = 176 (1+0.05)2 = 193.73

(v) Vehicle Damage Factor F = 1.5 As per page no.12( IRC 37-2001) r = Groth Rate - 5% = 0.05 ( as per IRC:37-2012 , clause No. 4.2.2 )

(vi) Design CBR of Subgrade Soil 3% D = Lane Distribution factor = 0.75 ( as per IRC:37-2012 , clause No. 4.5.1 )

Design Calculation F = Vehicle damage factor = 3.5 ( as per IRC:37-2012 , Table No. 4.2 )

n = Design life of road = 10 years

(i) Distribution Factor D = 0.075 (As per para 3.3.5)

(ii) Cummulative no. of standard axels to be created for in the design N = 365 x [(1+r)n-1] x A x D x F

N= 365 x [(1+r)n-1] x A x D x F r

(iii) Total pavement thickness for CBR 3% and Traffic 2.0 msa = 610 mm from figure 1 (IRC 37-2001) Road design for CBR 10% and Traffic- 2 msa

As Per IRC 37 -2012 plate 7 page no 28

(iv) Pavement Composition- as per IRC 37-2001 page No. 24 (a) Bituminous Surfacing Total Pavement Thickness = 445 mm

i) SDBC = 25 mm Where

ii) BM = 50 mm Granular Sub Base (GSB) = 150 mm

(b) Granular Base 225 mm Granular Base (WMM) = 225 mm

(c) Granular Sub Base 310 mm DBM = 50 mm

Provided this crust as per following layers thickness Total 445 mm

i) Wearing Course 25 mm Semi Dense Bituminous Course

ii) Binder Course 50 mm Dense Bituminous Macadam (DBM)

iii)Granular Base 225 mm WBM in three layer

vi) Granular Sub Base 310 mm Granular Sub Base(GSB)

Consultant Asst. Engineer EXECUTIVE ENGINEER

Anand Vibhor CGRRDA CGRRDA

VDF :- Vehicle damage factor

AADT:- Average Annual Daily Traffic

HCV :- Heavy commercial Vehicle

MCV :- Medium - Heavy commercial Vehicle

CVPD :- Commercial Vehicle per day

msa :- Million Standard Axles

ESAL :- Equivalent Standard Axle Load

WBM :- Wet Mix Macadam

Chapter 8. Pavement Design

Considering the sub-grade strength, projected traffic and the design life, the pavement design for low volume PMGSY roads was carried out as per guidelines of IRC: SP: 72 – 2015 or IRC:37:2012 or IRC SP:77 “Design of Gravel Road” and IRC SP:62-2004 “Cement Concrete roads”. In built up area for hygienic and safety reasons, C.C. pavement was used with a hard shoulder and drain appropriate line drain.

8.2 Pavement Design Approach

8.2.1 Design Life

A design life of 10 years was considered for the purpose of pavement design of flexible and granular pavements.

8.2.2 Design Traffic

The average annual daily traffic (AADT) for the opening year as well as the total commercial vehicle per day (CVPD) was presented in Table 5.2.

8.2.3 Determination of ESAL applications

Only commercial vehicles with a gross laden weight of 3 tonnes or more are considered. The design traffic was considered in terms of cumulative number of standard axles to be carried during the design life of the road. The numbers of commercial vehicles of different axle loads are converted to number of standard axle repetitions by a multiplier called the Vehicle Damage Factor (VDF). An indicative VDF value was considered as the traffic volume of rural road does not warrant axle load survey.

For calculating the VDF, the following categories of vehicles was considered as suggested in paragraph 3.4.4 of IRC:SP72-2015

• Laden heavy/medium commercial vehicles

• Un-laden /partially loaded heavy/medium commercial vehicles

• Over loaded heavy/medium commercial vehicles

Indicative VDF values considered 10% of laden MCV and 10% laden HCV as overloaded & given below:

Vehicle type Laden Un-laden /Partially laden

Lane distribution factor (L) for Single lane road = 1.0 Cumulative ESAL application = To x 4811 x L, where To = ESAL application per day. The Cumulative ESAL application for the project road as per paragraph 3.5 of IRC:SP72-2015 is presented in Annexure

8.2.4 Subgrade CBR

The subgrade CBR range of 5% to 6% was considered and the traffic falls in the T5 category.

8.3 Design Alternatives

Design alternatives considered

Chainage Design alternatives considered Specify design alternative selected Justification

From To Pavement Shoulder

Flexible Rigid Earthen full width Hard Full width Hard shoulder 0.875 m each side Soil stabilization and use of locally available marginal materials.

0 0 yes yes back water of Mati nalla

0 0 yes yes Habitation

0 0 yes yes Hilly terrain

2130 2500 yes yes Habitation

2500 1800 Yes yes

1800 2300 yes yes Steep gradiant

2300 2500 Yes yes

2500 1700 Yes yes

1700 6000 yes yes Habitation

8.4 Pavement composition

i Flexible Pavement :- Rd 0 to 2130

ii The designed pavement thickness and composition was calculated by referring Figure 4 (Pavement design catalogue) of IRC:37:2012. The ratio between heavy commercial vehicles and medium commercial vehicles as given in Chapter 5 should be maintained as far as possible.

The pavement layers provided are given below:

Table 5.2 Average Annual Daily Traffic at Road

S. No. HCV MCV LCV Car/Jeep Mcycles Carts Cycles

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

1 Total Motorised Vehicle #REF!

2 Total Non Motorised Vehicle #REF!

3 Average Daily Traffic ADT #REF!

4 Annual Average Daily Traffic AADT (During Non Harvesting Season) #REF!

5 Projected Annual Average Daily Traffic AADT( For 2 Year Period) #REF!

6 Proportion Factor #REF!

7 Projected Traffic

#REF! #REF! #REF! #REF!

8 Vehicle Damage Factor VDF

#REF! #REF! #REF! #REF! #REF!

9 Total ESAL ( Equivalent Standard Axle Load )Per Day #REF!

10 Cumulative ESAL Over 10 Years @ 6% Growth Rate #REF!

Evaluation of Subgrade Strength

i)Existing CBR = 4 to 5 %

i) Design CBR = 5 to 6 %

CBR of existing soil is 4 to 5 . Provision of cuting and spreading of existing road is made in estimate , we got a 100 mm layer of 10 to 15% CBR . for design purpose we have to made 300 mm th layer . So in order to acieve desired CBR a layer of 200 mm(CBR not less than 10) is provided in full width .

PAVEMENT THICKNESS AND COMPOSITION

For commulative ESAL applications of 236560 reffering to to the Traffic category in the

range 200000 to 300000 and the subgrade category of CBR 5 % to 6%, Fig 4, IRC:SP:72-2015

As per IRC SP:72-2015 (crust required)

GSB (CBR not less than 20%) 175 mm

Base of grawel /CRMB/WBM(CBR not< 100) 150 mm

OGPC with seal coat 20 mm

Total Crust 345 mm

Layers Items Thickness for pavement

Top Layer/Surface course OGPC with seal coat 20 mm

Bituminous layer Bituminous Macadem 50 mm

Base Layer Base of grawel /CRMB/WBM ( CBR not< 100) 225 mm

Sub – Base Layer GSB (CBR not less than 20%) 125 mm

Total Crust 420 mm

Top layer of WBM will be treated with bituminous surface of PMC & Seal Coat

iii Rigid Pavement :- 0

Note :- From Rd 640 to 1335 Existing CC Road in average conditionwith 3.0 m width .Widening with M15 from 3.0 to 3.75 m width then Overlay with Cell fill concrete proposed .

CC pavement design as per IRC:SP:62-2015

Top Layer Pavement Quality Concrete 200 mm

Sub – Base Layer Granular Sub-base 150 mm

Total thickness 350 mm

Total thickness 325 mm

8.5 Embankment Design

As there is no high embankement in proposed road , hence Need not required to design embankement

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

a) Traffic volume and mix do not vary along the road

b) Traffic volume and mix vary along the road

c) Traffic volume and mix will vary along the road in the future

d) There is a potential for through traffic using the road

e) % of loaded vehicles

Consultant Sub. Engineer Asst. Engineer Rural Development Division,

Anand Vibhor #REF! #REF! #REF! Bilaspur

TYPICAL CROSS SECTION OF PROPOSED ROAD

7.50 m Formate : F-3A

Earthen Shoulder (CBR 10%)

PMC+Seal - 20 mm th(3.75 m width)

WMM -150 mm th (3.75 m width)

GSB - 150 mm th ( 405 m width)

GSB -Gr III 200 mm th (4.05 m width)

Earthen Shoulder (CBR 7%)

Existing embankement

TYPICAL CROSS SECTION OF FLEXIBLE PAVEMENT

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur Bilaspur

TYPICAL CROSS SECTION OF PROPOSED ROAD

7.50 m Formate : F-3A

Earthen Shoulder (CBR 10%)

BM+PMC+Seal - 70 mm th(3.75 m width)

WMM -225 mm th (3.75 m width)

GSB - 200 mm th ( 405 m width)

GSB -Gr III 200 mm th (4.05 m width)

Earthen Shoulder (CBR 7%)

Existing embankement

TYPICAL CROSS SECTION OF FLEXIBLE PAVEMENT

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

Sub. Engineer Asst. Engineer Executive Engineer 0

Rural Development Division, 0 0

CGRRDA , Bilaspur

CC M30 - 200 mm th Shoulder -200 mm th

GSB -150 mm th ( 4.05 m width) Earth embankement

GSB -Gr III 200 mm th (4.05 m width)

Earthen Shoulder (CBR 7%)

Existing embankement

TYPICAL CROSS SECTION OF RIGID PAVEMENT :- 0

Cell fill concrete - 100 mm th Hard Shoulder -100 mm th

Existing Rigid pavement Earth embankement

TYPICAL CROSS SECTION OF RIGID PAVEMENT ( CELL FILL CONCRETE ):- 0

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

TYPICAL CROSS SECTION OF RIGID PAVEMENT ( PANAL CONCRETE )

Chapter 9 .Hydrological Survey

Construction of a road embankment may sometime block the natural drainage paths and cause a heading up on the water on upstream side. In finalizing the HFL, due allowance for the possible afflux in such circumstances must be made. Adequate number of openings shall be provided.

Hydrological survey is necessary for design of adequate and safe Cross Drainage Structures so that the rain water can pass as per natural slope. The hydrological and hydraulic studies are to be conducted in accordance with IRC: SP: 13-2004 and IRC: 5-2015. Hydrological survey of the proposed road is based on the following observations:

• Rainfall Data

• Catchments Area

• Time of Concentration

• Existing Cross Drainage Structures

Drainage of road refers to the satisfactory disposal of surplus water within the road limits. The water involved may be precipitation falling on the road, surface runoff form the adjacent land, seepage water moving through sub-terrain channels, or moisture rising by capillary action. Adequate information about drainage patterns is necessary to devise an effective drainage system, which brings into focus the need for requisite studies and investigations

• Drainage studies have the following principal objectives

1. fixing the grade line of the road

2. design of pavement and

3. design of the surface/sub-surface drainage system

• Main components of drainage investigation are determination of HFL and ponded water level, depth of water table, range of tidal levels and amount of surface runoff. Besides this, for cut sections in rolling and hilly areas, it would be necessary to carry out special investigations for sub-terrain flows and seepage of irrigation water from fields situated above the road.

• Extent of studies and the data to be collected will depend on the type and scope of the project. Usually good deal of information could be collected through site inspection, simple measurements and local enquiry. Most appropriate time for such enquiries is during the stage of preliminarysurvey so that the information gathered can be of use in fixing the alignment and finalizing the broad strategy for improving the drainage. Detailed investigations could continue till the final location survey when any adjustment in the light of further data could still be made before the projects in finally ready. In the case of cut sections, investigations for seepage and sub-terrain flows may generally have to be done again at the stage of formation cut when new features may come to light warranting modifications in design or the need for special measures.

9.2 Rainfall Data

Rainfall Data as applicable for the project road were collected with maximum rainfall occurring in the months of year or taken average rainfall of area. Five year rainfall data chart enclosed

9.3 Catchment Area

The Catchments area is calculated by gathering local information and topographical survey data as it was not possible to calculate from topographical sheets due to their unavailability

9.4 Time of Concentration

Time of concentration (tc) in hours is calculated from the formula of (0.87 x L3/H)0.385, where L is distance from the critical point to the structure site in km and H is the difference in elevation between the critical point and the structure site in meters.

9.5 Existing Cross Drainage Structures

no field crossing are present on proposed road :

Table-9.1 List and condition of existing culverts

S.No. Chainage (m) Description of Existing Structure Repair/Reconstruction Required

Type Span/ Dia. (m) Condition

1 66 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

2 786 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

3 1020 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

4 1100 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

5 1245 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

6 1583 HPC 1x600 mm Good Canal crossing

7 0 HPC 4Rx1000 mm Good 0

8 0 HPC 1x600 mm poor ( pipe Choke) 0

9 0 Field crossing 3Rx1000 mm poor 1x 3.00 m slab culvert

10 0 HPC 1Rx600 mm Good 0

11 0 HPC 1x600 mm poor ( pipe Choke) 1x1000 mm dia HPC

12 0 VCW 6Rx600 mm Good 0

13 0 HPC 2Rx1200 mm Poor 1x 6.00 m slab culvert

14 0 HPC 1x600 mm Poor 1x1000 mm dia HPC

15 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

16 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

17 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC Replace by 1x0.60 m Dia HPC

18 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

19 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

20 0 HPC 1x600 mm Poor 1x1000 mm dia HPC

21 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

22 0 Slab culvert 1x1.00 m Poor 1x2.0 m slab culvert

23 0 HPC 1x1000 mm Poor 1x2.0 m slab culvert

24 0 FCW 20 m Poor 3x5.0 m slab culvert

25 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

26 0 HPC 1x600 mm Poor 1x2.0 m slab culvert

27 0 Slab culvert 1x1.00 m Poor 1x2.0 m slab culvert

28 0 FCW 30 m Poor 2x6.0 m slab culvert

29 0 FCW 20 m Poor 2x6.0 m slab culvert

30 #REF! #REF! #REF! #REF! #REF!

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Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , CGRRDA ,

Chapter 7. Adopted Geometric Design Standards

Design standards for detailed design of the project roads were adopted after review of IRC : SP - 72 2015 - Rural Roads Manual and discussion with PIU, PMGSY. For the purpose of the present project, the design standards mentioned below are for general application with relaxation at difficult or restricted locations

The classification of terrain was selected from plain/rolling/hilly/steep classification for which following criteria will be applicable.

Terrain classification Cross slope of the country

Plain 0-10% More than 1 in 10

Rolling 10-25% 1 in 10 to 1 in 4

Mountainous 25-60% 1 in 4 to 1 in 1.67

Steep Greater than 60% Less than 1 in 1.67

7.3 Design Speed

The proposed design speed along this project road will be selected from the following table

Terrain Design Speed (kmph)

Mountainous / Steep 25 20

7.4 Right of Way (ROW)

The requirement of ROW for this road is as follows (as specified in IRC-SP 20:2002):

Road classification Plain and Rolling Terrain

Open Area Built-up Area

Normal Range Normal Range

Rural roads (ODR and VR) 8 8 -10 6 6 -7

7.5 Roadway Width

Roadway width for this road is given below:

Terrain Classification Roadway Width (m)

Plain and Rolling 6.0

7.6 Carriageway Width

The width of carriageway for this project road is 3.75m.

It is proposed to have {1.875 m } wide shoulder as the case may be on both sides .

7.8 Roadway width at cross-drainage structures

The roadway width at culvert locations for this road is 7.50 m in plain terrain . Road way width at the Hume pipe culvert is adopted as 7.50 m .

7.9 Sight Distance

The safe stopping sight distance is applicable in the geometric design. The sight distance values for this road as per IRC recommendations are presented below :

Design Speed (km/hr) Safe Stopping Sight Distance (m)

7.10 Radius of Horizontal Curve

According to IRC recommendations/standards, the minimum radius of horizontal curve for this project road is given below:

Terrain Category Radius of Horizontal Curve (m)

Ruling Minimum Absolute Minimum

7.11 Camber & Super elevation

A camber adopted on this road section is given below. The maximum super elevation is 7.0 % for this project road.

Surface type Camber (%)

Low rainfall High rainfall

(Annual rainfall <1000mm) (Annual rainfall >1000mm)

WBM Gravel Road 3.5 4

Thin bituminous Road 3 3.5

Rigid Pavement 2 2.5

7.12 Vertical Alignment

The present road is in plain terrain and vertical alignment has been designed well within ruling gradient.

Generally, minimum gradient of 0.3% for drainage purpose is considered for designing the vertical alignment of this road. Vertical curves are not required when grade change is less than 1%, however a minimum vertical curve is provided to avoid vertical kink.

7.13 Vertical Curves

For satisfactory appearance, the minimum length of vertical curve for different design speed is given in IRC-SP 20:2002. Vertical curves will be designed to provide the visibility at least corresponding to the safe stopping sight distance. Valley curves will be designed for headlight sight distance.

7.14 Side slope

Side slope for this rural road where embankment height is less than 3.0m is given in the table below.

Condition Slope (H:V)

Embankment in silty/sandy/gravel soil 2.0:1

Embankment in clay or clayey silt or inundated condition 2.5:1 to 3:1

Cutting in silty/sandy/gravelly soil 1:1 to 0.5:1

Radius of Curve (m) Upto 20 21 - 60 Above 60

Cutting in disintegrated rock or conglomerate 0.5:1 to 0.25:1

Cutting in soft rock like shale 0.25:1 to 0.125:1

Cutting in medium rock like sandstone, phyllite 0.083:1 to 0.0625:1

7.15 Extra Widening of Pavement

The Extra Widening of Pavement at Curve as per IRC guideline is given below:

Radius of Curve (m) Upto 20 21 - 60 Above 60

Extra Widening for 3.75 m wide single lane carriageway, (m) 0.9 0.6 Nil

Consultant Sub. Engineer Asst. Engineer 0

Anand Vibhor 0 Rural Development Division, 0 0

Chapter 8. Alignment Design

The basic aim of highway design is to identify technically sound, environment-friendly and economically feasible highway alignment. The ensuing sections deals with obligatory points, which control highway alignment, design of cross-section, highway geometric design & methodology, design of miscellaneous items.

The main components included in the highway design are:

Ø Cross-sectional elements

Ø Horizontal alignment

Ø Vertical profile

Ø Junctions and/or Interchanges

Ø Road furniture

Ø Miscellaneous items

8.2 Horizontal alignment

Table 8.1 – Features of Horizontal Alignment

Chainage Length Description Reason for deviation from existing alignment, if necessary

From (km) To (km) (km)

0.00 0.00 0.00 Built up N.R. Bhada 2600 2900

0.00 0.00 0.00 Agri. & govt. Land N.R. Improve the geometric of road so as to straight the alingement , that minimise the curve . Lohadiya 4800 5200

0.00 0.50 0.50 Built up N.R. Barbhatha 6400 6800

0.50 1.59 1.09 Agri. & govt. Land N.R.

1.59 3.00 1.41 Built up N.R.

3.000 2.700 -0.30 Agri. & govt. Land N.R.

2.700 3.240 0.54 Built up N.R.

3.240 3.500 0.26 Agri. & govt. Land N.R.

3.500 4.000 0.50 Built up N.R.

4.000 2.900 -1.10 Agri. & govt. Land N.R.

2.900 6.100 3.20 Built up N.R.

0 Agri. & govt. Land N.R.

0 Built up N.R.

0 Agri. & govt. Land N.R.

0 Built up N.R.

a) Centre line of the existing and proposed horizontal alignment coincide YES

b) Centre line of the existing and proposed horizontal alignment deviate at certain sections NO

Figure 8.1Schematic diagram showing location and offsets from existing alignment

Chainage LHS Existing alignment RHS Chainage shift Approx land required (m)

3.6 The centre line coincide with the existing alingement

2.4 The centre line coincide with the existing alingement

0.8 The centre line coincide with the existing alingement

Table 8.2 – Horizontal Curve details

Curve No. IP Chainage Radius Ls Speed Extra widening Def Angle Lc Ltotal Hand of Curve Ara of Extra widening

(m) (m) (Kmph) D M S (m) (m)

Table 2.16 . Minimum length of Transition Curve for Different Speeds and Curve Radii

Plain and Rolling Terain Mountainous and Steep Terrain

Curve Radius (m) Design Speed (km/h) Curve Radius (m) Design Speed (km/h)

Transition length (m) Transition length (m)

NA - Not Applicable NR - Transition Not required

Table 2.17 Widening of Pavement at Curve

Radius of Curve (m) Upto 20 21 - 60 Above 60

Extra widening for 3.75 m Wide single Lane Carriageway , (m) 0.9 0.6 Nil

Table 2.18 Recommended Set - back Distance for Single Lane Carriagway

Radius of Circular Curve(m) Set - Back Distance (m)

S=20m (V=20km/h) S=25m (V=25km/h) S=30m (V=30km/h) S=45m (V=40 km/h) S=60m (V=50km/h)

8.3 Vertical alignment

Table 8.3 – Vertical Curve Details

Sl. NO. Chainage (m) Level of pvi Length of curve Type of curve Grade in (%) Grade out (%) Grade difference (%) Chainage Level

St. of Curve End of Curve St. of Curve End of Curve

8.4 Design of Junctions

The proposed alignment intersects cross roads and forms junctions. The locations of junctions are given below:

Table 8.4 – List intersections, type and proposed modifications

Sl. Type of intersection Location (km) Exiting condition Proposed modification

1 T - junction 0.000 earthen Bell mouth joint provide

2 Y - junction 0.200 earthen Bell mouth joint provide

3 Y - junction 0.460 earthen Bell mouth joint provide

4 Y - junction 0.550 earthen Bell mouth joint provide

5 Y - junction 0.650 earthen Bell mouth joint provide

6 Y - junction 1.200 earthen Bell mouth joint provide

7 Y - junction 1.850 earthen Bell mouth joint provide

8 Y - junction 2.600 earthen Bell mouth joint provide

9 Y - junction 2.700 earthen Bell mouth joint provide

10 Y - junction 5.845 earthen Bell mouth joint provide

Consultant Sub. Engineer Asst. Engineer 0

Anand Vibhor 0 Rural Development Division, 0 0

Chapter 10. Design of Cross Drainage Works

On the basis of hydrological survey, 5 no. culvert & 6 no. of field crossing on approach are proposed for the project road as listed below.

10.2 Hydrological Design

no field crossing are present on proposed road :

Agricultural conduits, which basically act as balancers, have also been provided as listed below in Table 10.2.

Table 10.2 ( Details of Agricultural conduits )

S.No. Chainage Dia (mm)

10.3 Design Feature

Design Standards for culverts has been prepared based on standard codes and guidelines of IRC: SP: 20: 2002 and similar type of ongoing projects. General features of the designed cross drainage structures are given below:

For hume pipe culvert, minimum road width has been taken as 7.50 m,

Width of culvert : 7.50 m with parapet.

Width of Bridge: 8.40 m with parapet

10.4 Justification for retaining/widening and replacement of culverts

no field crossing are present on proposed road :

S.No. Chainage Description of Existing Structure Provision

Type Span/ Dia. (m) Condition

1 66 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

2 786 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

3 1020 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

4 1100 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

5 1245 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

6 1583 HPC 1x600 mm Good Canal crossing

7 0 HPC 4Rx1000 mm Good 0

8 0 HPC 1x600 mm poor ( pipe Choke) 0

9 0 Field crossing 3Rx1000 mm poor 1x 3.00 m slab culvert

10 0 HPC 1Rx600 mm Good 0

11 0 HPC 1x600 mm poor ( pipe Choke) 1x1000 mm dia HPC

12 0 VCW 6Rx600 mm Good 0

13 0 HPC 2Rx1200 mm Poor 1x 6.00 m slab culvert

14 0 HPC 1x600 mm Poor 1x1000 mm dia HPC

15 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

16 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

17 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

18 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

19 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

20 0 HPC 1x600 mm Poor 1x1000 mm dia HPC

21 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

22 0 Slab culvert 1x1.00 m Poor 1x2.0 m slab culvert

23 0 HPC 1x1000 mm Poor 1x2.0 m slab culvert

24 0 FCW 20 m Poor 3x5.0 m slab culvert

25 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

26 0 HPC 1x600 mm Poor 1x2.0 m slab culvert

27 0 Slab culvert 1x1.00 m Poor 1x2.0 m slab culvert

28 0 FCW 30 m Poor 2x6.0 m slab culvert

29 0 FCW 20 m Poor 2x6.0 m slab culvert

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Sub Engineer 0 VCW 6Rx600 mm Good 0

Rural Development Division, 0 HPC 2Rx1200 mm Poor 1x 6.00 m slab culvert

CGRRDA , 0 HPC 1x600 mm Poor 1x1000 mm dia HPC

0 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

0 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

0 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

18 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

19 0 Field crossing 1x600 mm Poor 1x1000 mm dia HPC

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10.5 Hydraulic calculation for Culvert

The design discharge was calculated by the rational method considering peak runoff from catchment using the formula,

Q = 0.028 x P x A xIc

Where P = Coefficient of Run Off for the catchments characteristics, A = Catchments Area in Hectares & Ic = Rainfall Intensity

Small bridge-site length of which exceeds 15 m to be jointly visited by STA and S.E. Design – as per SP-20 & SP-13 and relevant IRC Codes for Bridges.

Causeways and submersible bridges – Design to be done as per SP-20 and SP-82:2005.

Detailed hydraulic calculation of all replaced and proposed new culverts and attached as Annexure-2 of this report.

List of c/d works proposed/upgraded, type, location, span/dia in a tabular form. This should connect to the decisions taken during transect walk.

Table 10.2 Proposed Culverts

Sl. Chainage Type Span/ Dia. (m)

1 66 HPC 1x1000 mm dia HPC

2 786 HPC 1x1000 mm dia HPC

3 1020 HPC 1x1000 mm dia HPC

4 1100 HPC 1x1000 mm dia HPC

5 1245 HPC 1x1000 mm dia HPC

6 0 HPC 1x1000 mm

7 0 Slab culvert 1 x 2.00 m

8 0 Slab culvert 1 x 2.00 m

9 0 Slab culvert 1 x 1.50 m

10 0 HPC 1x1000 mm dia HPC

11 0 Slab culvert 1 x 6.00 m

12 0 HPC 1x1000 mm

13 0 HPC 1x1000 mm

14 0 HPC 1x1000 mm

15 0 HPC 1x1000 mm

16 0 HPC 1x1000 mm

17 0 HPC 1x1000 mm

18 0 HPC 1x1000 mm

19 0 Slab culvert 1 x 2.00 m

21 0 Slab culvert 2 x 6.00 m

22 0 Slab culvert 2 x 6.00 m

23 0 HPC 1x1000 mm

24 0 Slab culvert 1 x 2.00 m

25 0 HPC 1x1000 mm

26 0 HPC 1x1000 mm

27 0 HPC 1x1000 mm

28 0 HPC 1x1000 mm

29 0 Slab culvert 1 x 3.00 m

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FC / treated as a Agricultural conduits ( 600mm dia ) :- 6 No.

Chainage in (m) Name of CD Catchment area in Hectare Bed level (m) HFL (m) RTL (m) Type of Culvert Opening provided ( Sq.m.) Water Way in (m)

Agricultural conduits (600 mm dia) :- Rd 903 , 1350 , 1980 , 2770 , 2860 , 2975 m

Agricultural conduits (450 mm dia) :- Rd 0, 2860 , 4325 , 4650 m

Agricultural conduits (300 mm dia) :- Rd 840 , 930 m

Sub Engineer Asst. Engineer Executive Engineer

Rural Development Division, Rural Development Division, Rural Development Division,

CGRRDA , Bilaspur CGRRDA , Bilaspur CGRRDA , Bilaspur

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x2.0 m span slab culvert Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 418 418.00

B. No. of 3/4 square 3/4x 18 13.50

C. No. of 1/2 square 1/2x 15 7.50

D. No. of 1/4 square 1/4x 9 2.25

Catchment area 176500 sqm

Step -1 Catchment area as per topo sheet 17.65 hect

or 0.1765 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 3.81 Cum / Sec

Dischrege through Slab Culvert as per mannings equation = velocity X C/S = Ax V

Assumed Slab Culvert Span L= 2.00 M

Assumed Slab Culvert Height H= 1.80 M

Velocity in pipe V= 1/n(R 2/3) S 1/2

n= as per IRC SP 42 0.022

R= Hydrolic radius = Area / perimeter= (d/4) 0.4000

Cross Section Area A= L x H

hence A= 3.60 Sqm

Step -4 hence discharge through1x 2.00 m Culvert Q1 = 4.31 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1x 2.00 M culvert

Step -6 Q< Q1 hencr safe

Consultant Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1000 mm Dia HPC Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 130 130.00

B. No. of 3/4 square 3/4x 14 10.50

C. No. of 1/2 square 1/2x 15 7.50

D. No. of 1/4 square 1/4x 15 3.75

Catchment area 60700 sqm

Step -1 Catchment area as per topo sheet 6.07 hect

or 0.0607 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 1.71 Cum / Sec

Dischrege through Single Pipe as per mannings equation = velocity in pipe X C/S of pipe

A = Area of 1 pipe of 1000 mm dia

V = Velocity in pipe

n= as per IRC SP 42 = 0.012

R= Hydrolic radius = Area / perimeter = 0.25

Step -4 hence discharge through 1x1000 mm Dia pipe Q1 = 1.91 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1 Row of 1000mm Dia Pipe Culvert

Step -6 Q< Q1 hence safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1000 mm Dia HPC Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 140 140.00

B. No. of 3/4 square 3/4x 12 9.00

C. No. of 1/2 square 1/2x 14 7.00

D. No. of 1/4 square 1/4x 10 2.50

Catchment area 63400 sqm

Step -1 Catchment area as per topo sheet 6.34 hect

or 0.0634 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 1.77 Cum / Sec

Dischrege through Single Pipe as per mannings equation = velocity in pipe X C/S of pipe

A = Area of 1 pipe of 1000 mm dia

V = Velocity in pipe

n= as per IRC SP 42 = 0.012

R= Hydrolic radius = Area / perimeter = 0.25

Step -4 hence discharge through 1x1000 mm Dia pipe Q1 = 1.91 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1 Row of 1000mm Dia Pipe Culvert

Step -6 Q< Q1 hence safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1000 mm Dia HPC Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 139 139.00

B. No. of 3/4 square 3/4x 15 11.25

C. No. of 1/2 square 1/2x 10 5.00

D. No. of 1/4 square 1/4x 12 3.00

Catchment area 63300 sqm

Step -1 Catchment area as per topo sheet 6.33 hect

or 0.0633 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 1.77 Cum / Sec

Dischrege through Single Pipe as per mannings equation = velocity in pipe X C/S of pipe

A = Area of 1 pipe of 1000 mm dia

V = Velocity in pipe

n= as per IRC SP 42 = 0.012

R= Hydrolic radius = Area / perimeter = 0.25

Step -4 hence discharge through 1x1000 mm Dia pipe Q1 = 1.86 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1 Row of 1000mm Dia Pipe Culvert

Step -6 Q< Q1 hence safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1000 mm Dia HPC Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 131 131.00

B. No. of 3/4 square 3/4x 14 10.50

C. No. of 1/2 square 1/2x 15 7.50

D. No. of 1/4 square 1/4x 12 3.00

Catchment area 60800 sqm

Step -1 Catchment area as per topo sheet 6.08 hect

or 0.0608 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 1.71 Cum / Sec

Dischrege through Single Pipe as per mannings equation = velocity in pipe X C/S of pipe

A = Area of 1 pipe of 1000 mm dia

V = Velocity in pipe

n= as per IRC SP 42 = 0.012

R= Hydrolic radius = Area / perimeter = 0.25

Step -4 hence discharge through 1x1000 mm Dia pipe Q1 = 1.84 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1 Row of 1000mm Dia Pipe Culvert

Step -6 Q< Q1 hence safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1000 mm Dia HPC Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 132 132.00

B. No. of 3/4 square 3/4x 14 10.50

C. No. of 1/2 square 1/2x 16 8.00

D. No. of 1/4 square 1/4x 10 2.50

Catchment area 61200 sqm

Step -1 Catchment area as per topo sheet 6.12 hect

or 0.0612 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 1.72 Cum / Sec

Dischrege through Single Pipe as per mannings equation = velocity in pipe X C/S of pipe

A = Area of 1 pipe of 1000 mm dia

V = Velocity in pipe

n= as per IRC SP 42 = 0.012

R= Hydrolic radius = Area / perimeter = 0.25

Step -4 hence discharge through 1x1000 mm Dia pipe Q1 = 1.88 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1 Row of 1000mm Dia Pipe Culvert

Step -6 Q< Q1 hence safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x1.50 m span slab culvert Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 289 289.00

B. No. of 3/4 square 3/4x 10 7.50

C. No. of 1/2 square 1/2x 13 6.50

D. No. of 1/4 square 1/4x 9 2.25

Catchment area 122100 sqm

Step -1 Catchment area as per topo sheet 12.21 hect

or 0.1221 Sq-km

Maximum peak discharge (design discharge) for the Catchment area for a frequancy of 10 years from Dickens discharge

Step -2 Method given in IRC SP 13 Q= CM3/4 Cum / sec

M= Catchment area in Sq-Km

Hence Design discharge Q= 2.89 Cum / Sec

Dischrege through Slab Culvert as per mannings equation = velocity X C/S = Ax V

Assumed Slab Culvert Span L= 1.50 M

Assumed Slab Culvert Height H= 1.80 M

Velocity in pipe V= 1/n(R 2/3) S 1/2

n= as per IRC SP 42 0.022

R= Hydrolic radius = Area / perimeter= (d/4) 0.3000

Cross Section Area A= L x H

hence A= 2.70 Sqm

Step -4 hence discharge through1x 1.50 m Culvert Q1 = 3.20 Cum/sec

Step -5 Since design discharge Q less than Q1 hence provide 1x 1.50 M culvert

Step -6 Q< Q1 hencr safe

Sub - Engineer Asst. Engineer

ROAD NAME - Rajpur Sidhbaba road To Bijaghora Pahuch marg

Design for 1x3.0 m span slab culvert Scale : 1 cm = 20 mt

Calculation of Catchment area

A. No. of Full square 1 x 825 825.00

B. No. of 3/4 square 3/4x 14 10.50

C. No. of 1/2 square 1/2x 16 8.00

D. No. of 1/4 square 1/4x 12 3.00

Catchment area 338600 sqm

Step -1 Catchment area as per topo sheet 33.86 hect

or 0.3386 Sq-km