Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa MDR in Bailhongal taluk of Belagavi District.

GOVERNMENT OF KARNATAKA

PUBLIC WORKS DEPARTMENT

OFFICE OF THE EXECUTIVE ENGINEER

PW,D BELAGAVI DIVISION, BELAGAVI

OFFICE OF THE ASSISTANT EXECUTIVE ENGINEER

PW,P SUB-DIVISION, BAILHONGAL

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

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ESTIMATE COST : Rs. 7,500,000.00

F O R M P. W. G. 62

(PARAGRAP 130 (a) OF THE KARNATAKA PUBLIC WORKS DEPARTMENTAL CODE)

E S T I M A T E F A C E S H E E T

Division : - PWD Division, Belagavi

Sub-Division : -PWD Sub-Division, Belagavi

Sanctioned Estimate No:

Fund Head :- " 2022-23£Éà ¸Á°£À 5054-03-337-0-17-154 gÁdå ºÉzÁÞj gÀ¸ÉÛ PÁªÀÄUÁjUÀ¼ÀÄ-¸ÀÄzsÁgÀuÉ CrAiÀÄ°è (C¥ÉArPïì-E)

Departmental Head :

This Estimate is framed in the office of the Executive Engineer, PWD.Division, Belagavi and the probable expenses that will be incurred in the

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Administratively Approved under :

Technically sanctioned under :

Estimate prepared by : Shri Nitin Jadhav, Assistant Engineer-2

and checked by Shri V.S.Anikivi, Assistant Executive Engineer

(call or authority)

Assistant Executive Engineer, PWD Sub-Division, Bailhongal

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

(As per Para 133 of K.P.W.D)

Certified that I Shri V.S.Anikivi Assistant Executive Engineer, PWD Sub division have personally visited the spot and prepared the estimate using sanctioned schedule of rates, and providing for the most economical and safe way of executing the work.

Assistant Executive Engineer, PWD Sub-Division, Bailhongal

(As required vide G.O No. PWD SL CMS 96 Dt. 27-06-1991

Certified that sufficient care has been taken while preparing the estimates in respect of the above mentioned work to see that necessary items which are technicaly required for the work in sufficient quantity as per site condition are included while preparing the estimate, and specification of items included are completed and correct

Assistant Executive Engineer, PWD Sub-Division, Bailhongal

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

Assistant Executive Engineer, PWD Sub-Division, Bailhongal

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

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1) Earth work excavation by Mechanical means

2) Providing and Filling in foundation with granite / trap broken metal

3) Providing and laying in position plain cement concrete -M5

4) Providing and laying in position Reinforced cement concrete-M20

5) Supplying, Fitting and Placing TMT Fe 500 & above

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Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Sl. No. Name of sub Works Amount (In Rs.)

In Lakhs 12.74 65.51 #REF!

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

PÁªÀÄUÁjAiÀÄ ºÉ¸ÀgÀÄ : ¨É¼ÀUÁ« £ÀUÀgÀzÀ zÀQët ªÀÄvÀPÉëÃvÀæ ªÁå¦ÛAiÀÄ°è ªÀĺÁ£ÀUÀgÀ ¥Á°PÉ ªÁå¦ÛAiÀÄ°è C£ÀUÉÆüÀ UáæªÀÄzÀ ªÀiÁgÀÄw UÀ°è, ²ªÀ±ÀQÛ£ÀUÀgÀ, ªÀqÀØgÀ UÀ°è. EA¢gÁ £ÀUÀgÀ, PÀ£ÀPÀzÁ¸À PÁ®¤, CA¨ÉÃqÀÌgÀ £ÀUÀgÀ, ªÀĺÁ«ÃgÀ £ÀUÀgÀ UÀ¼À°è Dgï.¹.¹. ZÀgÀAr ¤gÁät ªÀiÁqÀĪÀÅzÀÄ (ªÀĺÁ£ÀUÀgÀ ¥Á°PÉ ZÀgÀAr).

0.125 M20 For Footing

0.15 Boulder filling

Proposed CROSS SECTION OF CC DRAIN

Assistant Executive Engineer Executive Engineer,

PWD Department, Sub-Division.Belgaum. PWD.Dept.Belgaum Dn.Belgaum

ESTIMATE FOR RCC DRAINS 0.6 x 0.6

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

LHS from Km 5.300 to 5.600

RHS from Km 5.300 to 5.600 0.00

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 96.80

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 400.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 1 2001 1.90 0.62 2357.18 kg 2001

Distrubution Bar 8MM Dia @ 200 mm C/C 1 11 400 0.39 1716.00 14

Distrubution Bar 8MM Dia @ 200 mm C/C 1 140 6 0.39 327.60 kg 6 9

Total 1316677.59

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

0.10 M20 For Footing

0.10 Boulder filling

Proposed CROSS SECTION OF CC DRAIN

Assistant Executive Engineer Executive Engineer,

PWD Department, Sub-Division.Bailhongal PWD.Dept.Belgaum Dn.Belgaum

RATE ANALYSIS 2023-24 FOR DRAIN

Sl.No Material Unit SR Rate Issue Rate Difference

Description of Items. Unit S.R.Rate Basic Rate Diff in cost Total Area wtg.0%

Page No. It. No. Volume Constant Diff. rate Diff. amount Total Rate

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work (PWD SR 2021-22 Pg.No.8 It.No.1.14 Vol-i) m3 8 1.14 I 102.00 0.00 102.00 0.00 102.00

2 Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications of blasting or use of explosives,etc.,complete as per specification and directions of the Engineer-in-Charge. m3 64 A130A V 1593.00 0.00 1593.00 0.00 1593.00

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formworkshall be paid separately) Mix 1:4:8( M5) Using 40 mm nominal size graded crushed coarse aggregates m3 15 2.1.2 I 5664.00 0.00 5664.00 0.00 5664.00

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates (PWD 2021-22 Pg.No.15 It.No. 2.2.1.1 Vol-I) m3 16 2.3.1 I 6323.00 0.00 6323.00 0.00 6323.00

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80 m3 A7 SN II 316.15 0.00 316.15 0.00 316.15

5 Supplying, fitting and placing TMT FE 550 / 550D Steel reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification Tonne 18 2.11 h I 79011.00 0.00 79011.00 0.00 79011.00

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 0.45 X 0.6

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 17.19

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 90.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 1 451 1.75 0.62 489.34 kg 451

Distrubution Bar 8MM Dia @ 200 mm C/C 1 10 90 0.39 351.00 kg 13

Main Bars 10MM Dia @ 150mm C/C 1 0.90 38 0.62 21.20 38

Distrubution Bar 8MM Dia @ 200 mm C/C 1 5.50 6 0.39 12.87 kg 6 9

Total 236675.81

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 1.2x 1.2

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 7979.42

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35%

Qty as per item no 4 vol-1 pg no 111. 35 % considered only for side walls and top slab 63.90

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 140.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 700 4.08 0.62 1770.72 kg 2*0.75 SIDES -2*0.025+0.005COVER +1.05-2*0.025+0.005 COVER 701

Distrubution Bar 8MM Dia @ 200 mm C/C 21 140.00 0.39 1168.44 28

Main Bars 10MM Dia @ 150mm C/C 301 1.45 0.62 270.60 301

Distrubution Bar 8MM Dia @ 200 mm C/C 8 45 0.39 140.40 kg 8 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

0.15 M20 For Footing

0.10 Boulder filling

PREPOSED CROSS SECTION OF CC DRAIN

Assistant Executive Engineer Executive Engineer,

PWD Department, Sub-Division.Bailhongal PWD.Dept.Belgaum Dn.Belgaum

ESTIMATE FOR RCC DRAINS 0.9 x 0.9

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

LHS from Km 170.71 to 171.33

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35%

Qty as per item no 4 241.84

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 500.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 2501 2.80 0.62 8683.47 kg 2501

Distrubution Bar 8MM Dia @ 200 mm C/C 2 15 500 0.39 5850.00 20

Distrubution Bar 8MM Dia @ 200 mm C/C 2 47.30 7 0.39 258.26 kg 7 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 0.6 x 0.9

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

LHS from Km 170.71 to 171.33

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35%

Qty as per item no 4 23.64

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 57.40

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 288 2.50 0.617 888.48 kg 288

Distrubution Bar 8MM Dia @ 200 mm C/C 2 14 57 0.385 618.77 18

Main Bars 10MM Dia @ 150mm C/C 2 1.20 20 0.617 29.62 20

Distrubution Bar 8MM Dia @ 200 mm C/C 2 3 7 0.385 15.63 kg 7 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

RATE ANALYSIS 2023-24 FOR DRAIN

Sl.No Material Unit SR Rate Issue Rate Difference

Description of Items. Unit S.R.Rate Basic Rate Diff in cost Total Area wtg.0%

Page No. It. No. Volume Constant Diff. rate Diff. amount Total Rate

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work (PWD SR 2021-22 Pg.No.8 It.No.1.14 Vol-i) m3 8 1.14.1 I 102.00 0.00 102.00 0.00 102.00

2 Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications of blasting or use of explosives,etc.,complete as per specification and directions of the Engineer-in-Charge. m3 64 1.23 V 2682.00 0.00 2682.00 0.00 2682.00

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formworkshall be paid separately) Mix 1:4:8( M5) Using 40 mm nominal size graded crushed coarse aggregates m3 15 2.1.2 I 5607.00 0.00 5607.00 0.00 5607.00

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates (PWD 2021-22 Pg.No.15 It.No. 2.2.1.1 Vol-I) m3 16 2.3.1 I 6221.00 0.00 6221.00 0.00 6221.00

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35% m3 111 SN-4 I 2177.35 0.00 2177.35 0.00 2177.35

5 Supplying, fitting and placing TMT FE 550 / 550D Steel reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification t 18 2.11.b I 87305.00 0.00 87305.00 0.00 87305.00

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 1.0 x 1.50

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

RHS from Km 171.15 to 171.35

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 142.65

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 200.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 1001 4.10 0.62 5089.08 kg 1001

Distrubution Bar 8MM Dia @ 200 mm C/C 2 22 200 0.39 3432.00 28

Distrubution Bar 8MM Dia @ 200 mm C/C 2 70 8 0.39 436.80 kg 8 9

Total 1936213.49

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

0.15 M20 For Footing

0.10 Boulder filling

Proposed CROSS SECTION OF CC DRAIN

Assistant Executive Engineer Executive Engineer,

PWD Department, Sub-Division.Bailhongal PWD.Dept.Belgaum Dn.Belgaum

ESTIMATE FOR RCC DRAINS 1.0 x 1.50

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

RHS from Km 171.15 to 171.35

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 14.50

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 23.70

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 120 3.40 0.62 505.92 kg 120

Distrubution Bar 8MM Dia @ 200 mm C/C 2 18 24 0.39 332.75 24

Main Bars 10MM Dia @ 150mm C/C 2 1.30 90 0.62 145.08 90

Distrubution Bar 8MM Dia @ 200 mm C/C 2 13.4 8 0.39 83.62 kg 8 9

Total 204995.62

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 1.0 x 1.20

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

RHS from Km 171.15 to 171.35

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 27.29

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 47.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 236 3.50 0.62 1024.24 kg 236

Distrubution Bar 8MM Dia @ 200 mm C/C 2 19 47 0.39 696.54 24

Main Bars 10MM Dia @ 150mm C/C 2 1.30 90 0.62 145.08 90

Distrubution Bar 8MM Dia @ 200 mm C/C 2 13 8 0.39 83.62 kg 8 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

RATE ANALYSIS 2023-24 FOR DRAIN

Sl.No Material Unit SR Rate Issue Rate Difference

Description of Items. Unit S.R.Rate Basic Rate Diff in cost Total Area wtg.0%

Page No. It. No. Volume Constant Diff. rate Diff. amount Total Rate

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work (PWD SR 2021-22 Pg.No.8 It.No.1.14 Vol-i) m3 8 1.14 I 102.00 0.00 102.00 0.00 102.00

2 Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications of blasting or use of explosives,etc.,complete as per specification and directions of the Engineer-in-Charge. m3 64 A130A V 1593.00 0.00 1593.00 0.00 1593.00

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formworkshall be paid separately) Mix 1:4:8( M5) Using 40 mm nominal size graded crushed coarse aggregates m3 15 2.1.2 I 5664.00 0.00 5664.00 0.00 5664.00

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates (PWD 2021-22 Pg.No.15 It.No. 2.2.1.1 Vol-I) m3 16 2.3.1 I 6323.00 0.00 6323.00 0.00 6323.00

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80 m3 A7 SN II 316.15 0.00 316.15 0.00 316.15

5 Supplying, fitting and placing TMT FE 550 / 550D Steel reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification Tonne 18 2.11 h I 79011.00 0.00 79011.00 0.00 79011.00

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 1.5 x 2.0

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi 0.25

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

RHS from Km 171.35 to 171.55

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 172.80

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 180.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 901 5.60 0.62 6256.54 kg 901

Distrubution Bar 8MM Dia @ 200 mm C/C 2 29 180 0.39 4071.60 38

Distrubution Bar 8MM Dia @ 200 mm C/C 2 60 10 0.39 468.00 kg 10 9

Total 2341840.91

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

0.15 M20 For Footing

0.10 Boulder filling

Proposed CROSS SECTION OF CC DRAIN

Assistant Executive Engineer Executive Engineer,

PWD Department, Sub-Division.Bailhongal PWD.Dept.Belgaum Dn.Belgaum

ESTIMATE FOR RCC DRAINS 1.5 x 1.7

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi 0.25

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

RHS from Km 171.35 to 171.55

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80

Qty as per item no 4 78.28

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 89.50

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 449 5.00 0.617 2770.33 kg 449

Distrubution Bar 8MM Dia @ 200 mm C/C 2 26 90 0.395 1838.33 34

Main Bars 10MM Dia @ 150mm C/C 0 1.80 210 0.62 0.00 210

Distrubution Bar 8MM Dia @ 200 mm C/C 0 31 10 0.39 0.00 kg 10 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

RATE ANALYSIS 2023-24 FOR DRAIN

Sl.No Material Unit SR Rate Issue Rate Difference

Description of Items. Unit S.R.Rate Basic Rate Diff in cost Total Area wtg.0%

Page No. It. No. Volume Constant Diff. rate Diff. amount Total Rate

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work (PWD SR 2021-22 Pg.No.8 It.No.1.14 Vol-i) m3 8 1.14 I 102.00 0.00 102.00 0.00 102.00

2 Providing and Filling in foundation with granite / trap broken metal 100mm and down size with approved M-Sand including hand packing, ramming, watering including cost of all materials and labour with all lead and lift complete as per specifications of blasting or use of explosives,etc.,complete as per specification and directions of the Engineer-in-Charge. m3 64 A130A V 1593.00 0.00 1593.00 0.00 1593.00

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formworkshall be paid separately) Mix 1:4:8( M5) Using 40 mm nominal size graded crushed coarse aggregates m3 15 2.1.2 I 5664.00 0.00 5664.00 0.00 5664.00

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications M20 Design Mix Using 20 mm nominal size graded crushed coarse aggregates (PWD 2021-22 Pg.No.15 It.No. 2.2.1.1 Vol-I) m3 16 2.3.1 I 6323.00 0.00 6323.00 0.00 6323.00

4a Centering for Foundation Sub Structure ( Sl.no 22/2/pno A-7 / volume 2) M20 as per item no 4= 5968*0.05-312.80 m3 A7 SN II 316.15 0.00 316.15 0.00 316.15

5 Supplying, fitting and placing TMT FE 550 / 550D Steel reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification Tonne 18 2.11 h I 79011.00 0.00 79011.00 0.00 79011.00

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 0.6 x 0.9

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

LHS from Km 170.71 to 171.33

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35%

Qty as per item no 4 39.18

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 65.00

Main Bars 10MM Dia @ 150mm C/C Vertical Bar ( U Shape ) 2 434 2.60 0.62 1399.22 kg 434

Distrubution Bar 8MM Dia @ 150 mm C/C 2 18 65 0.39 912.60 18

Distrubution Bar 8MM Dia @ 150 mm C/C 2 38.00 7 0.39 207.48 kg 7 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

ESTIMATE FOR RCC DRAINS 0.9 x 0.9

Length Sides Length Size

Size 0.45 X 0.60 m (m) (No) (m)

Maruti Galli Angol 253 2 506.00 0.45 X 0.60

Shivashakti Nagar 347 2 694.00 0.45 X 0.60

Waddar Galli Angol 370 2 740.00 0.45 X 0.60

Ambedkar Nagar Angol 1 350 2 700.00 0.45 X 0.60

Mahaveer Nagar Angol 300 2 600.00 0.45 X 0.60

Kanakdas Colony 1 170 1 170.00 0.45 X 0.60

Size 0.60 X 0.60 m

Ambedkar Nagar Angol 2 330 2 660.00 0.60 X 0.60

Indiranagar Angol 200 2 400.00 0.60 X 0.60

Kanakdas Colony 2 340 2 680.00 0.60 X 0.60

Side walls = 0.125 m

Slno Description of Items Unit No L(m) B(m) D(m) Quantity Rate Amount Slab Thickness = 0.150 m

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposi

2 Fillling in foundation trenches as per drawing and technical specification Clause 305.3.9 (PRED RURAL ROAD BGM Circle 2014-15 page no. 77. I. No 11.2(i) ) Sand Filling 0 0 0

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

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 0 0

4 Providing and laying in position Reinforced cement concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well 0 0

LHS from Km 170.71 to 171.33

4a Centering for Foundation Sub Structure M20 as per item no 4= 6221*35%

Qty as per item no 4 53.78

5 Supplying, Fitting and Placing un-coated TMT bar Reinforcement in sub-structure complete as per Drawing and MORTH Specification No.1600 & 2200 (PWD SR 2021-22 Pg.No.99 It.No.13.1 Vol-III)

For Drain (Total Leangth L= 20.00

Main Bars 10MM Dia @ 200mm C/C Vertical Bar ( U Shape ) 2 101 2.80 0.62 350.67 kg 101

Distrubution Bar 8MM Dia @ 200 mm C/C 2 15 20 0.39 234.00 20

Distrubution Bar 8MM Dia @ 200 mm C/C 2 186.60 9 0.39 1309.93 kg 9 9

Assistant Executive Engineer Executive Engineer

PWD Sub Division, Bailhongal PWD Division, Belagavi

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

1 Division : PWD Belagavi Kalaburgi

2 Sub-Division : PWD Belagavi

6 Service Head :

7 Departmental Head :

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

Construction of Box Culvert at Km 7.90 on Inamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Estimated Cost : ₹ 90.00 Lakhs

8 Estimate Administratively Approved under :- :

9 EstimatePrepared By

10 Estimate Checked by :

11 Sanction No.,& date :

Assistant Executive Engineer Executive Engineer

P.W.D. Sub Division, P.W.D. Division,

Belagavi Belagavi

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

Sl. No. Particulars Pages

2 General Report

3 Soil Investigation Report

6 Structural Designs

7 Benefit Cost Ratio

7 Recapitulations

8 Sub Estimate for Box Culvert

9 Sub Estimate for Approach Road

10 Sub Estimate for Service Road

9 Rate Analysis

P.W.D.CODE PARA - 133

Construction of Box Culvert at Km 7.90 on Enamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

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

Assistant Executive Engineer, PWD Dept.Sub-Dn Belegavi

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

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

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

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

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

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

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

TEST RESULTS OF FOUNDATION SOIL

Name of Work :- #REF!

Name of Clients :- Executive Engineer

Name of Contractors :- 0

Client' Ref No :-

Sl.No Location Depth in Mts Type of soil Specific Gravity Dry Density in gm/cc Cohesion "C"in KN/sqm Angle of Internal Friction in degrees Recommended SBC of soil in T/Sqmts Free Swell Index Remarks

Relevent IS Codes :

■ Soil Properties : IS 2720 (Relevent Sections)

■ Safe Bearing Capacity: IS:6403-1982

Note: 1) Tests are conducted at FMC and the SBC is against shear failure only.

2) Factor of Safety adopted is 3.00

Construction of Box Culvert at Km 7.90 on Enamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Certified that,

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

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

3 This estimate amounting to Rs.60 Lakhs has ben scrutinised in this office in all aspects with reference to the D.S.R. of PWD Circle,Kalaburgi for 2018-19 60

Assistant Executive Engineer Executive Engineer

Soil Investigation Report

Construction of Box Culvert at Km 7.90 on Enamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

TECHNICAL REPORT

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

2) CONNECTIVITY:

Belagavi- Muchandi - Gokak

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

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

5) DESIGN ASPECT:

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

6) PROVISION FOR IMPROVEMENTS:

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

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

8) CONSTRUCION MATERIALS:

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

9) COST OF PROJECT:

The cost of the improvement of said work is 90.00 lakhs

10) MODE OF EXECUTION:

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

Construction of Box Culvert at Km 7.90 on Enamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Location Near @ KM

River/ Nala Local streams

Existing Details

6 HYDRAULIC DATA:

7 Catchment Area (M) 2.25 Sq km.

Skew (a) 0 Degrees

Nala Bed Level (NBL) 727.642 m -2.455

Raft/Sill level of the Bridge/Barrage 727.342 m Details of Ryve's Constant

Ryves Co'efficient ( C) 8.500 Catchment Area Value of C in

In Sq Miles in Sq Km. FPS MKS

Safe Bearing Capacity of Soil (SBC) (as per Dept.) 10.26 t/m2 30 50 77.67 129.44 950 14.25

Unit Weight of Soil 1.80 t/m3 50 75 129.44 194.17 1050 15.75

Silt Factor (f) 1 100 & above 258.89 & above 1250 18.75

NALA PARTICULARS:

Bed slope of Nala 0.0067 Bed slope 0 728.5

Manning's Co-efficient (n) 0.03 0.030

DISCHARGE CALCULATIONS:

i) Discharge calculation by Ryves Method: AHFL = 728.342 m

The flood discahrge is calculated based on catchment area by Ryve's Method Bottom level of the Top Slab = 730.342 m

Vertical Height available = 1.62 m

Discahrge Q= C M 2/3 14.595 Cumecs Road Top Level 730.722 m

Say 14.500 Cumecs

ii) Discharge calculation by Dickens Method:

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

Discahrge Q= C M 3/4 15.615 Cumecs

Say 15.500 Cumecs

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

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

Details of Cross Section of Nala:

Sl.No Distance Nala Bed Level HFL Depth Avg. Depth Length Area Wetted Perimeter

Area (A) 7.70 m2

Wetted Perimeter (P) 15.05 m

Hydraulic Mean Depth ( R )= A/P 0.51 m Q

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 14.500

Discaharge (Q) = AV 13.41 Cumecs HFL to be entered 14.500

Say 13.00 Cumecs 728.342

HYDRAULIC DATA FOR DESIGN:

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

By Ryve's Method 15.62 Cumecs

By A-V Method 13.00 Cumecs 19.5 23.42324567

Max Discharge 15.62 Cumecs 19.5

Recommended Design Discharge 15.62 Cumecs 15.61549711

Sill Level 727.342 m 0.00

HYDRAULIC DATA FOR DESIGN:

Design Discharge adopted 15.62 Cumecs 636.12

No. of Cells provided (Nc) 1 Nos.

Size of the Vent provided ( a x b ) 3.00 2.00 15.62 15.931

Earth Cushion ( Ec) 0.00 16.023

No. of cells considered in group 1 Nos.

No. of such groups provided 1 0

Depth of the Top Slab (d) 0.380 0.380

Depth of the Bottom Slab (e) 0.400 0.400

Depth of the Outer Vertical Slab (f) 0.300 0.300

Depth of the Inner Vertical Slab (g) 0.300 0.300

Depth of Flow 1.20 m

Therefore, designed water way (L) 3.00 m

Total length of the Bridge 3.60 m 6.2

Discharge / m width Q/L 4.33 m3/sec/m

Regime width as per Lacey's Formula (W) C x (Q) 1/2

Regime width (W) 18.97 m.

SCOUR DEPTH CALCULATIONS: Condition Normal Scour Depth

Regime width > Linear Water Way

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

(As per Cl. 703 of IRC:78-2000 given in IRC:SP:13-2004, Page No. 27) The Regime width of the stream (W) is equal to the designed waterway (L) 0.473 x ( Q/ f)1/3 Lacey's Formula

Normal Scour depth 'dsm' 1.34 x ( Qm 2/ f)1/3 The Regime width of the stream (W) is less than the designed waterway (L) 1.34 x ( Qm 2/ f)1/3

Where Qm = Discharge in m3/sec per mtr. width 4.33 Cumecs F

f = Lacey's Silt Factor 1.0 0.850

Normal Scour depth 'dsm' 3.56 m 0.233 Silt Factor (f)

Depth of protection curtain wall 1.33 x d sm 4.74 m Material f = 1.76 x dm

Depth of Curtain wall at base of Box culvert 3.74 m

Minimum Depth of Curtain wall at base of Box culvert 3.00 m

Adopted Depth of Curtain wall at base of Box culvert 3.74 m

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

Coarse silt 0.04

The Bottom Slab Top Level NBL-0.30 m 727.342 m Silt/Fine sand 0.018 to .158

Medium sand 0.233 to 0.505

Coarse sand 0.725

APRON DETAILS: Fine bajri and sand 0.988

As per IRC:SP:13-2004 2.333 Heavy sand 1.29 to 2.00

Length of D/s Apron = 2 times of Normal Scour Depth = 7.12 m

Length of U/s Apron = 1.50 times of Normal Scour Depth = 5.34 m

REVISED DISCHARGE FOR MODIFIED WATER WAY

Sl.No Distance Nala Bed Bridge/Road HFL/ FRL Depth Avg. Depth Length Area Wetted

Level Level Perimeter

Area (A) 5.10 m

Wetted Perimeter (P) 6.40 m

Hydraulic Mean Depth ( R )= A/P 0.80 m pertaining to revised nala

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discharge (Q) = AV 15.931 Cumecs

Designed Discharge is ok

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

Vent area provided is Safe Vertical Clearances for Bridge

AFFLUX CALCULATIONS: ( As per IRC:SP:13-2004, Page No. 37))

(As per Moles Worth formula) Discharge (m3/sec Min. vertical clearance in mm

Where V= Velocity 1.741 m/sec Above 0.30 and up to 3.0 450

A= Clear water way (refer Area-Perimeter Table-1) 7.70 m2 Above 3 and up to 30 600

a= Unabstructed water way (refer Area-Perimeter Table-2) 5.10 m2 Above 30 and up to 300 900

Afflux 0.237 m Above 300 and up to 3000 1200

Adopt afflux 0.01 m Above 3000 1500

Required Vertical clearance 0.700 m 97.795 3.5

Bottom level of the Top Slab = 729.342 m

Vertical Height available = 0.300 m 1.3

Road Top Level 729.797 m

DISCHARGE IN VENTWAY IN DUE CONSIDERATION OF AFFLUX:

Sl.No Distance Nala Bed Bridge /Bed Revised Depth Avg. Depth Length Area Wetted 3.455

Level Level HFL (m) (m) (m) (m2) Perimeter (m) 2.455

Wetted Perimeter (P) 6.42

Hydraulic Mean Depth ( R )= A/P 0.80

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discharge (Q) AV

Vent area provided is Safe

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

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

Division. PWD.Dept. Belagavi Division Belagavi

Sub - Division. PWD.Dept.Sub- Dn.Belagavi

Department Head.

Construction of Box Culvert at Km 7.90 on Enamhongal -Nanagudikoppa Main Road in Bailhongal taluk of Belagavi District.

Estimated Cost Rs :- Lakhs

Administratively sanctioned under No. Date.

Techanically sanctioned under No. Date.

Estimate prepared by

Estimate Checked by

(Call of Authority)

General Description

Separate sheet enclosed

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

Structural Designs

Number of Cells 1

Number of cells considerd in group 1

Number of such group provided 1 0

Clear span= 3.00 m

Clear height= 2.00 m

Top Slab Thickness= 0.380 m

Bottom Slab thickness= 0.400 m

Side outer wall thickness= 0.300 m

Side inner wall thickness= 0.300 m

Height of fill (for live load dispersion)= 0 m

Height of fill (for SIDL, Earth pressure calculation)= 0 m

Top and Bottom haunch= 300 by 300

Width of carriage way= 10.00 m check cw

Total width= 3.30 m

Total Height= 2.78 m

C/C width= 3.30 m

C/C height= 2.39 m 2.1

Extra Offset width for Bottom Slab= 0.45 m

Grade of concrete = M25

Characteristic Strength, fck= 25 N/mm2

Modulus of Elasticity = 28500 N/mm2

Poissons ratio= 0.20

Co-efficient of Thermal Expansion= 1.20E-05 /oC

Weight Density= 25 kN/m3 200000

Grade of steel= Fe550 200000000

Characteristic strength, fy= 550 N/mm2

Modulus of Elasticity= 2.00E+08 kN/m2

SBC= 102.60 kN/m2

Angle of internal friciton= 30

Unit weight of soil fill material= 20 kN/m3

Height of soil above box culvert= 0.19 m

Thickness of wearing coat= 75 mm

Thickness of road crust(conservatively totaol fill ht considered) 0 m

Wearing coat thickness(future overlaying)= 0.1 m 2.625

Weight Density= 22 kN/m3

Modelling of structure

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

Property calculations

Width considered for the model (1m strip)= 1 m

Area of cross section= 0.4 m2

Moment of Inertia, Izz= 0.0053 m4

Moment of Inertia, Iyy= 0.03333333333 m4

Area of cross section= 0.38 m2

Moment of Inertia, Izz= 0.0046 m4

Moment of Inertia, Iyy= 0.03167 m4

Area of cross section= 0.3 m2

Moment of Inertia, Izz= 0.00225 m4

Moment of Inertia, Iyy= 0.025 m4

Area of cross section= 0.045 m2

e. Concrete Crash Barrier/Railing

Area of cross section= 0.365 m2 Refer (DBR Cl 4.4.2)

Step 4: Idealisation of supports

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

Modulus of subgrade reaction, Ks= 40*SF*qa

SF= Factor of safety (as per IRC 78-2000, Cl 706.3.1.1)= 2.5

qa=Allowable Bearing Capacity (SBC)= 102.6 kN/m2

Modulus of subgrade reaction, Ks= 10260 kN/m3

Bottom Slab divided into= 10 parts

Length of one division of bottom slab= 0.33 m

Stiffness at Outer support(Type-1)= 1692.9 kN/m

Stiffness at interior support(Type-2)= 3385.8 kN/m

Load Calculation

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

A. Dead Load(DL)

Self weight of the Top slab= 9.5 kN/m

Self wt. of the bottom slab= 10 kN/m

Self weight of the side slab= 7.5 kN/m

Self weight of the side slab= kN/m

Self weight of hunches= 0.045 kN/m

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

Density of wearing coat considered for road crust= 22 kN/m3

Load due to WC = 1.65 kN/m

Weight of Crash Barrier/railing= 9.125 kN/m

C. Earth pressure (EP)

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

0.175 m this is not there because ht of fill is zero and the /Wc is dircetly on the slab

Co-efficient of Earth pressure at rest, ko= (1-sinφ)= 0.500

Co-efficient of active earth pressure, ka= (1-sinφ)/(1+sinφ)= 0.333

a. Lateral Earth Pressure at Rest

Earth Pressure at top= 1.9 kN/m2

Earth Pressure at bottom= 25.65 kN/m2

b. Lateral Earth pressure Active earth pressure condition

Earth Pressure @ top= 1.267 kN/m2 0.33*20*0.125

Earth Pressure @ bottom= 17.10 kN/m2 0.333*20*1.9

D. Live Load Surcharge (LS)

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

Surcharge Live Load for EP leading = 1.2 m

Surcharge Live Load(1.2m earth filling) = 12 kN/m2 0.5*20*1.2

Surcharge Live Load for LL leading = 1.2

Surcharge Live Load(1.2m earth filling) = 8.0 kN/m2 0.33*20*1.2

Calculation of effective width of loading

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

The following Live Load are considered for design

CASE 1: IRC CLASS 70R -Track Load 70T

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

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

CASE 3: IRC CLASS 70R- WHEEELED VEHICLE

CASE 4: IRC CLASS A Vechicle - Single Lane

CASE 5: IRC CLASS A Vechicle - Two Lane

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

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

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

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 0.99 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 0.99 m

Direction of Traffic

W=350kN W=350kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

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

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.99 m For k value

beff = 2.84 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.44

OVERLAPPING WILL OCCUR 2.48

If 0.5*beff > 0.5*(C+Kerb width) then there will be 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Length of overhanging = 0 m Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

So, the actual dispersed width (B) = 4.898 m 9 10 0.7 2.12 1.96 1.7 2.92

Dispersed length in the direction parallel of traffic direction (L)= 5.48 m 4 -15 0.8 2.24 2.08 1.8 2.96

Actual area of dispersion=L*B= 26.84 m2 0.00 43.75 0.9 2.36 2.16 1.9 3

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

Impact factor = 25 %

Total Load = 350 kN

Load intensity = (Total load/Actaul area of dispersion)= 13.04 kN/m2

Load intensity after impact = 16.30 kN/m2

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

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=200kN W=200kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

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

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 1.01 m For k value

beff = 2.86 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 3 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.4639660606 2.44

Length of overlap = 0.4639660606 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 3.1 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 4.42 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.173 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.173 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR -0.0235

Length of overlap = 0 m

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

Actual area of dispersion=B*Lmax= 10.38 m2

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

Impact factor = 25 %

Total Load = 400 kN

Load intensity = (Total load/Actaul area of dispersion)= 38.54 kN/m2

Load intensity after impact = 48.18 kN/m2

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

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=200kN W=200kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width pf the load is computed using the formula

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

for (b/l0) = 3.03 m

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

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

Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 3.03 2.24 0.4 1.48 1.44 1.4 2.8 2.6

THERE IS NO OVERLAPPING Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 9 10 0.7 2.12 1.96 1.7 2.92

THERE IS NO OVER-HANGING 4 -15 0.8 2.24 2.08 1.8 2.96

beff= min of beff1 & beff2

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

THERE IS NO OVERLAPPING -0.304

Length of overlap = 0 m

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

THERE IS NO OVER-HANGING -0.4042250545

Length of overhanging = 0 m

Actual dispersed width (B) = 2.643 m

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

Dispersed width of wheel 2,4 in the direction parallel of traffic direction = 1.173 m

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

THERE IS NO OVERLAPPING -0.024

Length of overlap = 0 m

Actual dispersed length,L = 2.346 m

Actual area of dispersion=B*L 6.20 m2

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

Impact factor = 25 %

Total Load = 400 kN

Load intensity = (Total load/Actaul area of dispersion)= 64.51 kN/m2

Load intensity after impact = 80.64 kN/m2

Case 3: IRC CLASS 70R - WHEELED VEHICLE why this case? Already max is been considered!!

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=170kN W=170kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

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

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 1.01 m For k value

beff = 2.54 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 3 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.3047478788 2.44

Length of overlap = 0.3047478788 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 3.1 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS NO OVER-HANGING 0.20 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 4.26 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.173 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.173 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR -0.0985

Length of overlap = 0 m

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

Actual area of dispersion=B*Lmax= 10.01 m2

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

Impact factor = 25 %

Total Load = 350 kN

Load intensity = (Total load/Actaul area of dispersion)= 34.98 kN/m2

Load intensity after impact = 43.73 kN/m2

Case 4: IRC CLASS A VEHICLE-SINGLE LANE

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 0.65 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 0.65 m

Direction of Traffic

W=114kN W=114kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

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

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.65 m For k value

beff = 2.25 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 3 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.2268181818 2.44

Length of overlap = 0.2268181818 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 3.1 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS OVER-HANGING 0.23 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 3.83 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.16 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.16 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR -0.02

Length of overlap = 0.5 * (0.869-1.22) 0 m

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

Actual area of dispersion=B*L= 8.88 m2

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

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

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

Impact factor = 53.017 %

Total Load = 350 kN

Load intensity = (Total load/Actual area of dispersion)= 39.42 kN/m2

Load intensity after impact = 58.50 kN/m2

Case 5: IRC CLASS A VEHICLE - TWO LANE

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

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 3,7 in the direction transverse of traffic direction= 0.65 m

Dispersed width of wheel 4,8 in the direction transverse of traffic direction = 1.20 m

Direction of Traffic

W=228KN W=228KN

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

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

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.65 m For k value

beff = 2.50 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 3 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 2.44

Length of overlap = 0.349 m 0.349 2.48

NOTE: Since wheels 1,2,5,6 are in the interior portion there is no need to check for overhanging length 3.1 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

Dispersed width of wheels 1,2,5,6 in direction transverse to traffic direction= 3.03 2.24 0.4 1.48 1.44 1.4 2.8 2.6

Actual width of dispersion,b= 4.298 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

0.9 0.9 Actual area of dispersion=B*L= #VALUE! 0.9 2.36 2.16 1.9 3

Check for overlappig lane 1 and lane 2 vehicle

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

OVERLAPPING WILL OCCUR -0.501

Length of overlap = 0 m

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

THERE IS NO OVER-HANGING -0.55

Length of overhanging = 0 m

Actual dispersed width for two lanes combined, (B)= 8.60 m

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

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

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

THERE IS NO OVERLAPPING -0.02

Length of overlap = 0 m

Actual dispersed length for two lanes combined, (L)= 2.32 m

Actual area of dispersion,A=B*L= 19.94 m2

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

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

Impact factor = 53.017 %

Total Load = 700 kN

Load intensity = (Total load/Actual area of dispersion)= 35.10 kN/m2

Load intensity after impact = 52.08 kN/m2

1 Critical Live load case-with live load surcharge

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

Live load intensity considered without impact factor= 38.54 kN/m2

Impact factor considered for Governing case= 25 %

2 Critical Live load case-with live load surcharge

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

Live load intensity considered without impact factor= 64.51 kN/m2

Impact factor considered for Governing case= 25 %

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

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

Class 70R -Tracked vehicle(70T) = 8.7 kN

Class 70R -BOGIE LOAD(40T)= 18.09 kN

Class 70R -Wheeled vehicle = 16.42 kN

Class A load (1 lane)= 18.3 kN

Class A load (2 lane)= 16.29 kN

udl force on top slab due to Braking

Class 70R -Tracked vehicle(70T) = 1.78 kN/m

Class 70R -BOGIE LOAD(40T)= 4.09 kN/m

Class 70R -Wheeled vehicle = 3.86 kN/m

Class A load (1 lane)= 4.79 kN/m

Class A load (2 lane)= 3.8 kN/m

Temprature Loads

Temperature Rise Forces

Coefficient of thermal expansion of concrete = 0.000012 /°C

Area t αt Eαt Force (kN) x M (kNm)

3.3.5 Temperature Fall Forces

Area t αt Eαt Force (kN) x M (kNm)

Shrinkage effect

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

Shrikage strain, εcs=εcd+εca

εcd-Drying shrinkage strain

εca-Autogeneous shrinkage strain

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

εca for grade of concrete, M25= 0.000035

(Refer table 6.6 of IRC 112)

Time considered for autogeneous shrinkage,t= 100 years

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

Autogeneous shrinakge strain at t days = 3.499999993E-05

Final vaue of drying shrinkage strain

Kh Coefficient depending on notional size h0

εcd Unrestrained drying shrinakge strain

Notional size, ho=2*Ac/u

Cross sectional area of culvert , Ac= 3.774 m2

Perimeter of structure which is exposed to drying , u= 10 m

Notional size, ho= 0.7548 m

therefore, Co-efficient Kh= 0.7

(Table 6.7 of IRC 112 -2011)

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

Unrestrained drying shrinkage strain, εcd= 0.000288

(Table 6.8 of IRC 112 -2011)

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

ßds(t,ts)= (t-ts)

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

Age of concrete at the beginning of drying shrinakge,ts= 28 days

ßds (t,ts)= 0.999636

Final drying shrinkage strain= εcd(t)= 0.0002015265811

Total shrinakge strain = 0.0002365265811

Thermal coefficient of concrete = 1.20E-05 /oC

Equivalent temprature fall for shirnkage strain= 19.39 oC

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

Check for base pressure

Total base area= 4.5 m2 12.5

Pressure on bottom slab due to DL = 110.72 kN/m

Pressure on bottom slab due to SIDL = 10.78 kN/m 110.72

Pressure on base due to LL (IRC Class 70R-Wheeled Vehicle-B)= 64.51 kN/m 7.5

Total Pressure on base slab = 91.51 kN/m2/m 73.37

Allowable bearing capacity = 102.6 kN/m2 186.00872

Load Combination

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

1) Ultimate limit state - ULS

2) Serviceability limit state - SLS

A) Ultimate Limit State Combination :- (ULS) (Verification of Structural Strength)

1 Basic Combination

Comb-1 = DL +WC +SIDL+EP+LLS One Side + Temp Rise

Comb-2 = DL +WC +SIDL+EP+LLS One Side+ Temp Fall

Comb-3 = DL +WC +SIDL+EP+LLS Both Side + Temp Rise

Comb-4 = DL +WC +SIDL+EP+LLS Both Side + Temp Fall

Comb-5 = DL +WC+SIDL +EP+LLS One Side+ WP + Temp Rise

Comb-6 = DL +WC+SIDL +EP+LLS One Side +WP + Temp Fall

Comb-7 = DL +WC +SIDL+EP+LLS Both Side +WP + Temp Rise

Comb-8 = DL +WC+SIDL +EP+LLS Both Side +WP + Temp Fall

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

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

SL. No Combination DL SIDL WC LL WITH IF BF

1 G1(live load leading) 1.35 1.35 1.75 1.5 1.15

4 G3(LS on one side & LL leading) 1.35 1.35 1.75 1.5 1.5

5 G4(LS on one side & EP leading) 1.35 1.35 1.75 1.5 1.15

SL. No Combination EP LS Temp Rise Temp fall

1 G1(live load leading) 1.5 1.2 1 1

2 G2(EP leading) 1.5 1.2

3 G2a(EP leading) 1.5 1.2

4 G3(LS on one side & LL leading) 1.5 1.2

5 G4(LS on one side & EP leading) 1.5 1.2

ULS Load Combinations

SL. No Combination DL (KN/M) SIDL(KN/M) WC (KN/M) LL WITH IF (KN/M) BF (KN/M)

1 G1(live load leading) 46.82 12.32 2.89 120.96 5.51

SL. No Combination EP (KN/M) at rest top EP (KN/M) at rest bottom Active EP (KN/M) @ top Active EP (KN/M) @ bottom LS (kn/m)

1 G1(live load leading) 2.85 38.475 1.9 25.65 14.4

SL. No Combination Temp Rise Temp Fall

1 G1(live load leading) 20.56 3.12

Maximum intensity on each members with factors

Top slab (udl on top slab) 175.310 Kn/m

side outer walls at top 17.25 Kn/m 120.96

side outer walls at Bottom 52.875 Kn/m 293.615

Bottom slab 182.99 Kn/m 306.115

Maximum intensity on each members without factors

Top slab (udl on top slab) 121.66 Kn/m

side walls at top 13.9 Kn/m 151.36

side walls at Bottom 37.65 Kn/m 324.065

Bottom slab 126.1 Kn/m 336.565

MOMENT CALCULATIONS

DL of the top slab = 6250 N/m2 l = 2.37 m

Total load intensity on the culvert LL = 58500 N/m2 0

Total Design load on top slab 3 = 64750 N/m2

Number of such group provided 0 0

Weight of each wall = 6250 N/m2

DL of the Bottom Slab slab = 6250 N/m3

Upward soil reaction @ base (Base Pressure) = 83500 N/m2

Lateral pressure

Lateral pressure owing to DL & LL = 19500 N/m2

Lateral pressure owing to Soil = Ka*w*h

Lateral Intensity at top = 19500 N/m2 10500

Lateral Intensity at bottom = 30000 N/m2

MOMENT CALCULATIONS

Relative stiffness of member are

KAD = 1 KAE = KDF = 0.5

Distribution factors are

DAD = DDA = 0.67

DAB = DDC = 0.33

Fixed end moments are

FMAB = - wl2/12 = -159.1 Kn-m

FMDC = wl2/12 = 166.07 Kn-m

FMAD = (Pl2/12)+(wl/15) = 8.22 Kn-m

Moment distribution table

Joint member D A

Carry over 50.29 -47.58

Carry over 15.86 -16.76

Carry over 5.59 -5.29

Carry over 1.76 -1.86

Kn/m 17.25 Kn/m Kn/m 17.25 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 175.31 Kn/m

The vertical reactions @ A & B are 289.26 kn

For bottom slab DC carrying udl @ 182.99 Kn/m

The vertical reactions @ D & C are 301.93 kn

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

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

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E = 238.64 Kn-m

Net B.M @ E = 153.67 Kn-m 1

For the critical condition Net B.M @ E = 238.64 Kn-m

For the design Net B.M @ E = 153.67 Kn-m

From B.M @ F= 249.10 Kn-m

Net bending moment @ F = 155.11 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 23.48 Kn-m

Net B.M = 89.48 Kn-m

Top slab Design

B.M @ centre B.M @ ends Shear Force

Bottom slab Design

B.M @ centre B.M @ ends Shear Force

Outer Side walls

B.M @ centre B.M @ ends Shear Force

Inner Side walls

B.M @ centre B.M @ ends Shear Force

MOMENT CALCULATIONS

DL of the top slab = 6250 N/m2 l = 2.37 m

Total load intensity on the culvert LL = 58500 N/m2 0

Total Design load on top slab 3 = 64750 N/m2

Number of such group provided 0 0

Weight of each wall = 6250 N/m2

DL of the Bottom Slab slab = 6250 N/m3

Upward soil reaction @ base (Base Pressure) = 83500 N/m2

Lateral pressure

Lateral pressure owing to DL & LL = 19500 N/m2

Lateral pressure owing to Soil = Ka*w*h

Lateral Intensity at top = 19500 N/m2 10500

Lateral Intensity at bottom = 30000 N/m2

UNFACTORED MOMENT CALCULATIONS

Relative stiffness of member are

KAD = 1 KAE = KDF = 0.5

Distribution factors are

DAD = DDA = 0.67

DAB = DDC = 0.33

Fixed end moments are

FMAB = - wl2/12 = -110.41 Kn-m

FMDC = wl2/12 = 114.44 Kn-m

FMAD = (Pl2/12)+(wl/15) = 6.62 Kn-m

Moment distribution table

Joint member D A

Carry over 34.60 -32.36

Carry over 10.79 -11.53

Carry over 3.84 -3.60

Carry over 1.20 -1.28

Kn/m 13.9 Kn/m Kn/m 13.9 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 121.66 Kn/m

The vertical reactions @ A & B are 200.74 kn

For bottom slab DC carrying udl @ 126.10 Kn/m

The vertical reactions @ D & C are 208.07 kn

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

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

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E = 165.61 Kn-m

Net B.M @ E = 76.27 Kn-m 1.5

For the critical condition Net B.M @ E = 165.61 Kn-m

For the design Net B.M @ E = 76.27 Kn-m

From B.M @ F= 171.65 Kn-m

Net bending moment @ F = 106.38 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 23.48 Kn-m

Net B.M = 38.94 Kn-m

Top slab Design

B.M @ centre B.M @ ends Shear Force

Bottom slab Design

B.M @ centre B.M @ ends Shear Force

B.M @ centre B.M @ ends Shear Force

Inner Side walls

B.M @ centre B.M @ ends Shear Force

REINFORCEMENT FOR TOP SLAB

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112 250

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 415

Partial safty factor for reinforcement ys= 1.15 500

Design compressive strength of concrete fcd= α*fck/ym 550

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67 600

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF TOP SLAB

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 380 mm

Overall depth provided at support = 380 mm

Effective depth provided at mid span = 340 mm

Effective depth provided at support = 340 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 84.974 kN-m

Effective depth required = 159.74 mm 246.7037413 3.325

Effective depth available = 340 mm

Max midspan bending moment = 153.67 kN-m

Effective depth required = 214.82 mm 331.7584698

Effective depth available = 340 mm

Design of reinforcement

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

Bending moment at support section = 84.974 kN-m

Area of steel required = 432.79 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 353.60 mm2

Max area of reinf 0.025Ac = 9500.00 mm2

Distribution of steel #REF! #REF! mm

EXTR ST 2 8 Provided spacing= #REF! mm

Dia of Bar 0 mm 12 mm 16 10 #REF! #REF! mm

Spacing of Bar 200 mm 150 mm 200 200

Area of Steel Provided 0.00 mm2 754.32 mm2

Total Area of Steel Provided= 754.32 mm2

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

Provide 12 mm bars at 150 mm c/c for Top full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

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

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

Bending moment at Center section = = 153.667 kN-m

Area of steel required = = 907.29 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 353.60 mm2

Max area of reinf 0.025Ac = 9500.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST CURT 6 7 #REF! #REF! mm

Dia of Bar 12 mm 0 mm 16 0

Spacing of Bar 125 mm 200 mm 200 0

Area of Steel Provided 905.18 mm2 0.00 mm2

Total Area of Steel Provided= 905.18 mm2

Provide 12 mm bars at 125 mm c/c For Bottom full length

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 181.04 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

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

Check For Shear:

Max. ultimate Shear force = 45.76 KN

C/s area Ac = 340000.00 mm2

Concrete comp fcd= 11.17 Mpa

So VRD,C= 207.02 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 175.31 Kn/m

Effective span= l= 3300.00 mm

Effective depth of slab= d= 340.00 mm

Moment of Inertia= I= 28333333333 mm4 2.833333333E+10

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.0478 mm

Alloweble Deflection= span/1000 = 3.3 mm

Satisfies deflection Criterion

Check for Stress Limitation

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

Allowable compressive stress in concrete under Rare combination= = 0.48fck

Allowable compressive stress in concrete under quai permanent loads = = 0.36fck

Allowable tensile stress in reinforcement= = 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 190 mm 397.68

Second moment of area= = 4572666667 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 340.00 mm

Unfactored Sagging Moment = 76.27 Kn-m

The depth of concrete in compression is= = 85.86 mm

The cracked second moment of area in steel units is= = 115487269.2 mm4

The concrete stress at the top of the section is = 8.51 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 167.85 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 190

Second moment of area= = 4572666667

long term modulus elasticity of concrete= = 21.951

Elastic modulus of steel = 200 GPa

Effective depth available = 340.00 mm

Unfactored Sagging Moment = 76.27 Kn-m

The depth of concrete in compression is= = 102.29 mm

The cracked second moment of area in steel units is= = 112505270.5 mm4

The concrete stress at the top of the section is = 7.62 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 161.16 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6469

Depth of Neutral axis= = 190 mm 397.68

Second moment of area= = 4572666667 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 340.00 mm

Unfactored Hogging Moment = 59.56 Kn-m

The depth of concrete in compression is= = 80.17 mm

The cracked second moment of area in steel units is= = 103214238 mm4

The concrete stress at the top of the section is = = 6.94 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 149.94 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 190

Second moment of area= = 4572666667

long term modulus elasticity of concrete= = 21.89

Elastic modulus of steel = 200 GPa

Effective depth available = 340.00 mm

Unfactored Hogging Moment = 59.56 Kn-m

The depth of concrete in compression is= = 95.56 mm

The cracked second moment of area in steel units is= = 100382289 mm4

The concrete stress at the top of the section is = 6.21 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 145.03 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 95.56 mm

Effective heigth of concrete in tension= hceff 94.82 mm

Area of concrete effective in tension= Aceff 94820 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.50

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 8

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 238.00 mm

minimum value of reinfocement stress 0.6σs/Es 0.00043509

Maximum Crack width,wk= 0.11 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.20 MPa

Depth of neutral axis= X 95.56 mm

Effective heigth of concrete in tension= hceff 94.82 mm

Area of concrete effective in tension= Aceff 94820 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.50

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.50

Diameter of reinforcement bar 1 ø1 0

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 12

Number of bar 2 per m width n2 6.666666667

Equivalent diameter of reinforcement ø 6

maximum crack spacing= S r,max 136.00 mm

minimum value of reinfocement stress 0.6σs/Es 0.00043509

Maximum Crack width,wk= 0.06 mm

Crack width is within the permissible limit.

REINFORCEMENT FOR BOTTOM SLAB

DESIGN PARAMETERS

Grade of concrete fck= M25 250

Grade of steel fyk= Fe 550 415

Tensile strength of concrete fctm= 2.2 MPa 112 500

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 550

Partial safty factor for reinforcement ys= 1.15 600

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF BOTTOM SLAB

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 400 mm

Overall depth provided at support = 400 mm

Effective depth provided at mid span = 360 mm

Effective depth provided at support = 360 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 93.985 kN-m

Effective depth required = 168.00 mm 259.4547495 3.325

Effective depth available = 360 mm

Max midspan bending moment = 155.11 kN-m

Effective depth required = 215.82 mm 333.3130882

Effective depth available = 360 mm

Design of reinforcement

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

Bending moment at support section = 93.985 kN-m

Area of steel required = 451.87 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 374.40 mm2

Max area of reinf 0.025Ac = 10000.00 mm2

Distribution of steel #REF! #REF! mm

CURT ST 2 8 Provided spacing= #REF! mm

Dia of Bar 0 mm 12 mm 16 10 #REF! #REF! mm

Spacing of Bar 200 mm 150 mm 200 200

Area of Steel Provided 0.00 mm2 754.32 mm2

Total Area of Steel Provided= 754.32 mm2

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

Provide 12 mm bars at 150 mm c/c for bottom full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

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

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

Bending moment at Center section = = 155.1101169 kN-m

Area of steel required = = 764.10 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 374.40 mm2

Max area of reinf 0.025Ac = 10000.00 mm2

Distribution of steel Provided spacing= #REF! mm

CURT ST 6 7 #REF! #REF! mm

Dia of Bar 0 mm 12 mm 16 0 -764.10

Spacing of Bar 150 mm 125 mm 200 0

Area of Steel Provided 0.00 mm2 905.18 mm2

Total Area of Steel Provided= 905.18 mm2

Provide 12 mm bars at 125 mm c/c For Top full length

Provide 0 mm bars at 150 mm c/c for Top extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 181.04 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

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

Check For Shear:

Max. ultimate Shear force = 63.19 Kn

C/s area Ac = 360000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 249.08 Kn

VRD,C MIN= 217.99 Kn

So VRD,C= 217.99 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 182.99 Kn/m

Effective span= l= 3300.00 mm

Effective depth of slab= d= 360.00 mm

Moment of Inertia= I= 30000000000.00 mm4 30000000000

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.0471 mm

Alloweble Deflection= span/1000 = 3.30 mm

Satisfies deflection Criterion

Check for Stress Limitation

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

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6428

Depth of Neutral axis= = 200 mm 397.68

Second moment of area= = 5333333333 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 360.00 mm

Unfactored Sagging Moment = 106.38 Kn-m

The depth of concrete in compression is= = 88.07 mm

The cracked second moment of area in steel units is= = 130142998.7 mm4

The concrete stress at the top of the section is = 10.8 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 222.28 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 200

Second moment of area= = 5333333333

long term modulus elasticity of concrete= = 21.90372582

Elastic modulus of steel = 200 GPa

Effective depth available = 360.00 mm

Unfactored Sagging Moment = 106.38 Kn-m

The depth of concrete in compression is= = 104.99 mm

The cracked second moment of area in steel units is= = 126662960.2 mm4

The concrete stress at the top of the section is = 9.66 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 214.18 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 200 mm 397.68

Second moment of area= = 5333333333 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 360.00 mm

Unfactored Hogging Moment = 65.28 Kn-m

The depth of concrete in compression is= = 82.25 mm

The cracked second moment of area in steel units is= = 116323678.1 mm4

The concrete stress at the top of the section is = = 6.93 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 155.86 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 200

Second moment of area= = 5333333333

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 360.00 mm

Unfactored Hogging Moment = 65.28 Kn-m

The depth of concrete in compression is= = 97.84 mm

The cracked second moment of area in steel units is= = 113110494.2 mm4

The concrete stress at the top of the section is = 6.2 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 151.3 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 97.84 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 8

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 238 mm

minimum value of reinfocement stress 0.6σs/Es 0.0004539

Maximum Crack width,wk= 0.11 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 97.84 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.50

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.50

Diameter of reinforcement bar 1 ø1 0

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 12

Number of bar 2 per m width n2 6.666666667

Equivalent diameter of reinforcement ø 6

maximum crack spacing= S r,max 136 mm

minimum value of reinfocement stress 0.6σs/Es 0.0004539

Maximum Crack width,wk= 0.07 mm

Crack width is within the permissible limit.

REINFORCEMENT FOR OUTER SIDE WALLS

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112 250

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 415

Partial safty factor for reinforcement ys= 1.15 500

Design compressive strength of concrete fcd= α*fck/ym 550

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67 600

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF SIDE WALLS

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 300 mm

Overall depth provided at support = 300 mm

Effective depth provided at mid span = 254 mm

Effective depth provided at support = 254 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 89.480 kN-m

Effective depth required = 253.16 mm 163.922992 3.325

Effective depth available = 254 mm

Max midspan bending moment = 23.48 kN-m

Effective depth required = 83.97 mm 129.686808 -0.84

Effective depth available = 254 mm

Design of reinforcement

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

Bending moment at support section = 89.480 kN-m

Area of steel required = 631.24 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 264.16 mm2

Max area of reinf 0.025Ac = 7500.00 mm2

Distribution of steel #REF! #REF! mm

ST CURT 2 8 Provided spacing= #REF! mm

Dia of Bar 12 mm 0 mm 16 10 #REF! #REF! mm

Spacing of Bar 150 mm 200 mm 200 200

Area of Steel Provided 754.32 mm2 0.00 mm2

Total Area of Steel Provided= 754.32 mm2

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

Provide 12 mm bars at 150 mm c/c for Outer side full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

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

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

Bending moment at Center section = = 23.4815625 kN-m

Area of steel required = = 157.24 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 264.16 mm2

Max area of reinf 0.025Ac = 7500.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST 6 7 #REF! #REF! mm

Dia of Bar 12 mm 0 mm 16 0

Spacing of Bar 150 mm 200 mm 200 0

Area of Steel Provided 754.32 mm2 0.00 mm2

Total Area of Steel Provided= 754.32 mm2

Provide 12 mm bars at 150 mm c/c For outer side wall full length

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

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

Check For Shear:

Max. ultimate Shear force = 54.47 Kn

C/s area Ac = 254000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 188.65 Kn

VRD,C MIN= 159.40 Kn

So VRD,C= 159.40 Kn

Shear Reinforcement Not Required

Check for Stress Limitation

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

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 150 mm 397.68

Second moment of area= = 2250000000 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 254.00 mm

Unfactored Sagging Moment = 23.48 Kn-m

The depth of concrete in compression is= = 70.45 mm

The cracked second moment of area in steel units is= = 56133413.81 mm4

The concrete stress at the top of the section is = 4.43 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 76.79 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 150

Second moment of area= = 2250000000

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 254.00 mm

Unfactored Sagging Moment = 23.48 Kn-m

The depth of concrete in compression is= = 84.6 mm

The cracked second moment of area in steel units is= = 54833883.23 mm4

The concrete stress at the top of the section is = 3.94 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 72.55 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 150 mm 397.68

Second moment of area= = 2250000000 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 254.00 mm

Unfactored Hogging Moment = 38.94 Kn-m

The depth of concrete in compression is= = 70.45 mm

The cracked second moment of area in steel units is= = 56133413.81 mm4

The concrete stress at the top of the section is = = 7.33 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 127.32 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 150

Second moment of area= = 2250000000

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 254.00 mm

Unfactored Hogging Moment = 38.94 Kn-m

The depth of concrete in compression is= = 84.07 mm

The cracked second moment of area in steel units is= = 54865298.67 mm4

The concrete stress at the top of the section is = 6.55 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 120.6 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 84.07 mm

Effective heigth of concrete in tension= hceff 71.98 mm

Area of concrete effective in tension= Aceff 71980 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 6.666666667

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 238 mm

minimum value of reinfocement stress 0.6σs/Es 0.0003618

Maximum Crack width,wk= 0.09 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 84.07 mm

Effective heigth of concrete in tension= hceff 71.98 mm

Area of concrete effective in tension= Aceff 71980 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 6.666666667

Diameter of reinforcement bar 2 ø2 0

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 6

maximum crack spacing= S r,max 238 mm

minimum value of reinfocement stress 0.6σs/Es 0.0003618

Maximum Crack width,wk= 0.09 mm

Crack width is within the permissible limit.

Inner Face of Side wall

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

On inner face of side wall

Clause 16.5.1.1 of IRC 112-2011

Clear cover to Reinforcement on inner face = 200 GPa

Effective Depth = 254 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 264.16 mm2

Diameter of reinforcement = 12 mm

Area of reinforcement = 113.148 mm2

Spacing of reinforcement = 250 mm

Area of reinforcement provided = 452.6 mm2

Provide 12 mm bars at 250 mm c/c at Inner face of Vertical Wall

REINFORCEMENT FOR INNER WALLS

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550 250

Tensile strength of concrete fctm= 2.2 MPa 112 415

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 500

Partial safty factor for reinforcement ys= 1.15 550

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF INNER WALLS

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 300 mm

Overall depth provided at support = 300 mm

Effective depth provided at mid span = 254 mm

Effective depth provided at support = 254 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 70.218 kN-m 145.2116737

Effective depth required = 174.26 mm 224.2621352 3.325

Effective depth available = 254 mm

Max midspan bending moment = 23.48 kN-m

Effective depth required = 83.97 mm 129.686808

Effective depth available = 254 mm

Design of reinforcement

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

Bending moment at support section = 70.218 kN-m

Area of steel required = 587.45 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 264.16 mm2

Max area of reinf 0.025Ac = 7500.00 mm2

Distribution of steel #REF! #REF! mm

2 0 2 8 Provided spacing= #REF! mm

Dia of Bar 12 mm 0 mm 16 10 #REF! #REF! mm

Spacing of Bar 150 mm 200 mm 200 200

Area of Steel Provided 754.32 mm2 0.00 mm2

Total Area of Steel Provided= 754.32 mm2

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

Provide 12 mm bars at 150 mm c/c for full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm 1.2

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

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

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

Bending moment at Center section = = 23.4815625 kN-m

Area of steel required = = 157.24 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 264.16 mm2

Max area of reinf 0.025Ac = 7500.00 mm2

Distribution of steel Provided spacing= #REF! mm

Outer side 2 6 7 #REF! #REF! mm

Dia of Bar 12 mm 0 mm 16 0

Spacing of Bar 150 mm 200 mm 200 0

Area of Steel Provided 754.32 mm2 0.00 mm2

Total Area of Steel Provided= 754.32 mm2

Provide 12 mm bars at 150 mm c/c For outer side extra

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 150.87 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

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

Check For Shear:

Max. ultimate Shear force = 141.39 Kn

C/s area Ac = 254000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 188.65 Kn

VRD,C MIN= 159.40 Kn

So VRD,C= 159.40 Kn

VED = 141.39 Kn

Shear Reinforcement Not Required

Check for Stress Limitation

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

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 150 mm 397.68

Second moment of area= = 2250000000 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 254.00 mm

Unfactored Sagging Moment = 23.48 Kn-m

The depth of concrete in compression is= = 70.45 mm

The cracked second moment of area in steel units is= = 56133413.81 mm4

The concrete stress at the top of the section is = 4.43 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 76.79 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 150

Second moment of area= = 2250000000

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 254.00 mm

Unfactored Sagging Moment = 23.48 Kn-m

The depth of concrete in compression is= = 84.6 mm

The cracked second moment of area in steel units is= = 54833883.23 mm4

The concrete stress at the top of the section is = 3.94 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 72.55 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 397.68 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 150 mm 397.68

Second moment of area= = 2250000000 mm4

Secant modulus elasticity of concrete = 30 GPa 2.224199288 -0.2

Elastic modulus of steel = 200 GPa -0.08992

Effective depth available = 254.00 mm

Unfactored Hogging Moment = 55.05 Kn-m

The depth of concrete in compression is= = 70.45 mm

The cracked second moment of area in steel units is= = 56133413.81 mm4

The concrete stress at the top of the section is = = 8.37 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 180.01 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 150

Second moment of area= = 2250000000

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 254.00 mm

Unfactored Hogging Moment = 55.05 Kn-m

The depth of concrete in compression is= = 84.07 mm

The cracked second moment of area in steel units is= = 54865298.67 mm4

The concrete stress at the top of the section is = 9.26 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 170.5 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 84.07 mm

Effective heigth of concrete in tension= hceff 71.98 mm

Area of concrete effective in tension= Aceff 71980 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 6.667

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 238 mm

minimum value of reinfocement stress 0.6σs/Es 0.0005115

Maximum Crack width,wk= 0.13 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 84.07 mm

Effective heigth of concrete in tension= hceff 71.98 mm

Area of concrete effective in tension= Aceff 71980 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 12

Number of bar 1 per m width n1 6.666666667

Diameter of reinforcement bar 2 ø2 0

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 6

maximum crack spacing= S r,max 238 mm

minimum value of reinfocement stress 0.6σs/Es 0.0005115

Maximum Crack width,wk= 0.13 mm

Crack width is within the permissible limit.

Inner Face of Side wall

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

On inner face of side wall

Clause 16.5.1.1 of IRC 112-2011

Clear cover to Reinforcement on inner face = 200 GPa

Effective Depth = 254 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 264.16 mm2

Diameter of reinforcement = 12 mm

Area of reinforcement = 113.148 mm2

Spacing of reinforcement = 150 mm

Area of reinforcement provided = 754.32 mm2

Provide 12 mm bars at 150 mm c/c at Inner face of Vertical Wall

0 HEIGHT OF WALL 2.630 m

THICKNESS OF BASE SLAB 8% HT OF WALL + SURCGARGE

CLEAR COVER FOR BASE 75 MM

CLEAR COVER FOR WALL 50 MM

DISTR BARS 0.12%

BASE 1.5 HEEL+STEM

BACK FILL Angle of slope of bank Ф(deg) to horizontal, (max Ф=θ) 0

Angle of repose θ (deg) = 30

Density of back fill (kN/m3) = 18

Density of saturated back fill (kN/m3) = 20.8

Surcharge Uniform Surcharge load (kN/m2) = 21.6

Base Soil Safe Bearing Capacity of Soil (kN/m2) = 102.6

Coefficient of base friction between soil and concrete 0.55 3.010

Wall Height of Wall, H (m) 2.630 104.73 2x2

Profile Depth of Water Table below GL, H1 (m) 3.630 2.44

Depth of soil above toe slab, H2 (m) 2.630

Wall thickness at top of base slab, T1 (m) 0.380 0.2191666667 0.3686868687

Wall thickness at top, T2 (m) 0.300

Base slab width, B (m) 2.100 1.578

Base slab toe dimension, B1 (m) 1.300 0.526 0.2517721187

Base slab thickness, D1 (m) 0.300

Base Heel slab dimension, B2 (m) 0.420 1.60

Base Heel slab thickness, D2 (m) 0.300

Shear key depth, D3 (m) 0.000 M

Shear key thickness, T3 (m) 0.000

Material Concrete Grade, fck M 25

Data Steel Reinforcement Grade, fy (N/mm2) = 550

Concrete In base slab (mm) = 50

Cover In earth face of wall (mm) = 50

In front face of wall (mm) = 50

Active Coefficient of earth pressure 0.33 0.526

Passive Coefficient of earth pressure 3.00

Concrete density kN/m3 25

Water density kN/m3 10

Horizontal Pressures, Moments and Shears on Wall (Service Load Condn.)

Depth of wall Horizontal Pressure on wall (kN/m2) Bending Moment Shear on Bending Moment(-Surcharge) Shear on(-surcharge)

from top (m) Soil Pressure Grd Water Pr Surcharge Pr. on wall (kNm/m) wall (kN/m) on wall (kNm/m) wall (kN/m)

Value at max depth neglecting surcharge pressure = 2.6 56.06 46.85 25.75 25.75

Passive Resistance Considered

Passive pressure at top, (kN/m2) = 142.02

Passive pressure at bottom, (kN/m2) = 158.22

Depth of passive resistance (m) = 0.30

Passive Force (kN/m) = 45.04

Passive Moment about Toe (kNm/m) = -4.40

Vertical Loads per metre length (Service Load condition)

Load case Vertical load (kN) Lever arm to Toe (m) B.M. (kNm)

Wall (Rectangle) 19.725 1.530 30.179

Wall (Triangle) 2.630 1.353 3.559

Soil load over Toe Slab 47.340 0.650 30.771

Soil +sub-soil water(if any) over Heel Slab 19.883 1.890 37.578

Surcharge load 7.200 1.890 13.608

Maximum Total = 112.528 - 132.234

Total neglecting surcharge load = 105.328 - 118.626

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 105.328 - 118.626 1

C.G. of vertical loads from Toe: Case: Total load = 132.234 /112.528 1.175 m

Case: Total neglecting surcharge load = 118.626 /105.328 1.126 m

Eccentricity= 0.125 < B/6 0.35 Hence OK

Moment on C.L. of Base:

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 102.60 kN/m2

Case: Total load including soil load over toe slab

Case: Total including soil load over toe slab, but neglecting surcharge load: . #NAME?

Soil Pressures O.K.

SBC of soil is more than the design pressures, hence base width is O.K

Stability Calculations (Service Load Condition)

Case: Total load including soil load over toe slab & Surchrage

Over Turning Moment about Toe = 56.06 kNm

Resisting Moment = 132.234 kNm

Factor of safety against over turning = 2.36 > 1.5, Section O.K.

Horizontal Sliding Force = 46.85 kN

Resisting Force = 105.328 x 0.55 +45.036 102.9664 kN

Factor of safety against sliding = 2.20 > 1.5, Section O.K.

Total for 0.9 x (wall+base+soil over toe) & no surcharge:

Over Turning Moment about Toe = 25.75 kNm

Resisting Moment = 118.626 kNm

Factor of safety against over turning = 4.606 > 1.5, Section O.K.

Horizontal Sliding Force = 25.75

Resisting Force = 105.328 x 0.55 +45.036 102.966 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 4.00 > 1.5 Section O.K.

Design of Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Moment Eff. Depth (mm) Sqrt(Mu*1000/3.33) Bar ф (mm) Ast (mm2) Vertical Reinf't Horizontal Reinf't

from top (m) Mu, kNm Reqd. Provided Vertl. Horzl. Reqd. Provided Main Reinf't Distr Reinf't

Ru= 3.33 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Max c/c Adopted c/c Dia/Spacing Max c/c Adopted c/c Dia/Spacing

Check for Shear in Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status 2.43 R P

from top (m) Vu, kN τv, N/mm2 bd τc, N/mm2 of Wall 12.0558375 18.08375625 324 129.67 565.4866776

0.00 0.000 0.000 0.232 13.308 0.344 Section is OK One way shear stress at d = 0.190 #DIV/0!

0.53 6.926 0.034 0.277 11.126 0.372 Section is OK Percentage Steel provided = 0.430 #REF!

1.58 28.248 0.120 0.240 12.872 0.349 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 104.73 41.41 22.89 2.44

Soil Pressure at P = 104.73 kN/m2 TOE/HEEL 47.34 47.34 47.34 47.34

Soil Pressure at Q = 41.41 kN/m2 57.39 -5.93 -24.45 -44.91

Soil Pressure at R = 22.89 kN/m2

Soil Pressure at S = 2.44 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 68.322 kN/m2

Soil Pressure at Q = 45.83 kN/m2

Soil Pressure at R = 39.26 kN/m2

Soil Pressure at S = 31.990 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Areas of Reinforcement in Base Slab

Location Mu Eff. Depth(mm) Bar Ф (mm) Ast (mm2) Main steel Distribn.Steel

(kNm) Reqd. Provided Main Distbn. Reqd. Provided Ф - Crs (mm) Ф - Crs (mm)

Sqrt(Mu*1000/3.33) (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Adopted c/c Dia/Spacing Spacing Reqd (0.12%) Adopted c/c Dia/Spacing

Q 3.33 Steel req Req spacing, C/C Steel Provided

Check for Shear in Base Slab

Case: Total load including soil load over toe slab

Soil Pressure at P = 104.73 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 41.41 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 22.89 kN/m2

Soil Pressure at S = 2.44 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5: soil thk

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 68.32 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 45.83 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 39.26 kN/m2

Soil Pressure at S = 31.99 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5:

Check for Shear in Base Slab by Limit State Method (Partial Safety Factor, γf = 1.5)

Location Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status

Vu-max, kN τv, N/mm2 bd τc, N/mm2 of Base

Toe Slab 20.799 0.085 0.464 0.462 Section is OK 6.654

Heel Slab 17.082 0.070 0.464 0.462 Section is OK 6.654

GOVT. OF KARNATAKA

PUBLIC WORKS DEPARTMENT

OFFICE OF ASSISTANT EXECUTIVE ENGINEER PWD SUB DIVISION NO.1 BELAGAVI

NAME OF WORK: PROPOSED CONSTRUCTION OF PROTECTION WALL FROM KM. 4.60 TO 5.25 OF SHINDOLLI MUTAGA MUCHANDI ROAD IN BELAGAVI TALUKA(MDR).

ESTIMATED COST : 150.00 Lakhs.

HEAD OF ACCOUNT : 3054 FLOOD RELIEF

0 HEIGHT OF WALL 2.000 m

THICKNESS OF BASE SLAB 8% HT OF WALL + SURCGARGE

CLEAR COVER FOR BASE 75 MM

CLEAR COVER FOR WALL 50 MM

DISTR BARS 0.12%

BASE 1.5 HEEL+STEM

BACK FILL Angle of slope of bank Ф(deg) to horizontal, (max Ф=θ) 0

Angle of repose θ (deg) = 30

Density of back fill (kN/m3) = 18

Density of saturated back fill (kN/m3) = 20.8

Surcharge Uniform Surcharge load (kN/m2) = 10.8

Base Soil Safe Bearing Capacity of Soil (kN/m2) = 100

Coefficient of base friction between soil and concrete 0.6

Wall Height of Wall, H (m) 2.000 88.91 2x2

Profile Depth of Water Table below GL, H1 (m) 3.000 1.35

Depth of soil above toe slab, H2 (m) 1.000

Wall thickness at top of base slab, T1 (m) 0.300 0.1666666667 0.3686868687

Wall thickness at top, T2 (m) 0.230

Base slab width, B (m) 1.500 1.2

Base slab toe dimension, B1 (m) 0.600 0.4 0.07097733185

Base slab thickness, D1 (m) 0.300

Base Heel slab dimension, B2 (m) 0.600 0.1

Base Heel slab thickness, D2 (m) 0.300

Shear key depth, D3 (m) 0.000 M

Shear key thickness, T3 (m) 0.000

Material Concrete Grade, fck M 25

Data Steel Reinforcement Grade, fy (N/mm2) = 500

Concrete In base slab (mm) = 50

Cover In earth face of wall (mm) = 50

In front face of wall (mm) = 50

Active Coefficient of earth pressure 0.33 0.4

Passive Coefficient of earth pressure 3.00

Concrete density kN/m3 25

Water density kN/m3 10

Horizontal Pressures, Moments and Shears on Wall (Service Load Condn.)

Depth of wall Horizontal Pressure on wall (kN/m2) Bending Moment Shear on Bending Moment(-Surcharge) Shear on(-surcharge)

from top (m) Soil Pressure Grd Water Pr Surcharge Pr. on wall (kNm/m) wall (kN/m) on wall (kNm/m) wall (kN/m)

Value at max depth neglecting surcharge pressure = 2.0 21.69 24.15 15.87 15.87

Passive Resistance Considered

Passive pressure at top, (kN/m2) = 54.00

Passive pressure at bottom, (kN/m2) = 70.20

Depth of passive resistance (m) = 0.30

Passive Force (kN/m) = 18.63

Passive Moment about Toe (kNm/m) = -1.82

Vertical Loads per metre length (Service Load condition)

Load case Vertical load (kN) Lever arm to Toe (m) B.M. (kNm)

Wall (Rectangle) 11.500 0.785 9.028

Wall (Triangle) 1.750 0.647 1.132

Soil load over Toe Slab 18.000 0.300 5.400

Soil +sub-soil water(if any) over Heel Slab 21.600 1.200 25.920

Surcharge load 3.600 1.200 4.320

Maximum Total = 67.700 - 54.237

Total neglecting surcharge load = 64.100 - 49.917

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 64.100 - 49.917 1

C.G. of vertical loads from Toe: Case: Total load = 54.237 /67.7 0.801 m

Case: Total neglecting surcharge load = 49.917 /64.1 0.779 m

Eccentricity= 0.051 < B/6 0.25 Hence OK

Moment on C.L. of Base:

Case: Total neglecting surcharge load = = 15.87+ (-1.819)+64.1 x ( 0.75 -0.779) 12.19 kNm 15.87 -1.82 64.100 0.750 0.779

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 100.00 kN/m2

Case: Total load including soil load over toe slab

Case: Total including soil load over toe slab, but neglecting surcharge load: Soil Pressures O.K.

Soil Pressures O.K.

SBC of soil is more than the design pressures, hence base width is O.K

Stability Calculations (Service Load Condition)

Case: Total load including soil load over toe slab & Surchrage

Over Turning Moment about Toe = 21.69 kNm

Resisting Moment = 54.237 kNm

Factor of safety against over turning = 2.50 > 1.5, Section O.K.

Horizontal Sliding Force = 24.15 kN

Resisting Force = 64.1 x 0.6 +18.63 57.09 kN

Factor of safety against sliding = 2.36 > 1.5, Section O.K.

Total for 0.9 x (wall+base+soil over toe) & no surcharge:

Over Turning Moment about Toe = 15.87 kNm

Resisting Moment = 49.917 kNm

Factor of safety against over turning = 3.145 > 1.5, Section O.K.

Horizontal Sliding Force = 15.87

Resisting Force = 64.1 x 0.6 +18.63 57.09 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 3.60 > 1.5 Section O.K.

Design of Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Moment Eff. Depth (mm) Sqrt(Mu*1000/3.33) Bar ф (mm) Ast (mm2) Vertical Reinf't Horizontal Reinf't

from top (m) Mu, kNm Reqd. Provided Vertl. Horzl. Reqd. Provided Main Reinf't Distr Reinf't

Ru= 3.33 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Max c/c Adopted c/c Dia/Spacing Max c/c Adopted c/c Dia/Spacing

Check for Shear in Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status 2.43 R P

from top (m) Vu, kN τv, N/mm2 bd τc, N/mm2 of Wall 12.0558375 18.08375625 244 173.548 565.4866776

0.00 0.000 0.000 0.325 9.490 0.398 Section is OK One way shear stress at d = 0.190 #DIV/0!

0.40 2.880 0.022 0.428 7.199 0.447 Section is OK Percentage Steel provided = 0.430 #REF!

1.20 12.960 0.081 0.353 8.726 0.412 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 88.91 53.89 36.38 1.36

Soil Pressure at P = 88.91 kN/m2 TOE/HEEL 18 18 36 36

Soil Pressure at Q = 53.89 kN/m2 70.91 35.89 0.38 -34.65

Soil Pressure at R = 36.38 kN/m2

Soil Pressure at S = 1.36 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 75.245 kN/m2

Soil Pressure at Q = 49.24 kN/m2

Soil Pressure at R = 36.23 kN/m2

Soil Pressure at S = 10.221 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Areas of Reinforcement in Base Slab

Location Mu Eff. Depth(mm) Bar Ф (mm) Ast (mm2) Main steel Distribn.Steel

(kNm) Reqd. Provided Main Distbn. Reqd. Provided Ф - Crs (mm) Ф - Crs (mm)

Sqrt(Mu*1000/3.33) (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Adopted c/c Dia/Spacing Spacing Reqd (0.12%) Adopted c/c Dia/Spacing

Q 3.33 Steel req Req spacing, C/C Steel Provided

Check for Shear in Base Slab

Case: Total load including soil load over toe slab

Soil Pressure at P = 88.91 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 53.89 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 36.38 kN/m2

Soil Pressure at S = 1.36 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5: soil thk

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 75.25 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 49.24 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 36.23 kN/m2

Soil Pressure at S = 10.22 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5:

Check for Shear in Base Slab by Limit State Method (Partial Safety Factor, γf = 1.5)

Location Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status

Vu-max, kN τv, N/mm2 bd τc, N/mm2 of Base

Toe Slab 26.933 0.110 0.464 0.462 Section is OK 6.654

Heel Slab 16.627 0.068 0.464 0.462 Section is OK 6.654

STABILITY ANALYSIS OF PROTECTON WALL

Road Top Level (RTL) 100.000 m

Top level of Wall 100.000 m

Top width of wall (b) 0.30 m

Ground Level ( Typ.) 99.200 m

Height of Vertical Face of wall (h1) 0.00 m

Depth of Foundation provided for wall 0.80 m

Top level of levelling course 98.400 m 1.38 0.18 6.12 1.47

Height of wall (h) (from top level of wall to fdn. Level ) 1.60 m

Slope of wall at Back side 0.85 :1

Slope of wall at Front Side 0.50 :1

Tring. width of wall at Back side (b1) 0.68 m

Tring. width of wall at Front side side (b2) 0.40 m

Total bottom width of wall (B) 1.38 m

Unit weight of Concrete (Wc) 2.40 t/m3

Unit Weight of Soil 1.80 t/m3

S.B.C. of Strata 25.00 t/m2

Angle of repose (b) 30 0 0.52 radians

Traffic (Indicate "Yes" or "No") Yes

Slope of Embankment 2.00 :1

Height of surcharge (x)= 0.60 m

Angle of Surcharge (a)= 0.00 0 0.00 radians

Super imposed Load due to Traffic 0.60 t/m2

The equivalent additional height of soil corresponding to super-imposed load 0.33 m

100.000 0.30 0.60 Pressure diagram due

a Super imposed load (traffic)

1.60 Outside Earth side (inside) P

0.40 PCC 1:2:4/ M15 Cp wh

The Earth Pressure per unit run (P) = Cp wh2 1.93 t-m

where, Cp = Co-efficient of earth pressure

= cos a cos a - ( cos2a-cos2b)1/2 0.334

cos a + ( cos2a-cos2b)1/2

The Hzl. Earth Pr. per unit run (Ph) = Cp wh2 cos a 1.93 t-m

The Vtl. Earth Pr. per unit run (Pv) = Cp wh2 sin a 0.00 t-m

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm (M+) (M-)

(tonne) (tonne) (m) (t-m) (t-m)

Tringular - Inside 0.653 0.927 0.605

Rectangular - Inside 1.306 1.040 1.358

Tringular - Out side 0.384 0.267 0.102

Rectangular - Center 1.152 0.550 0.634

Tringular-1 0.490 1.153 0.565

Rectangular-2 0.000 1.040 0.000

Tringular-3 0.367 1.153 0.424

3 Hzl. Earth Pressure (Active) 1.93 0.84 1.627

4 Vtl. Earth Pressure (Active) 0.000 1.38 0.000

Net Moment 2.06 t-m

Resultant Load X = M/ V 0.47 m

Eccentricity e B/2 - X 0.22 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 6.12 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 0.18 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.65

and below the horizontal generally varies from 0.65 to 0.75

generally varies from 0.65 to 0.75 1.47 > 1.50

Factor of Safety against Overturning + M / - M

STEEL DETAILS :

10 mm Dia. Bars @ 175 Cm C/c ( Both ways and both faces)

Weep Holes 100 mm Dia pipe @ 1.50 m. C/c staggered

RECAPITULATION SHEET

Sl.No Description Amount in Rs:

1 Construction of Ground floor 1785494.41

Total Rs :- 1785494.41

7 Contigencies, change in SR, Miscelleneous & rounding off 0.00

Grand Total 1999753.74

Asst. Executive Engineer, Executive Engineer,

MEASUREMENT SHEET FOR SUPPORTING STRUCTURE

It.No. Description of items. Qty. Unit

1 KSRRB M200-12.3. Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202

Existing Bridge 1 20.00 2.10 2.00 = 84.00

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304

For Footing & Curtain Wall 2 3.85 3.85 3.50 = 103.76

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. and down size & with approved sand including hand packing, ramming, watering, including cost of all materials and labour with all lead and lift. complete as per specifications. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15)

For Curtain Wall Foundation 2 4.70 1.60 0.15 = 2.26

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100

For Curtain Wall Foundation 2 4.40 1.60 0.15 = 2.11

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height

Curtain Wall Foundation 2 4.10 1.30 0.30 = 3.20

Column up to Ground Level 2 1.00 1.00 1.55 = 3.10

Column Above Ground Level 2 1.00 1.00 2.00 = 4.00

Curtain Wall up to Ground Level 2 3.00 0.20 3.05 = 3.66

Total upto Date Quantity :- = 19.24 Cum

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2)

Footing 3.60 60.00 Kgs Per Cum = 0.00

Column 7.10 200.00 Kgs Per Cum = 0.00

Curtain Wall 8.54 150.00 Kgs Per Cum = 0.00

Separate sheet attached = 3.44 Tone

7 KSRRB M2200-8.1. Back filling behind abutment, wing wall and return wall complete as per drawing and Technical Specification including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular material MORTH Specification No. 2204 & 304 (S.R.2018-19 Page No. 229, I.No. 28.11)

Quantity Vide as Per Item No 1 = 103.76

Broken metal Filling Quantity = 9.06

PCC Bed Concrete Quantity = 4.63

RCC Bottom Slab/Raft Quantity = 3.60

Total up to date Quantity after Ded :- = 86.47 Cum

8 Fabricating, supplying & erecting M.S. Angular Truss for all spans as per approved designs and drawing. The entire truss is anchored suitably by using 4 Nos. of M.S. anchor bolts at each support, with base plate and shoe plate. The work includes cutting, straightening, placing in position of M.S angle and welding wherever necessary, and applying one coat of red oxide primer coat to all the members including cost of all materials, labour charges, & hire charges of machineries for cutting, welding, grinding & erection equipments, etc., complete as per specification (P.no.43, I.no.7.30)

Separate sheet attached = 8630.50 Kgs 8630.5

9 KSRRB M2500-4.1. Providing and laying Pitching stones of size 0.3x0.3x0.3 m on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications including cost of materials, labour, HOM complete as per specifications. A. Stone I Boulder MORTH Specification No. 2504

Total Quantity after Deduction :- = 3.19 Cum

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

It.No. Description of items. Unit Qty Rate Amount

1 KSRRB M200-12.3. Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202 Cum 84.00 1684.34 141484.56

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304 Cum 103.76 73.14 7588.82

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. and down size & with approved sand including hand packing, ramming, watering, including cost of all materials and labour with all lead and lift. complete as per specifications. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15) Cum 9.06 2265.22 20522.89

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100 Cum 4.63 5605.49 25931.01

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height Cum 19.24 5703.01 109725.95

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2) Tonne 3.44 65893.68 226344.79

7 KSRRB M2200-8.1. Back filling behind abutment, wing wall and return wall complete as per drawing and Technical Specification including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular material MORTH Specification No. 2204 & 304 (S.R.2018-19 Page No. 229, I.No. 28.11) Cum 86.47 895.70 77452.52

8 Fabricating, supplying & erecting M.S. Angular Truss for all spans as per approved designs and drawing. The entire truss is anchored suitably by using 4 Nos. of M.S. anchor bolts at each support, with base plate and shoe plate. The work includes cutting, straightening, placing in position of M.S angle and welding wherever necessary, and applying one coat of red oxide primer coat to all the members including cost of all materials, labour charges, & hire charges of machineries for cutting, welding, grinding & erection equipments, etc., complete as per specification (P.no.43, I.no.7.30) Kgs 8630.50 135.68 1170986.24

9 KSRRB M2500-4.1. Providing and laying Pitching stones of size 0.3x0.3x0.3 m on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications including cost of materials, labour, HOM complete as per specifications. A. Stone I Boulder MORTH Specification No. 2504 Cum 3.19 1709.78 5457.62

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

Diffrence in cost

Cement/Qtl Steel

Store issue rate 470.00 45645.00

Diffrence 46.00 -5123.00

It.No. Description of items. Unit Page No Item No Basic Rate S.R 2018-19 Diffrence in cost Total - 1 Area Weightage 6 % Total - 2 10 + 11

Const Rate Amount

1 KSRRB M200-12.3. Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202 Cum 139 18.19 1589.00 1589.00 95.34 1684.34

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304 Cum 220 27.7.5 69.00 69.00 4.14 73.14

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. and down size & with approved sand including hand packing, ramming, watering, including cost of all materials and labour with all lead and lift. complete as per specifications. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15) Cum 7 2.15 2137.00 2137.00 128.22 2265.22

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100 Cum 222 27.18 5187.00 2.20 46.00 101.20 5288.20 317.29 5605.49

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height Cum 227 28.7.9 5233.00 3.20 46.00 147.20 5380.20 322.81 5703.01

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2) Tonne 229 28.8.2 67543.00 1.050 -5123.00 -5379.15 62163.85 3729.83 65893.68