Pier Well 6.0
Pier Well 6.0
Pier Well 6.0
This design note pertains to Design of Pier Cap, Pier Shaft and Well Foundation (Well Cap, Steining, Well Curb, Cutting edge) for project "DESIGN AND
CONSTRUCTION OF 5X45.00 SPAN (DOUBLE LANE) PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH FOOTPATH ON ONE SIDE OVER
MANAWAR TAWI ON BULDOH TO DAKKAR ROAD."
1.1 SUPERSTRUCTURE
The superstructure consist of 5 spans of 45m long PSC Box Girder carrying a two lane highway traffic and footpath on one side. Superstructure is resiting on POT
PTFE bearings.
The Substructure consist of 2m dia circular pier with Trapazodal shaped pier cap.
The pier is resting on a 6.0m dia circular well with steining thickness of 1.6m.
2 DATA
2.1 LEVELS
Finished Road Level (FRL) = 101.265 m
Superstructure Soffit Level = 98.600 m
Pier cap top level = 98.230 m
Pier Cap Bottom Level = 96.830 m
High Flood Level (HFL) = 97.100 m
Low Water Level (LWL) = 89.230 m
Lowest Bed Level (LBL) = 87.800 m
Wel Cap Top Level = 86.000 m
Mean scour Level = 87.330 m
Maximum Scour Level (At HFL) = 77.553 m
Maximum Seismic Scr Lvl (At HFL) = 79.508 m
Maximum Seismic Scr Lvl (At LWL) = 81.462 m
Founding Level = 67.500 m
2.2 DIMINSIONS
2.2.1 SUPERSTRUCTURE
As per Geotech. Report min net safe bearing capacity 480 kN/m2
For Normal Case at HFL
Overburden Height 10.053 m
Unit weight of saturated sand 10.4 kN/m3
Overburden Pressure 104.55 kN/m2
Gross Bearing Capacity (Allowable Base Pressure) 584.551 kN/m2
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Reaction From Superstructure and substructure are Obtained From fixed end Reactions of RM V8i Model as shown in Figure at base of Pier
Self Weight of Superstructure, Pier cap and Pier Shaft are taken directly by software from geometry definition
Height 0.3 m
Length 1.1 m
Bredth 1.1 m
Volume 0.363 m
Density 25 kN/m3
Weight 9.075 kN This load is applied in software
Height 0.6 m
Bredth 1 m
Length 1 m
Volume 0.6 m
Density 25 kN/m3
Weight 15 kN This load is applied in software
Height = 0.6 m
Length = 3.8 m
Thickness = 0.6 m
Volume = 1.368 m
Density = 25 kN/m3
Weight = 34.2 kN
Weight per m in thk direction = 57 kN/m This load is applied in software
3.2.5 FORCES ACTING ON TOP OF WELL CAP FOR SIDL EXCEPT SUEFACING
3.2.5.1 SERVICE CONDITION
Live load results are taken from the Model in RMV8i. For The result Braking force is calculated here
3.4.2 STEINING
Outer Dia of well = 6 m
Inner Dia of well = 4.1 m
Steining Length = 15.2 m
Volume = 229.0912 m3
Density of concrete = 25 kN/m3
Weight = 5727.28 kN
3.4.5 CURB
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Straight Portion
Inner Dia of well = 4.1 m
outer Dia of well 6.15
Thickness = 0.3 m
Volume = 4.950954 m3
Density of concrete = 25 kN/m3
Weight = 123.7738 kN
Tapering Portion
Inner Dia at Top = 4.1 m
Outer Dia at top = 6.15 m
Plan Area Top = 16.50318 m2
Inner Dia at Bottom = 5.85 m
Outer Dia at Bottom = 6.15 m
Plan Area Top = 2.827433 m2
Avj Plan area = 9.665306 m2
Thickness = 1.5 m
Volume = 14.49796 m3
Density of concrete = 25 kN/m3
Weight = 362.449 kN
Dia of Pier = 2 m
Height upto HFL = 11.1 m
Volume = 34.87168 m3
Unit weight of water = 10 kN/m3
Bouyant Force on pier = 348.7168 kN
Rectangular Portion
Pressure intensity = 4.986173 kN/m3
Width of Pier = 2 m
Height = 11.1 m
Force = 110.693 kN
Height from Base of well = 24.05 m
Moment = 2662.168 kNm
Triangular Portion
Pressure intensity = 6.552211 kN/m3
Width of Pier = 2 m
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Height = 11.1 m
Force = 72.72954 kN
Height from Base of well = 25.9 m
Moment = 1883.695 kNm
Rectangular Portion
Pressure intensity = 6.740626 kN/m3
Width of Pier = 2 m
Height = 3.23 m
Force = 43.54445 kN
Height from Base of well = 20.115 m
Moment = 875.8966 kNm
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Triangular Portion
Pressure intensity = 4.797758 kN/m3
Width of Pier = 2 m
Height = 3.23 m
Force = 15.49676 kN
Height from Base of well = 20.65333 m
Moment = 320.0597 kNm
Effect of Seismic Force at Bottom of Pier is obtained by Response Spectrum analysis in RM V8i software
Since well is a rigid structure Forces on Well Foundation are Calculated By Considering Sa/g=1 and Response reduction as 1
Although Steining is ok for PCC design with 0.12% vertical reinforcement as per clause 708.3.3 of IRC:78, we still provide minimum
reinforcement for RCC well which is 0.2% vertical reinforcement as per clause 708.3. Refer Steining Renforcement Calculation
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
5 WELL DESIGN CALCULATIONS (NORMAL LWL CASE)
Although Steining is ok for PCC design with 0.12% vertical reinforcement as per clause 708.3.3 of IRC:78, we still provide minimum
reinforcement for RCC well which is 0.2% vertical reinforcement as per clause 708.3. Refer Steining Renforcement Calculation
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
6 WELL DESIGN CALCULATIONS (SEISMIC HFL CASE)
6.1 CLA1L MAXIMUM VERTICAL LOAD CASE
LC Description V HT HL ML MT
3.1.5.1 Self weight upto pier Base 7967.374 -3.857 0 0 1109.783
3.2.5.1 SIDL except Surfacing 842.363 -1.443 0 0 428.7405
3.2.6.1 SIDL Surfacing 737.742 -0.454 0 0 128.22
3.3.1.1 CLA1L MAXIMUM VERTICAL LOAD CASE 139.6184 1.50524 95.87532 2915.351 -110.988
3.8.1 MAXIMUM VERTICAL SEISMIC LOAD AT PIER BASE 657.296 220.198 -284.035 -8679.94 6605.424
3.5.1.2 BOUYANT FORCE ON PIER AT HFL -348.717 0 0 0 0
3.6.1 WATER CURRENT FORCE ON PIER (HFL) 0 183.4226 0 0 4545.863
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.1.1 BOUYANT FORCE ON WELL AT HFL -5247.5 0 0 0 0
3.6.2 WATER CURRENT FORCE ON WELL (HFL) 0 126.3546 0 0 1981.788
3.9.1 Vertical Seismic Force on Well Components 325.3752 0 0 0 0
Total V for Pier and above 9995.677 399.3718 -188.1597 -5764.589 12707.04
Total V for well only 5245.852 126.3546 0 0 1981.788
Total 15241.53 525.7264 -188.1597 -5764.589 14688.83
BASE PRESSURE CALCULATION
Total Vertical Load 15241.53 kN
Resultant Moment 15779.49 kNm
Mom. Due tilt & shift for V of Well only 3810.852 kNm
Mom. Due tilt & shift for V at pier Base 606.5517 kNm
Total Moment 20196.89 kNm
Moment Due to Passive relief 61424.43 kNm
Net Moment 0
Max Base Pressure 513.0839 kN/m2
Min Base Pressure 513.0839 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 2.290557 m
Total Horizontal Load in Long Direction -188.16 kN
Total Horizontal Load inTrans Direction 525.7264 kN
Resultant Horizontal Force 558.3837 kN
Force Due to Passive Relif 558.3837 kN
Height at which this act 0.763519 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 9.717 m
Longitudinal Moment -3936 kN-m
Transverse Moment 9580.1 kN-m
Resultant moment 10357.2 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 9943.4 0.259782 2583.108
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 2744.0 0.064 176.3478
0.15 Boyancy on Pier up to this level -373.7 0.055 -20.5113
Total 13374.0 2748.885
Reduction of moment due to passive releif 1279.0 kN-m
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Net Moment for steining design 11827.1 kN-m
Stress max 1247.047 Stress min -179.441
6.2 CLA1L MAXIMUM LONGITUDINAL MOMENT CASE
LC Description V HT HL ML MT
3.1.5.1 Self weight upto pier Base 7967.374 -3.857 0 0 1109.783
3.2.5.1 SIDL except Surfacing 842.363 -1.443 0 0 428.7405
3.2.6.1 SIDL Surfacing 737.742 -0.454 0 0 128.22
3.3.1.2 CLA1L MAXIMUM LONGITUDINAL MOMENT CASE 100.5534 1.045 99.73965 3222.567 -94.38418
3.8.2 MAXIMUM LONGITUDINAL MOMENT AT PIER BASE -131.216 157.58 885.483 27293.2 9523.895
3.5.1.2 BOUYANT FORCE ON PIER AT HFL -348.717 0 0 0 0
3.6.1 WATER CURRENT FORCE ON PIER (HFL) 0 183.4226 0 0 4545.863
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.1.1 BOUYANT FORCE ON WELL AT HFL -5247.5 0 0 0 0
3.6.2 WATER CURRENT FORCE ON WELL (HFL) 0 126.3546 0 0 1981.788
3.9.2 Long Seismic Force on Well Components 0 0 488.0628 4423.135 0
Total V for Pier and above 9168.1 336.2936 985.2227 30515.76 15642.12
Total V for well only 4920.477 462.6482 488.0628 4423.135 1981.788
Total 14088.58 798.9418 1473.285 34938.9 17623.9
BASE PRESSURE CALCULATION
Total Vertical Load 14088.58 kN
Resultant Moment 39132.19 kNm
Mom. Due tilt & shift for V of Well only 3495.338 kNm
Mom. Due tilt & shift for V at pier Base 568.9302 kNm
Total Moment 43196.46 kNm
Moment Due to Passive relief 61424.43 kNm
Net Moment 0
Max Base Pressure 474.2715 kN/m2
Min Base Pressure 474.2715 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 3.968332 m
Total Horizontal Load in Long Direction 1473.285 kN
Total Horizontal Load inTrans Direction 798.9418 kN
Resultant Horizontal Force 1675.971 kN
Force Due to Passive Relif 1675.971 kN
Height at which this act 1.322777 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 8.040 m
Longitudinal Moment 23094 kN-m
Transverse Moment 11200.7 kN-m
Resultant moment 25667.0 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 9115.8 0.280754 2559.297
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 3376.2 0.075 252.3784
0.15 Boyancy on Pier up to this level -445.1 0.065 -29.0966
Total 13107.2 2792.519
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Reduction of moment due to passive releif 6650.8 kN-m
Net Moment for steining design 21808.7 kN-m
Stress max 1838.351 Stress min -792.042
3.8.2 MAXIMUM LONGITUDINAL MOMENT AT PIER BASE -131.216 157.58 885.483 27293.2 9523.895
3.5.1.2 BOUYANT FORCE ON PIER AT HFL -348.717 0 0 0 0
3.6.1 WATER CURRENT FORCE ON PIER (HFL) 0 183.4226 0 0 4545.863
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.1.1 BOUYANT FORCE ON WELL AT HFL -5247.5 0 0 0 0
3.6.2 WATER CURRENT FORCE ON WELL (HFL) 0 126.3546 0 0 1981.788
3.9.2 Long Seismic Force on Well Components 0 0 488.0628 4423.135 0
Total V for Pier and above 5145.095 341.2976 885.483 32000.14 15465.04
Total V for well only 4920.477 467.6522 488.0628 4423.135 1981.788
Total 10065.57 808.9498 1373.546 36423.27 17446.83
BASE PRESSURE CALCULATION
Total Vertical Load 10065.57 kN
Resultant Moment 40386.22 kNm
Mom. Due tilt & shift for V of Well only 1961.568 kNm
Mom. Due tilt & shift for V at pier Base 568.9302 kNm
Total Moment 42916.72 kNm
Moment Due to Passive relief 61424.43 kNm
Net Moment 0
Max Base Pressure 338.8429 kN/m2
Min Base Pressure 338.8429 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 3.870144 m
Total Horizontal Load in Long Direction 1373.546 kN
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Total Horizontal Load inTrans Direction 808.9498 kN
Resultant Horizontal Force 1594.06 kN
Force Due to Passive Relif 1594.06 kN
Height at which this act 1.290048 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 8.138 m
Longitudinal Moment 25246 kN-m
Transverse Moment 10863.7 kN-m
Resultant moment 26934.1 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 5092.8 0.279527 1423.571
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 3339.2 0.074 247.5637
0.15 Boyancy on Pier up to this level -440.9 0.065 -28.553
Total 9051.4 1652.522
Reduction of moment due to passive releif 6169.2 kN-m
Net Moment for steining design 22417.4 kN-m
Stress max 1713.175 Stress min -990.629
Although Steining is ok for PCC design with 0.12% vertical reinforcement as per clause 708.3.3 of IRC:78, we still provide minimum
reinforcement for RCC well which is 0.2% vertical reinforcement as per clause 708.3. Refer Steining Renforcement Calculation
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
7 WELL DESIGN CALCULATIONS (NORMAL LWL CASE)
7.1 CLA1L MAXIMUM VERTICAL LOAD CASE
LC Description V HT HL ML MT
3.1.5.1 Self weight upto pier Base 7967.374 -3.857 0 0 1109.783
3.2.5.1 SIDL except Surfacing 842.363 -1.443 0 0 428.7405
3.2.6.1 SIDL Surfacing 737.742 -0.454 0 0 128.22
3.3.1.1 CLA1L MAXIMUM VERTICAL LOAD CASE 139.6184 1.50524 95.87532 2915.351 -110.988
3.8.1 MAXIMUM VERTICAL SEISMIC LOAD AT PIER BASE 657.296 220.198 -284.035 -8679.94 6605.424
3.5.2.1 BOUYANT FORCE ON PIER AT LWL -101.473 0 0 0 0
3.7.1 WATER CURRENT FORCE ON PIER (LWL) 0 59.0412 0 0 1195.956
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.2.1 BOUYANT FORCE ON WELL AT LWL -5247.5 0 0 0 0
3.7.2 WATER CURRENT FORCE ON WELL (LWL) 0 91.76689 0 0 1558.875
3.9.1 Vertical Seismic Force on Well Components 325.3752 0 0 0 0
Total V for Pier and above 10242.92 274.9904 -188.1597 -5764.589 9357.135
Total V for well only 5245.852 91.76689 0 0 1558.875
Total 15488.77 366.7573 -188.1597 -5764.589 10916.01
BASE PRESSURE CALCULATION
Total Vertical Load 15488.77 kN
Resultant Moment 12344.62 kNm
Mom. Due tilt & shift for V of Well only 3905.113 kNm
Mom. Due tilt & shift for V at pier Base 606.5517 kNm
Total Moment 16856.29 kNm
Moment Due to Passive relief 77243.5 kNm
Net Moment 0
Max Base Pressure 521.407 kN/m2
Min Base Pressure 521.407 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 2.20033 m
Total Horizontal Load in Long Direction -188.16 kN
Total Horizontal Load inTrans Direction 366.7573 kN
Resultant Horizontal Force 412.2075 kN
Force Due to Passive Relif 412.2075 kN
Height at which this act 0.733443 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 11.762 m
Longitudinal Moment -3552 kN-m
Transverse Moment 6602.3 kN-m
Resultant moment 7496.9 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 10227.7 0.234229 2395.625
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 1973.8 0.051 101.6288
0.15 Boyancy on Pier up to this level -286.7 0.042 -12.0741
Total 12975.1 2495.12
Reduction of moment due to passive releif 907.0 kN-m
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Net Moment for steining design 9085.1 kN-m
Stress max 1065.763 Stress min -30.0037
7.2 CLA1L MAXIMUM LONGITUDINAL MOMENT CASE
LC Description V HT HL ML MT
3.1.5.1 Self weight upto pier Base 7967.374 -3.857 0 0 1109.783
3.2.5.1 SIDL except Surfacing 842.363 -1.443 0 0 428.7405
3.2.6.1 SIDL Surfacing 737.742 -0.454 0 0 128.22
3.3.1.2 CLA1L MAXIMUM LONGITUDINAL MOMENT CASE 100.5534 1.045 99.73965 3222.567 -94.38418
3.8.2 MAXIMUM LONGITUDINAL MOMENT AT PIER BASE -131.216 157.58 885.483 27293.2 9523.895
3.5.2.1 BOUYANT FORCE ON PIER AT LWL -101.473 0 0 0 0
3.7.1 WATER CURRENT FORCE ON PIER (LWL) 0 59.0412 0 0 1195.956
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.2.1 BOUYANT FORCE ON WELL AT LWL -5247.5 0 0 0 0
3.7.2 WATER CURRENT FORCE ON WELL (LWL) 0 91.76689 0 0 1558.875
3.9.2 Long Seismic Force on Well Components 0 0 488.0628 4423.135 0
Total V for Pier and above 9415.343 211.9122 985.2227 30515.76 12292.21
Total V for well only 4920.477 303.6791 488.0628 4423.135 1558.875
Total 14335.82 515.5913 1473.285 34938.9 13851.08
BASE PRESSURE CALCULATION
Total Vertical Load 14335.82 kN
Resultant Moment 37584.29 kNm
Mom. Due tilt & shift for V of Well only 3589.6 kNm
Mom. Due tilt & shift for V at pier Base 568.9302 kNm
Total Moment 41742.82 kNm
Moment Due to Passive relief 77243.5 kNm
Net Moment 0
Max Base Pressure 482.5946 kN/m2
Min Base Pressure 482.5946 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 4.281709 m
Total Horizontal Load in Long Direction 1473.285 kN
Total Horizontal Load inTrans Direction 515.5913 kN
Resultant Horizontal Force 1560.899 kN
Force Due to Passive Relif 1560.898 kN
Height at which this act 1.427236 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 9.680 m
Longitudinal Moment 20677 kN-m
Transverse Moment 8860.0 kN-m
Resultant moment 22495.4 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 9400.1 0.260246 2446.348
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 2758.0 0.064 177.8878
0.15 Boyancy on Pier up to this level -375.3 0.055 -20.6852
Total 12843.2 2613.49
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Reduction of moment due to passive releif 6683.3 kN-m
Net Moment for steining design 18425.5 kN-m
Stress max 1623.785 Stress min -598.553
3.8.2 MAXIMUM LONGITUDINAL MOMENT AT PIER BASE -131.216 157.58 885.483 27293.2 9523.895
3.5.2.1 BOUYANT FORCE ON PIER AT LWL -101.473 0 0 0 0
3.7.1 WATER CURRENT FORCE ON PIER (LWL) 0 59.0412 0 0 1195.956
3.4.7 SELF WEIGHT OF WELL 10168 0 0 0 0
3.5.2.1 BOUYANT FORCE ON WELL AT LWL -5247.5 0 0 0 0
3.7.2 WATER CURRENT FORCE ON WELL (LWL) 0 91.76689 0 0 1558.875
3.9.2 Long Seismic Force on Well Components 0 0 488.0628 4423.135 0
Total V for Pier and above 5392.339 216.9162 885.483 32000.14 12115.13
Total V for well only 4920.477 308.6831 488.0628 4423.135 1558.875
Total 10312.82 525.5993 1373.546 36423.27 13674.01
BASE PRESSURE CALCULATION
Total Vertical Load 10312.82 kN
Resultant Moment 38905.44 kNm
Mom. Due tilt & shift for V of Well only 2055.829 kNm
Mom. Due tilt & shift for V at pier Base 568.9302 kNm
Total Moment 41530.2 kNm
Moment Due to Passive relief 77243.5 kNm
Net Moment 0
Max Base Pressure 347.166 kN/m2
Min Base Pressure 347.166 kN/m2
STEINING STRESS CALCULATION
Depth below Max Scour for stress chk 4.15612 m
Total Horizontal Load in Long Direction 1373.546 kN
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Total Horizontal Load inTrans Direction 525.5993 kN
Resultant Horizontal Force 1470.674 kN
Force Due to Passive Relif 1470.674 kN
Height at which this act 1.385373 m
Net Shear (Shall be 0, Goal seek) 0.000 kN
Height above Founding level 9.806 m
Longitudinal Moment 22954 kN-m
Transverse Moment 8520.0 kN-m
Resultant moment 24484.6 kN-m
Calculation of moment due to verticle load at this level due to tilt & Shif
Description V (kN) eccn M( kN-m)
Vertical load Pier (0.15 boyancy) 5377.1 0.258677 1390.934
Vertical Load Well Cap 1060.3 0.009375 9.940196
Vertical load Steining upto thos level 2710.7 0.064 172.7079
0.15 Boyancy on Pier up to this level -369.9 0.054 -20.1003
Total 8778.2 1553.482
Reduction of moment due to passive releif 6112.3 kN-m
Net Moment for steining design 19925.8 kN-m
Stress max 1552.015 Stress min -851.278
Although Steining is ok for PCC design with 0.12% vertical reinforcement as per clause 708.3.3 of IRC:78, we still provide minimum
reinforcement for RCC well which is 0.2% vertical reinforcement as per clause 708.3. Refer Steining Renforcement Calculation
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
8 WELL REINFORCEMENT
8.1 Well Curb Reinforcement
Height of Curb = 1.8 m
Volume of Curb = 19.44891 Cum
Minimum Reinforcement in curb = 1400.322 kg 72 kg per cum
Bar Mark 21
Dia Of Bar = 16 mm 0.875
Area of Bar = 201.0619 mm 2
Although Steining is ok for PCC design with 0.12% vertical reinforcement as per clause 708.3.3 of IRC:78, we still provide minimum
reinforcement for RCC well which is 0.2% vertical reinforcement as per clause 708.3. Refer Steining Renforcement Calculation
Vertical Steel Outer Face = 21100.51 mm2 Out of total 0.2%, 0.14% to be provided on outer face
Dia Of Bar = 20 mm
Area of Bar = 314.1593 mm2
No of Bar = 100
Area Provided = 31415.93 mm2
Vertical Steel Inner Face = 9043.074 mm2 Out of total 0.2%, 0.06% to be provided on outer face
Dia Of Bar = 20 mm
Area of Bar = 314.1593 mm2
No of Bar = 73
Area Provided = 22933.63 mm2
For design of well cap normal case will govern the design as in seismic case allowable stresses will increase by 50%
Loads are calculated at well cap top and Moments are calculated at well cap bottom
Well cap has been designed as a plate supported at the boundary by steining and subjected to vertical loads & moments through the substructure .The load is
considered after 45o dispersion through the depth of the slab, upon the effective depth. the load is considered as UDL and bending moments calculated accordingly.
50% of the sagging moment at the centre of well cap is considered at support to account for partial fixidity of the well cap with the steining. Effect of moment is
considered by considering an equivalent triangular distribution of load for shear force. For the moment , effect has been taken as per " Formula for stress & strain " by
R.F. Roark & Young.
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
0.950 m
###
###
###
2.00 m
1.50 m
.
where M is the moment at the base of the well cap. Bending moment M acting on well cap
through substructure is equivalent to that of triangular load distribution as shownin the
figure.
Maximum loading intensity due to triangular distribution , po = M*R/(pi*R4/4) = 4*M/(pi*R3)
Shear force /m run at a distance "a" from centre = Sm
Sm =p*a/4 = po*a2/4R
where p = po*a/R & R = D/2
Since the dispersed area covers the full dredge hole, the well has been assumed as a
plate supportd on the c/c of steining and the full area to be loaded.
Hence, the loaded area = 18.32m2
Allowable
shear 0.229 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.229 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.229 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.229 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
Allowable
shear 0.344 N/mm2 i.e. So O.K.
stress, tc = Therefore shear reinforcement is not required.
Provide reinforcement:
f20 @ 100 c/c at bottom
Ast provided = 31.42 cm2/m So O.K.
Width 3800.000 mm
Avj Thk (mm) 1400.000 mm
9.2.1 Concrete
9.2.2 Steel
Minimum Yeild Stress/0.2% proof stress fyk = 500 Mpa IRC:112 Table 18.1
Modulus of Elasticity of Steel Es 200000 Mpa IRC:112 Cl 6.2.2
= 200 Gpa
Partial factor of safety for basic and seismic γs = 1.150 IRC-112 Fig 6.3 (Note)
Clear Cover = 40.0 mm
10.1.1 Concrete
10.1.2 Steel
Minimum Yeild Stress/0.2% proof stress fyk = 500.00 Mpa IRC:112 Table 18.1
Modulus of Elasticity of Steel Es 200000.00 Mpa IRC:112 Cl 6.2.2
= 200.0 Gpa
Partial factor of safety for basic and seismic γs = 1.15 IRC-112 Fig 6.3 (Note)
fyd = 434.78 Mpa
es, lim = 0.0021739
10.2 Dimensions
diameter 2000 mm
Radius 1000 mm
Area of Column 3141592.7 mm^2
Clear Cover 40 mm
dia of hoop 12 mm
No of Layer 2
spacer dia 32 mm
No of Bars in each layer 60
Dia of Bar 25 mm
d' 93 mm
Perimeter at d' 5698.8491 mm
spacing at d' 94.980818 mm
anglular spacing 0.1047198 Radians
radius of bar parameter 907 mm
no of layers of reinforcement 31
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Forces at Section
Vertical Force = 15278.47 kN
Hor force in trans direction = 174.957 kN
Hor Force in Long Dir = 909 kN
Moment in long direction = 10030.59 kNm
Moment in transverse direction = 2760.748 kNm
Forces at Section
Vertical Force = 8560.444 kN
Hor force in trans direction = -159.623 kN
Hor Force in Long Dir = 547.254 kN
Moment in long direction = 6609.219 kNm
Moment in transverse direction = -1121.04 kNm
Forces at Section
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Vertical Force = 13188.47 kN
Hor force in trans direction = 405.432 kN
Hor Force in Long Dir = 1449.419 kN
Moment in long direction = 18079.13 kNm
Moment in transverse direction = 6570.505 kNm
Forces at Section
Vertical Force = 12985.9 kN
Hor force in trans direction = 1367.088 kN
Hor Force in Long Dir = -249.763 kN
Moment in long direction = -3134.46 kNm
Moment in transverse direction = 15560.61 kNm
Forces at Section
Vertical Force = 14883.29 kN
Hor force in trans direction = 129.161 kN
Hor Force in Long Dir = 909 kN
Moment in long direction = 6640.024 kNm
Moment in transverse direction = 2188.288 kNm
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Resultant Moment = 6991.3177 kNm
Forces at Section
Vertical Force = 8268.836 kN
Hor force in trans direction = -204.828 kN
Hor Force in Long Dir = 546.84 kN
Moment in long direction = 4607.386 kNm
Moment in transverse direction = -366.114 kNm
Forces at Section
Vertical Force = 12774.37 kN
Hor force in trans direction = 362.007 kN
Hor Force in Long Dir = 1439.146 kN
Moment in long direction = 12698.35 kNm
Moment in transverse direction = 5043.682 kNm
Forces at Section
Vertical Force = 12587.4 kN
Hor force in trans direction = 1311.266 kN
Hor Force in Long Dir = -249.141 kN
Moment in long direction = -2182.9 kNm
Moment in transverse direction = 10708.57 kNm
Forces at Section
Vertical Force = 14565.45 kN
Hor force in trans direction = 79.999 kN
Hor Force in Long Dir = 909 kN
Moment in long direction = 3913.024 kNm
Moment in transverse direction = 1871.801 kNm
Forces at Section
Vertical Force = 8035.119 kN
Hor force in trans direction = -251.777 kN
Hor Force in Long Dir = 543.86 kN
Moment in long direction = 3047.853 kNm
Moment in transverse direction = 340.695 kNm
Forces at Section
Vertical Force = 12459.69 kN
Hor force in trans direction = 326.066 kN
Hor Force in Long Dir = 1410.616 kN
Moment in long direction = 8408.464 kNm
Moment in transverse direction = 3868.731 kNm
Forces at Section
Vertical Force = 12912.83 kN
Hor force in trans direction = 1205.007 kN
Hor Force in Long Dir = -268.873 kN
Moment in long direction = -1497.17 kNm
Moment in transverse direction = 7202.974 kNm
Forces at Section
Vertical Force = 14247.61 kN
Hor force in trans direction = 19.845 kN
Hor Force in Long Dir = 909 kN
Moment in long direction = 1186.024 kNm
Moment in transverse direction = 1719.288 kNm
Forces at Section
Vertical Force = 7802.048 kN
Hor force in trans direction = -307.131 kN
Hor Force in Long Dir = 536.997 kN
Moment in long direction = 1490.981 kNm
Moment in transverse direction = 1353.837 kNm
Forces at Section
Vertical Force = 9621.337 kN
Hor force in trans direction = 264.558 kN
Hor Force in Long Dir = 1392.286 kN
Moment in long direction = 4176.49 kNm
DESIGN AND CONSTRUCTION OF 5x45.00 SPAN (DOUBLE LANE)
PRESTRESSED CONCRETE MOTORABLE BRIDGE ALONG WITH
Project Consultant: INFRASTRUCTURE TECHNOLOGIES
FOOTPATH ON ONE SIDE OVER MANAWAR TAWI ON BULDOH TO DAKKAR
ROAD
Client OFFICE OF CHIEF ENGINEER, PWD, JAMMU Calc. by SK Design Note No. DN/P-129/004
Contractor TRB INFRATECH PVT. LTD. Chk. by ASD Rev. No R0
Title DESIGN OF PIER AND PIER WELL FOUNDATION App. by PK Date 12-Jun-19
Moment in transverse direction = 2421.721 kNm
Forces at Section
Vertical Force = 12612.48 kN
Hor force in trans direction = 709.422 kN
Hor Force in Long Dir = -262.189 kN
Moment in long direction = -723.048 kNm
Moment in transverse direction = 5048.16 kNm