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PUBLIC WORKS DEPARTMENT, UDAIPUR
DESIGNOF
SUBMERSIBLE BRIDGEON PADLA JAWAR MINES ROAD
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
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DESIGN SUBMERSIBLE BRIDGEACROSS SUKANAKA NALAH
ON UDAIPUR- JHAMAR KOTADA ROADNEAR MATOON VILLAGE
INDEX
S.No
Particulars Page
1. Preamble
2. Hydraulic Design
3. Stability Check for Pier in Different Load Cases
4. Computation of Reinforcement in Pier
5. Design of Pier Footing
6. Design of Pier Footing Cap
7. Stability Check for Abutment in Different Load Cases
8. Design of Abutment Footing
9. Cross Sections & L Section of the River
10. Geotechnical Investigation Report
11. General Arrangement Drawing
12. Details of Pier Complete Drawing
13. Pier Reinforcement Details
14. Details of Bottom Anchorage of Pier
15. Details of Reinforcement in Pier cap
16. Deck Slab Anchorage Detail
17. Details of Abutment Complete Drawing
18. Details of Approach Slab
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1 Design Notes SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD_6A9E4FC1
DESIGN OF SUBMERSIBLE BRIDGEON PADLA JAWAR MINES ROAD
PREAMBLE
Type of Bridge
The bridge shall be a Submersible bridge. The HFL is 99.480 m
and the proposed deck level is 99.975 m.
Decking Arrangement
The Deck Slab shall be 8400 mm wide i.e. 7500 mm carriage way and
450 mm wide Kerb (with recesses) on each side. There shall be 25 mm
wide expansion joint between the adjacent deck slabs along the length of
the bridge. The location of proposed road is right angle to the direction of
flow.
There shall be 5 Nos. of spans. The centre to centre distance for the
spans shall be 6600 mm.
Standard RCC Solid Slab Superstructure with right effective span 6 M
without footpath shall be provided in accordance to the Ministry of Surface
Transport (Roads Wing), New Delhi drawings.
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1 Design Notes SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD_6A9E4FC2
It is proposed to construct Deck Slab 8400 mm wide i.e. 7500 mm
carriage way and 450 mm wide Kerb (with recesses) on each side. There
shall be 25 mm wide expansion joint between the adjacent deck slabs along
the length of the bridge.
As per requirement of use in the proposed bridge the deviation with
respect to these drawings shall be as follows:-
1. Pier Cap Width 1000 mm [In the reference drawing the
pier cap width is 800 mm]. The width of piers shall be 1000 mm. Due
to this change the Centre to Centre distance shall be 6600 mm (centre
to centre over piers). For all spans the clear span shall be 5600 mm
and the centre to centre distance shall be 6600 mm. The length of
reinforcement shall be modified as per these geometrical
requirements however spacing of the reinforcement shall not be
altered.
2. Kerb & Railing: - The total width of Kerb & railing shall be
450 mm. The Kerb will have recesses to allow water to pass from top
of the deck from u/s to d/s.
3. Reinforcement Detailing: - The reinforcement detailing is
suitably modified as required for the modifications referred above in
points 1 to 2.
The proposed decking arrangement is shown in Drawing D01 titled
as Decking arrangement.
Design Loads
The following loads have been considered in the design of deck slab
and for the stability of the sub structure:-
[A] Maximum of the following cases
I. One lane of IRC class 70R on carriage way
II. One lanes of IRC Class A on carriage way
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1 Design Notes SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD_6A9E4FC3
III. Two lanes of IRC Class A on carriage way
IV. Three lanes of IRC Class A on carriage way
V. One lane of IRC class 70R and one lane of IRC Class A on carriage
way
VI. One lane of IRC class AA TRACKED VEHICLE on carriage way
In order to account for two adjacent slabs the resultant reactions and
moments have been multiplied by 2 for stability check of the sub structure.
[B] Other Loads
a) Footpath load of 5KN/Sqm.
b) Wearing coat land of 2 KN/Sqm.
Safe Bearing Capacity
No detailed sub soil investigation is carried out. From visual inspection
it is observed that the foundation rock is safe against the eroding effects of
the water flow and other climatic conditions.
As per presumptive Safe Bearing capacity Guidelines the Safe Bearing
Capacity adopted for design is 450 kN/ Sq M.
Depth of Foundation/Founding Level
For the footings near bore hole 1 to 3 the hard rock is available
in 2 m to 4 m depth from the river bed level and as per codal provisions the
foundation is to be embedded in 1.2 m depth however it is proposed to
embed the foundation 1.5 m in the rock.
Scour Depth
The computation of scour depth provided in the design is a part of
formal design steps and when hard rock is encountered there is no need to
embed the foundation in accordance to the scour depth.
Annular Space Filling Around Foundation Footing
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1 Design Notes SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD_6A9E4FC4
As per the suggestion given for protection of footing (Ref. Hand book
for Bridge Engineer copy enclosed as (Annexure TEJ04) the annular space
around footing shall be filled with PCC 1:2:4 upto the rock level.
The provision is in accordance to there suggestions.
Reinforcement Detail & other Detail of Deck slab
Ministry of surface transport details drawings are enclosed
which contains miscellaneous details of deck slab including
reinforcement drawing.
The right effective span of the proposed bridge is 6 m.
The length along the centre line of road between pier centers is 6.60 m.
The deck slab pertaining to 6 m. right effective span shall
be provided as given in MOST drawings No. SD/101, SD/102, SD/103,
SD/104 AND SD/110.
In the drawing the clear right span is 5600 mm. The
proposed bridge shall have clear right span as 5600 mm conforming to
the standard drawing adopted.
Bearing detail
Tar paper bearing shall be providing on top of pier cap &
abutment cap.
Approach slab
The detail of approach slab is enclosed as drawing TEJ-03.
Pier Cap Detail
Pier cap drawing is enclosed as annexure TEJ-05.
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Hydraulic CalculationComputation of Discharge 1 Flood calculation by Area Velocity Method (As per Article- 5 of IRC SP-13)
Q = A x V WhereA = 156.45 m2 A = Cross sectional area in m2
P = 76.30 m P = Perimeter calculated in mS = 1 IN 231 S = Slope as per drain LS taken at
Proposal siten = 0.033 n = Rugosity coefficient
(As per IRC SP-13)V = I/nx (A/P) 2/3 x(S) 1/2 V = Velocity in m/sec.
= 3.22 m/sec.Q = 503.77 Cumecs
Linear Water Way CalculationRegime Surface width of the stream is given by :- L = 4.8 (Q)1/2
DESIGN OF SUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD
Regime Surface width of the stream is given by :- L = 4.8 (Q)1/2= 107.74 m
Looking to the Financial Resourse Availability constraints adopt 5 Spans of 5.60 M each.This will cause contraction and afflux. Calculation is done for the same to fix deck level.Effective linear water way proposed = 5 x 5.6 = 28 M
Total 28 MScour Depth Calculation(As per clause no. 703.2.2.1 of IRC : 78.1983)
dsm = 1.34x (Db2 /Ksf) 1/3 WhereDb = The discharge in Cumecs per meter widthKsf = the silt factor
= 1.5Effective linear waterway = Width of waterway - Obstructed width of piper
= 52.80 - ( 4 x 1.2 )= 48.00 m
Db = 503.77 / 48.00= 10.5 Cumecs per metre width
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dsm = 5.62 m
Afflux CalculationAs per IS: 7784 (Part -I) 1975Molesworth Formula for Afflux
Afflux h = ((V2/17.85) +0.0152)x(A2/a2-1)Where,
h = afflux in m,v = Velocity in the unobstructed stream in m/s,A = the unobstructed sectional area of the river in m2
a = the obstructed sectional area of the river at the cross drainage work in m2.As per Annexure- 1
Unobstructed Area of Flow after Bridge Construction = 52.800 x 2.60 = 137.3 m2
A = 137.28 m2
As per Clause No. 703-2-3-1 of IRC 78-1983 considering Scour at the pier two times of calculated scour depth below the highest flood level butrock is available on the site, so foundation level is considered as 1.5 in rock.
A = 137.28 m2
V = 3.22 m/sec.
HFL : 99.480 mTop Level of Deck slab : 99.975 m
Thickness of Slab and Wearing Coat 0.675 mLength Of Slab 52.800 m
Height of Obstruction 0.180 mArea obstructed by deck slab 52.800 x 0.18
= 9.50 m2
HFL : 99.480 mSoffit of Deck slab : 99.300 m
Average river bed level = 96.880 mNos. of pier = 4
Height of Obstruction 99.480 - 96.880 = 2.600 mArea obstructed by one pier : = 1.2 x 2.60
= 3.12 m2
Computation of Area obstructed by Piers
Computation of Area obstructed by Deck Slab
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For 4 Nos. of piers = 4 x 3.12A1 = 12.48 m2
Average ground level = 97.500 mHeight of Obstruction 99.480 = 97.500 = 1.980 mArea obstructed by one Abutment : A2 = (0.40+0.75)/2 x 1.98
= 1.14 m2
For two Abutments = 2 x 1.14= 2.28 m2
Total area of obstruction due to slab,piers and abutments A = A0 +A1 + A2
= 9.50 + 12.48 + 2.28= 24.26 m2
Actual Area of flow a = 137.280 - 24.26= 113.02 m2
Afflux h = 0.29 m
Computation of Area obstructed by Abutments
Afflux h = 0.29 mAfflux flood level = 99.480 + 0.29 = 99.770 m Obstructed Velocity V = Q/a - Obstructed Velocity = 503.77 / 113.02
= 4.46 m/secHowever we consider design velocity 5.00 m/sec.Afflux flood level = 99.770 mTop Level of Deck slab : = 99.975 m
This is just above the Afflux flood level.Hence OK.
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TEJHANS INVESTMENTS
HIGHEST FLOOD LEVEL 99.480 MCHAINAGE G.L. DEPTH OF
FLOW INM
LENGTHOF FLOW
AVERAGEDEPTH OF
FLOW
CROSSSECTIONAL
AREA OF FLOW
WETTEDPERIMETER
0.00 101.140 0.00 0.00 0.00 0.00 0.003.00 100.820 0.00 3.00 0.00 0.00 0.006.00 100.680 0.00 3.00 0.00 0.00 0.009.00 100.700 0.00 3.00 0.00 0.00 0.00
12.00 100.360 0.00 3.00 0.00 0.00 0.0015.00 99.920 0.00 3.00 0.00 0.00 0.0018.00 99.850 0.00 3.00 0.00 0.00 0.0021.00 99.630 0.00 3.00 0.00 0.00 0.0024.00 99.340 0.14 3.00 0.07 0.21 3.0027.00 98.920 0.56 3.00 0.35 1.05 3.03
CIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.-
9414868322
DETERMINATION OF VELOCITY AT PROPOSEDSUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD
HYDRAULICS Page 7 Date 2/15/2014
27.00 98.920 0.56 3.00 0.35 1.05 3.0330.00 98.730 0.75 3.00 0.66 1.97 3.0133.00 98.630 0.85 3.00 0.80 2.40 3.0036.00 98.310 1.17 3.00 1.01 3.03 3.0239.00 96.560 2.92 3.00 2.05 6.14 3.4742.00 96.210 3.27 3.00 3.10 9.29 3.0245.00 96.170 3.31 3.00 3.29 9.87 3.0048.00 96.140 3.34 3.00 3.33 9.98 3.0051.00 95.970 3.51 3.00 3.43 10.28 3.0054.00 96.190 3.29 3.00 3.40 10.20 3.0157.00 96.110 3.37 3.00 3.33 9.99 3.0060.00 96.140 3.34 3.00 3.36 10.07 3.0063.00 96.100 3.38 3.00 3.36 10.08 3.0066.00 96.040 3.44 3.00 3.41 10.23 3.0069.00 96.090 3.39 3.00 3.42 10.25 3.0072.00 96.030 3.45 3.00 3.42 10.26 3.0075.00 96.780 2.70 3.00 3.08 9.23 3.0978.00 97.130 2.35 3.00 2.53 7.58 3.0281.00 97.110 2.37 3.00 2.36 7.08 3.0084.00 99.120 0.36 3.00 1.37 4.10 3.6187.00 99.110 0.37 3.00 0.37 1.10 3.0090.00 99.110 0.37 3.00 0.37 1.11 3.0093.00 99.330 0.15 3.00 0.26 0.78 3.0196.00 99.480 0.00 3.00 0.08 0.23 3.0099.00 99.770 0.00 3.00 0.00 0.00 0.00
102.00 100.160 0.00 3.00 0.00 0.00 0.00105.00 101.890 0.00 3.00 0.00 0.00 0.00
TOTAL 105.00 156.45 76.30
HYDRAULICS Page 7 Date 2/15/2014
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CHAINAGE G.L. DEPTH OFFLOW IN
M
LENGTHOF FLOW
AVERAGEDEPTH OF
FLOW
CROSSSECTIONAL
AREA OF FLOW
WETTEDPERIMETER
A 156.45 SQMP 76.30 MR 2.05 MN 0.033S 1 IN 231V 3.22 M/SECQ 503.44 CUMECS
Discharge calculated by empirical formula is 460.97 CUMECS503.44 CUMECS
Hence Design Discharge = 503.44 CUMECSwhich is Less than
The design engineer visually observed the river to ascertain theRoughness Coefficient n for the Manning's formula. Upon visualinspection of the river in the vicinity of the proposed bridge site itwas found that the River bed surface is good with clean straightbanks, no rifts or deep pools however containing some weeds andstones. Roughness Coefficient pertaining to these characteristics is0.033
HYDRAULICS Page 8 Date 2/15/2014HYDRAULICS Page 8 Date 2/15/2014
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COMPUTATION OF DISCHARGE BY IMPERICAL FORMULAE Catchment Area M = 14 Sq Km
INGLIS FORMULA For small areasFor small areasQ=123.2M1/2 Q = 460.97 Cumecs
For all types of catchmentsQ=123.2M/((M+10.36)1/2) Q = 349.46 Cumecs
Maximum of All 460.97 Cumecs
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Check Against UpliftThe uplift force shall be maximum when the flow level is Just at near deck level. THIS WILL BE IN CASE OF AFFLUX FLOOD LEVEL 99.77 MTotal Height = 0.29 MMaximum Uplift Pressure = 0.29 x 10 = 2.9 kN/SqmArea of Slab under effect of buoyancy = 6.80 x 8.4 = 57.12 SqmUplift Force on Slab = 57.12 x 2.9 = 165.65 kN
Self Weight of Slab = 6.80 x 8.40 x 0.60 x 24.00 = 822.53 kNSelf Weight of Wearing Coat = 6.80 x 7.50 x 0.075 x 24.00 = 91.80 kN
Kerb = 2X6.8 x 1.50 x 0.50 x 24.00 = 244.80 kNTOTAL 1159.13 kN
Net Uplift Pressure = 165.65 - 1159.13 = -993.48 kN< 0 Hence Ok.
Check Against SlidingRefer Stability Check of PierWATER CURRENT IN TRANSVERSE DIRECTION ( ACROSS THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec Maximum velocity being 1.414 x mean velocity (1.414= Root of 2)Obstructed Velocity = V Cos 20 0 = 5.00 x Cos 20 0
= 4.702v2 = 44.16The soffit of the deck is at = 99.30 M The afflux Flood Level is 99.77 MDRAG FORCE ON DECK SLAB DUE TO AFFLUX
Area Obstructed = 6.80 x 0.290 = 1.97 Sqm
Drag Force on Slab = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 44.16 x 1.97 / 100 = 67.92 kN
Dia of Anchor Bars 32 mmPermissible Shear Stress 190 N/mm2
Shear Force Resisted by one Anchor Bar = ( 0.785 x 32 2 /4 )x 190 / 1000 = 38.19 kNNumber Of Bars Provided Per slab 10 Nos.Total Shear Resisted = 10 x 38.19 = 381.9 kNFACTOR OF SAFETY = 381.9 / 67.92022 = 5.63
> 2.00 Hence OK
ANCHORAGE OF DECK SLAB TO SUBSTRUCTURE
In the case of a submersible bridge, the deck slab is near the plane of maximum velocity. To counteract the sliding action due tovelocity of flow, loss of weight of slab due to buoyancy, the tilting forces due to eddies and currents and the disturbing forces due todebris or trees floating down the stream , it is necessary to anchor the deck slab to the substructure.
One possible solution to this anchorage is as shown in detailed drawing. The aim in this anchorage is to secure the deck slab to piersor abutments against uplift or lateral thrust and at the same time allow lateral movement due to expansion and contraction due totemperature effects the arrangement will be evident from the sketch given in the detailed drawing.
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Chainage inM (u/s ord/s)
RL in M
(75.00) 96.345(60.00) 96.305(50.00) 96.240(40.00) 96.215(30.00) 96.185(20.00) 96.125(10.00) 96.075
- 96.03010.00 95.99020.00 95.97030.00 95.87040.00 95.85550.00 95.80560.00 95.77070.00 95.69575.00 95.695 Ch RL75.00 95.695 -75.00 96.345
(75.00) 96.345 75.00 95.695
DISTANCE 150 MFALL 0.65 MSLOPE 1 IN 231
Reference Poits
DETERMINATION OF BED SLOPE OF THE RIVERDESIGN OF SUBMERSIBLE BRIDGE ON
PADLA JAWAR MINES ROAD
96.20096.30096.400
L SECTION OF RIVER BED
3 Stability Analysis SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 8 Date 2/15/2014
95.60095.70095.80095.90096.00096.10096.200
(100.00) (80.00) (60.00) (40.00) (20.00) - 20.00 40.00 60.00 80.00 100.00
Series1
3 Stability Analysis SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 8 Date 2/15/2014
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CASE- 1 FOR SERVICE CONDITION AT R. L.92.97 M 167.80 14.27 175.48 21.95CASE- 2 FOR IDLE CONDITION AT R. L.92.97 M 127.06 13.28 134.74 20.96CASE- 3 FOR WIND FORCE AT SERVICE CONDITION AT R. L.92.97 M 168.42 13.65 176.10 21.32CASE- 4 FOR WIND FORCE AT IDLE CONDITION AT R. L.92.97 M 127.68 12.66 98.69 41.66 135.36 20.34CASE- 5 FOR ONE SPAN DISLODGED CONDITION AT R. L.92.97 M 110.47 -4.55 81.48 24.44 60.64 17.62
Maximum 176.10 -4.55 Minimum
CASE- 6 FOR SERVICE CONDITION AT R. L.93.97 M 358.09 -37.88 361.34 -34.63CASE- 7 FOR IDLE CONDITION AT R. L.93.97 M 262.43 -23.05 265.68 -19.80CASE- 8 FOR WIND FORCE AT SERVICE CONDITION AT R. L.93.97 M 359.09 -38.89 362.34 -35.63CASE- 9 FOR WIND FORCE AT IDLE CONDITION AT R. L.93.97 M 303.85 16.36 307.10 19.61
Maximum 362.34 -38.89 Minimum
ABSTRACT OF BASE PRESSURE AND STRESSES
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DESIGN DATA
1 RIGHT EFFECTIVE SPAN = 5.60 M2 SPAN C/C OF PIERS = 6.80 M3 OVERALL WIDTH OF PIER CAP = 8.40 M4 H.F.L. = 99.48 M5 BUOYANCY6 AT FOOTING LEVEL = 100.00 %7 AT PIER LEVEL = 100.00 %8 AQUEDUCT FALLS UNDER ZONE-II
SO SEISMIC CASE IS NOTGOVERNING HERE.
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
DESIGN OF PIER AND CHECK FOR STABILITY- SUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD
STABILITY CHECK FOR PIER Page 9 Date 2/15/2014
8 AQUEDUCT FALLS UNDER ZONE-IISO SEISMIC CASE IS NOTGOVERNING HERE.
9 FLOOD DISCHARGE = 503.44 CUMECS10 RIVER BED SLOPE = 1 IN 23111 DESIGN VELOCITY = 5.00 m/sec12 BED LEVEL OF THE HEIGHEST PIER = 96.03 M
13 SAFE BEARING CAPACITY = 45.00 t/m2 450.00 kN/m214 TOP LEVEL OF FOUNDING ROCK = 94.47 M15 EMBEDMENT OF PIER IN HARD
ROCK= 1.50 M
16 FOUNDATION LEVEL OF THEHIGHEST PIER
= 92.97 M
17 DECK LEVEL OF THE BRIDGE = 99.975 M18 TOP LEVEL OF THE PIER CAP = 99.300 M19 LEVEL DIFFERENCE OF PIER CAP
TOP AND FOUNDING LEVEL= 6.33 M
CHECKING STABILITY OF PIER AT R.L.92.97 M FOOTING LEVELA DEAD LOAD CALCULATION
SUPER STRUCTURESelf Weight of Slab = 6.80 x 8.40 x 0.60 x 24.00 = 822.53 kN
Self Weight of Wearing Coat = 6.80 x 7.50 x 0.075 x 24.00 = 91.80 kNKerb = 2X6.8 x 0.45 x 0.32 x 24.00 = 46.27 kN
TOTAL 960.60 kNSUB STRUCTURE
Pier Cap
STABILITY CHECK FOR PIER Page 9 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Pier Cap = 1.00 x 8.40 x 0.30 x 24.00 = 60.480 kNTOTAL 60.480 kN
PierPier Rectangular portion = 1.00 x 7.90 x 3.48 x 24.00 = 659.808 kN
Pier Curved portion = 3.14 / 4 x 1.00 x 1.00 x 3.48 x 24.00 = 65.563 kNFlared Portion bottom = 0.50 x 0.60 x 0.30 x 24.00 = 2.160 kN
= 3.14 / 4 x 1.20 x 1.20 x 0.60 x 24.00 = 16.278 kNTOTAL 749.235 kN
Weight of Pier Above H.F.L. = 0.000 kNWeight of Pier Below H.F.L. = 749.23 - 0.00 = 749.235 kN
Weight of Sub Structure with 15% Buoyancy = 0.00 + ( 749.23 x 22.50 / 24.00 ) = 702.408 kNFooting SIZE 9.30 M x 3.00 M x 0.60 M
Weight without Buoyancy = 9.30 x 3.00 x 0.60 x 24.00 = 401.760 kNWeight with 100% Buoyancy = 9.30 x 3.00 x 0.60 x 14.00 = 234.360 kN
Total Weight of Substructure Without Buoyancy
STABILITY CHECK FOR PIER Page 10 Date 2/15/2014
Weight with 100% Buoyancy = 9.30 x 3.00 x 0.60 x 14.00 = 234.360 kNTotal Weight of Substructure Without Buoyancy
= 60.48 + 749.23 + 401.76 = 1211.475 kNTotal Weight of Substructure With Buoyancy
= 60.48 + 702.41 + 234.36 = 997.248 kN
B LIVE LOAD CALCULATIONMaximum Reaction due Live Loadincluding Impact = 582.00 x 1.00 = 582.00 kNRefer Live load Computation sheetshowing maximum reaction
= 58.20 T which is = 582.00 kN
TOTAL LONGITUDINAL MOMENT DUE TO LIVE LOAD & BREAKING FORCEMaximum Longitudinal moment due toLive Load including Impact andBreaking Force = 106.00 x 1.00 = 106.00 kN-mRefer Live load Computation sheetshowing maximum reaction = 10.60 T- m
which is = 106.00 kN-m
TOTAL TRANSVERSE MOMENT DUE TO LIVE LOAD & BREAKING FORCEMaximum Transverse moment due toLive Load including Impact andBreaking Force = 531.00 x 1.00 = 531.00 kN-m
STABILITY CHECK FOR PIER Page 10 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Refer Live load Computation sheetshowing maximum reaction = 53.10 T- m
which is = 531.00 kN-m
C LOADS DUE TO WATER CURRENTWATER CURRENT IN LONGITUDINAL DIRECTION ( ALONG THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec
Obstructed Velocity = V Sin 20 0 = 5.00 x Sin 20 0= 1.71
2v2 = 5.84Total SUBMERGED Height = 5.01 M 5.84 4.71 4.56 0.00
FORCE ON DECK SLAB BETWEEN Deck Level 99.975 M to Soffit Level 99.300 M2v2 = ( 5.84 + 4.71 ) /2 = 5.27
Since the bridge is at Zero Degrees skew from the direction of current as per IRC- II ( 6-1966) clause 213.5 it should be designed for (20+0) =20 Degrees or (20-0) = 20 Degrees whichevergives higher quantum of water current forces.
STABILITY CHECK FOR PIER Page 11 Date 2/15/2014
2v2 = ( 5.84 + 4.71 ) /2 = 5.27Area Obstructed = 8.40 x 0.47 = 3.95 Sqm
Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 5.27 x 3.95 / 100 = 16.24 kN at R.L. 99.535 M
Moment @ R. L. 94.57 M = 16.24 x 4.97 = 80.65 kN-mMoment @ R. L. 93.97 M = 16.24 x 5.57 = 90.39 kN-mMoment @ R. L. 92.97 M = 16.24 x 6.57 = 106.63 kN-m
FORCE ON PIER CAP BETWEEN RL 99.300 M TO 99.000 M2v2 = ( 4.71 + 4.56 ) /2 = 4.63
Area Obstructed = 8.40 x 0.30 = 2.52 Sqm
Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 4.63 x 2.52 / 100 = 9.11 kN at R.L. 99.150 M
Moment @ R. L. 94.57 M = 9.11 x 4.58 = 41.71 kN-mMoment @ R. L. 93.97 M = 9.11 x 5.18 = 47.17 kN-mMoment @ R. L. 92.97 M = 9.11 x 6.18 = 56.28 kN-m
FORCE ON PIER BETWEEN RL 99 M TO 94.470 M2v2 = ( 4.56 + 0.00 ) /2 = 2.28
Area Obstructed = 7.33 x 8.90 = 65.28 Sqm
Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 2.28 x 65.28 / 100 = 116.10 kN at R.L. 96.735 M
Moment @ R. L. 94.57 M = 116.10 x 2.17 = 251.36 kN-mMoment @ R. L. 93.97 M = 116.10 x 2.77 = 321.03 kN-mMoment @ R. L. 92.97 M = 116.10 x 3.77 = 437.13 kN-m
STABILITY CHECK FOR PIER Page 11 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
TOTAL LONGITUDINAL MOMENT DUE TO WATER CURRENTMoment @ R. L. 94.57 M = 80.65 + 41.71
+ 251.36 = 373.72 kN-mMoment @ R. L. 93.97 M = 90.39 + 47.17
+ 321.03 = 458.59 kN-mMoment @ R. L. 92.97 M = 106.63 + 56.28
+ 437.13 = 600.04 kN-mWATER CURRENT IN TRANSVERSE DIRECTION ( ACROSS THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec Maximum velocity being 1.414 x mean velocity (1.414= Root of 2)Obstructed Velocity = V Cos 20 0 = 5.00 x Cos 20 0
= 4.702v2 = 44.16
Total Height = 5.01 M 44.16 35.56 34.46 0.00FORCE ON DECK SLAB BETWEEN Deck Level 99.975 M to Soffit Level 99.300 M
2v2 = ( 44.16 + 35.56 ) /2 = 39.86Area Obstructed = 6.80 x 0.000 = 0.00 Sqm
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Area Obstructed = 6.80 x 0.000 = 0.00 Sqm
Force = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 39.86 x 0.00 / 100 = 0.00 kN at R.L. 99.535 M
Moment @ R. L. 94.57 M = 16.24 x 4.97 = 80.65 kN-mMoment @ R. L. 93.97 M = 16.24 x 5.57 = 90.39 kN-mMoment @ R. L. 92.97 M = 16.24 x 6.57 = 106.63 kN-m
FORCE ON PIER CAP BETWEEN RL 99.300 M TO 99.000 M2v2 = ( 35.56 + 34.46 ) /2 = 35.01
Area Obstructed = 1.50 x 0.30 = 0.45 Sqm
Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 35.01 x 0.45 / 100 = 12.29 kN at R.L. 99.150 M
Moment @ R. L. 94.57 M = 9.11 x 4.58 = 41.71 kN-mMoment @ R. L. 93.97 M = 9.11 x 5.18 = 47.17 kN-mMoment @ R. L. 92.97 M = 9.11 x 6.18 = 56.28 kN-m
FORCE ON PIER BETWEEN RL 99 M TO 94.470 M2v2 = ( 34.46 + 0.00 ) /2 = 17.23
Area Obstructed = 7.33 x 1.00 = 7.33 Sqm
Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 17.23 x 7.33 / 100 = 98.58 kN at R.L. 96.735 M
Moment @ R. L. 94.57 M = 116.10 x 2.17 = 251.36 kN-mMoment @ R. L. 93.97 M = 116.10 x 2.77 = 321.03 kN-mMoment @ R. L. 92.97 M = 116.10 x 3.77 = 437.13 kN-m
TOTAL TRANSVERSE MOMENT DUE TO WATER CURRENT
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Moment @ R. L. 94.57 M = 80.65 + 41.71 =+ 251.36 373.72 kN-m
Moment @ R. L. 93.97 M = 90.39 + 47.17 =+ 321.03 458.59 kN-m
Moment @ R. L. 92.97 M = 106.63 + 56.28 =+ 437.13 600.04 kN-m
D SEISMIC CONDITION
E WIND FORCESlab
Area = 6.60 x 0.68 = 4.46 Sqmheight of C.G. above Bed level = 99.54 - 96.03 = 3.51 m
According to Clause 212.3 IRC -6 -1966 Wind pressure = 82.71 Kg/Sqm = 0.83 kN/SqmWind Force = 4.46 x 0.83 = 3.68 kN
According to clause 222.1 of IRC : 6- 1966 the Aqueduct is situated in the standard Zone- II ; therefore theaqueduct need not to be designed for Seismic Forces.
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Wind Force = 4.46 x 0.83 = 3.68 kNMoment @ R. L. 94.57 M = 3.68 x 4.97 = 18.29 kN-mMoment @ R. L. 93.97 M = 3.68 x 5.57 = 20.51 kN-mMoment @ R. L. 92.97 M = 3.68 x 6.57 = 24.19 kN-m
Pier CapArea A1 = 1.00 x 0.30 = 0.30 SqmArea A2 = 0.00 x 0.60 = 0.00 Sqm
Total 0.30 SqmY = ( 0.30 x 0.90 )+ ( 0.00 x 0.30 ) / 0.30 0.90 M
height of C.G. above Bed level = 99.15 - 96.03 = 3.12 mAccording to Clause 212.3 IRC -6 -1966 Wind pressure = 81.86 Kg/Sqm = 0.82 kN/Sqm
Wind Force = 0.30 x 0.82 = 0.25 kNMoment @ R. L. 94.57 M = 0.25 x 4.58 = 1.12 kN-mMoment @ R. L. 93.97 M = 0.25 x 5.18 = 1.27 kN-mMoment @ R. L. 92.97 M = 0.25 x 6.18 = 1.52 kN-m
(I) Pier from R.L. 99.300 to 96.03 MArea = 1.20 x 3.27 = 3.92 Sqm
height of C.G. above Bed level = 97.67 - 96.03 = 1.63 mAccording to Clause 212.3 IRC -6 -1966 Wind pressure = 78.60 Kg/Sqm = 0.79 kN/Sqm
Wind Force = 3.92 x 0.79 = 3.08 kNMoment @ R. L. 94.57 M = 3.08 x 3.10 = 9.55 kN-mMoment @ R. L. 93.97 M = 0.25 x 3.69 = 0.91 kN-mMoment @ R. L. 92.97 M = 0.25 x 4.69 = 1.15 kN-m
TOTAL TRANSVERSE MOMENT DUE TO WIND FORCEMoment @ R. L. 94.57 M = 18.29 + 1.12 + 9.55 +
= 28.97 kN-m
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Moment @ R. L. 93.97 M = 20.51 + 1.27 + 0.91 += 22.69 kN-m
Moment @ R. L. 92.97 M = 24.19 + 1.52 + 1.15 += 26.86 kN-m
CASE- 1 FOR SERVICE CONDITION AT R. L.92.97 MVERTICAL LOADS
DEAD LOAD CALCULATIONSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without Buoyancy 2172.07SUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT = 600.04 + 106.00 = 706.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 531.00 = 1131.04 kN-m
C.S.A. = 9.30 x 3.00 = 27.90 m2
BASE PRESSURE CALCULATION
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Total TRANSVERSE MOMENT = 600.04 + 531.00 = 1131.04 kN-mC.S.A. = 9.30 x 3.00 = 27.90 m2
Ixx = 1/6x 9.30 x 3.00 2 = 13.95 m3
Iyy = 1/6x 9.30 2 x 3.00 = 43.25 m3
STRESS with Buoyancy = ( 2539.84 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1131.04 / 43.25 )= 91.03 + / - 50.61 + / - 26.15
Pmax = 91.03 + 50.61 + 26.15= 167.80 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 91.03 - 50.61 - 26.15
= 14.27 kN/m2> 0 Hence O.K.
STRESS without Buoyancy = ( 2754.07 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1131.04 / 43.25 )= 98.71 + / - 50.61 + / - 26.15
Pmax = 98.71 + 50.61 + 26.15= 175.48 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 98.71 - 50.61 - 26.15
= 21.95 kN/m2> 0 Hence O.K.
CASE- 2 FOR IDLE CONDITION AT R. L.92.97 M (WHEN THERE IS NO LIVE LOAD)SUPER STRUCTURE = 960.60 kN A CHECK OF STABILITY DUE TO BUOYANCY EFFECTSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With Buoyancy
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LIVE LOAD = 0.00 kNTotal Load without Buoyancy = 2172.07 kNTotal Load with Buoyancy = 1957.84 kN
STRESS with Buoyancy = ( 1957.84 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 600.04 / 43.25 )= 70.17 + / - 43.01 + / - 13.88
Pmax = 70.17 + 43.01 + 13.88= 127.06 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 70.17 - 43.01 - 13.88
= 13.28 kN/m2> 0 Hence O.K.
STRESS without Buoyancy = ( 2172.07 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 600.04 / 43.25 )= 77.85 + / - 43.01 + / - 13.88
Pmax = 77.85 + 43.01 + 13.88= 134.74 kN/m2
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Pmax = 77.85 + 43.01 + 13.88= 134.74 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 77.85 - 43.01 - 13.88
= 20.96 kN/m2> 0 Hence O.K.
CASE- 3 FOR WIND FORCE AT SERVICE CONDITION AT R. L.92.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT = 600.04 + 106.00 = 706.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 + 531.00 = 1157.91 kN-m
STRESS with Buoyancy = ( 2539.84 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1157.91 / 43.25 )= 91.03 + / - 50.61 + / - 26.78
Pmax = 91.03 + 50.61 + 26.78= 168.42 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 91.03 - 50.61 - 26.78
= 13.65 kN/m2> 0 Hence O.K.
STRESS without Buoyancy = ( 2754.07 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1157.91 / 43.25 )= 98.71 + / - 50.61 + / - 26.78
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Pmax = 98.71 + 50.61 + 26.78= 176.10 kN/m2
< 450 kN/m2 Hence O.K.Pmin = 98.71 - 50.61 - 26.78
= 21.32 kN/m2> 0 Hence O.K.
CASE- 4 FOR WIND FORCE AT IDLE CONDITION AT R. L.92.97 M [ NO LIVE LOAD ]SUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 2172.07 kNTotal Load with Buoyancy = 1957.84 kNTotal LONGITUDINAL MOMENT = 600.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-m
STABILITY CHECK FOR PIER Page 16 Date 2/15/2014
Total TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-mSTRESS with Buoyancy = ( 1957.84 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 626.91 / 43.25 )
= 70.17 + / - 43.01 + / - 14.50Pmax = 70.17 + 43.01 + 14.50
= 127.68 kN/m2 98.69 41.66< 450 kN/m2 Hence O.K.
Pmin = 70.17 - 43.01 - 14.50= 12.66 kN/m2
> 0 Hence O.K.P3 = 70.17 + 43.01 - 14.50
= 98.69 kN/m2 12.66 127.68< 450 kN/m2 Hence O.K.
P4 = 70.17 - 43.01 + 14.50= 41.66 kN/m2
> 0 Hence O.K.STRESS without Buoyancy = ( 2172.07 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 626.91 / 43.25 )
= 77.85 + / - 43.01 + / - 14.50Pmax = 77.85 + 43.01 + 14.50 49.33 106.37
= 135.36 kN/m2< 450 kN/m2 Hence O.K.
Pmin = 77.85 - 43.01 - 14.50= 20.34 kN/m2
> 0 Hence O.K. 20.34 135.36
Stress Diagram
Stress Diagram
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
CASE- 5 FOR ONE SPAN DISLODGED CONDITION AT R. L.92.97 MSUPER STRUCTURE = 480.30 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 1691.77 kNTotal Load with Buoyancy = 1477.55 kNTotal LONGITUDINAL MOMENT = 600.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-m
STRESS with Buoyancy = ( 1477.55 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 626.91 / 43.25 )= 52.96 + / - 43.01 + / - 14.50
Pmax = 52.96 + 43.01 + 14.50= 110.47 kN/m2 24.44 81.48
< 450 kN/m2 Hence O.K.Pmin = 52.96 - 43.01 - 14.50
= -4.55 kN/m2
STABILITY CHECK FOR PIER Page 17 Date 2/15/2014
= -4.55 kN/m2P3 = 52.96 + 43.01 - 14.50
= 81.48 kN/m2 -4.55 110.47
P4 = 52.96 - 43.01 + 14.50= 24.44 kN/m2
STRESS without Buoyancy = ( 1691.77 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 0.00 / 43.25 )= 60.64 + / - 43.01 + / - 0.00
Pmax = 60.64 + 43.01 + 0.00= 103.65 kN/m2 17.62 103.65
Pmin = 60.64 - 43.01 - 0.00= 17.62 kN/m2
P3 = 60.64 + 43.01 - 0.00= 103.65 kN/m2 17.62 103.65
P4 = 60.64 - 43.01 + 0.00= 17.62 kN/m2
CASE- 6 FOR SERVICE CONDITION AT R. L.93.97 MVERTICAL LOADS
DEAD LOAD CALCULATIONSUPER STRUCTURE = 960.60 kN
Stress Diagram
Stress Diagram
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SUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 + 106.00 = 479.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 531.00 = 904.72 kN-m
C.S.A. = 12.00 x 1.20 = 14.40 m2
Ixx = 1/6x 12.00 x 1.20 2 = 2.88 m3
Iyy = 1/6x 12.00 2 x 1.20 = 28.80 m3
STRESS with Buoyancy = ( 2305.48 / 14.40 )+ / - ( 479.72 / 2.88 )+ / - ( 904.72 / 28.80 )= 160.10 + / - 166.57 + / - 31.41
Pmax = 160.10 + 166.57 + 31.41= 358.09 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.
STABILITY CHECK FOR PIER Page 18 Date 2/15/2014
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 160.10 - 166.57 - 31.41
= -37.88 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STRESS without Buoyancy = ( 2352.31 / 14.40 )+ / - ( 479.72 / 2.88 )+ / - ( 904.72 / 28.80 )= 163.35 + / - 166.57 + / - 31.41
Pmax = 163.35 + 166.57 + 31.41= 361.34 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 163.35 - 166.57 - 31.41
= -34.63 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
CASE- 7 FOR IDLE CONDITION AT R. L.93.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 1770.31 kNTotal Load with Buoyancy = 1723.48 kN
STRESS with Buoyancy = ( 1723.48 / 14.40 )+ / - ( 373.72 / 2.88 )+ / - ( 373.72 / 28.80 )= 119.69 + / - 129.76 + / - 12.98
Pmax = 119.69 + 129.76 + 12.98= 262.43 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 119.69 - 129.76 - 12.98
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
= -23.05 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STRESS without Buoyancy = ( 1770.31 / 14.40 )+ / - ( 373.72 / 2.88 )+ / - ( 373.72 / 28.80 )= 122.94 + / - 129.76 + / - 12.98
Pmax = 122.94 + 129.76 + 12.98= 265.68 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 122.94 - 129.76 - 12.98
= -19.80 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
CASE- 8 FOR WIND FORCE AT SERVICE CONDITION AT R. L.93.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without Buoyancy
STABILITY CHECK FOR PIER Page 19 Date 2/15/2014
SUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 + 106.00 = 479.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 28.97 + 531.00 = 933.68 kN-m
STRESS with Buoyancy = ( 2305.48 / 14.40 )+ / - ( 479.72 / 2.88 )+ / - ( 933.68 / 28.80 )= 160.10 + / - 166.57 + / - 32.42
Pmax = 160.10 + 166.57 + 32.42= 359.09 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 160.10 - 166.57 - 32.42
= -38.89 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STRESS without Buoyancy = ( 2352.31 / 14.40 )+ / - ( 479.72 / 2.88 )+ / - ( 933.68 / 28.80 )= 163.35 + / - 166.57 + / - 32.42
Pmax = 163.35 + 166.57 + 32.42= 362.34 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 163.35 - 166.57 - 32.42
= -35.63 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
CASE- 9 FOR WIND FORCE AT IDLE CONDITION AT R. L.93.97 M
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SUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 28.97 = 402.68 kN-m
STRESS with Buoyancy = ( 2305.48 / 14.40 )+ / - ( 373.72 / 2.88 )+ / - ( 402.68 / 28.80 )= 160.10 + / - 129.76 + / - 13.98
Pmax = 160.10 + 129.76 + 13.98= 303.85 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 160.10 - 129.76 - 13.98
= 16.36 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STABILITY CHECK FOR PIER Page 20 Date 2/15/2014
> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STRESS without Buoyancy = ( 2352.31 / 14.40 )+ / - ( 373.72 / 2.88 )+ / - ( 402.68 / 28.80 )= 163.35 + / - 129.76 + / - 13.98
Pmax = 163.35 + 129.76 + 13.98= 307.10 kN/m2
< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 163.35 - 129.76 - 13.98
= 19.61 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.
STABILITY CHECK FOR PIER Page 20 Date 2/15/2014
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R.L. 93.57 M TO 94.17 MFOR SERVICE CONDITION
VERTICAL LOADSSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT
Moment @ R. L. 93.97 M = 479.72 kN-mTotal TRANSVERSE MOMENT
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
REINFORCEMENT CALCULATION IN PIER IN LOWER FLARED PORTION
STEEL IN FLARED PIER BASE Page 19 Date 2/15/2014
Total TRANSVERSE MOMENTMoment @ R. L. 93.97 M = 933.68 kN-m
CONCRETE MIX M-30CHARACTERISTIC STRENGTH OF REINFORCEMENT 415 N/mm2PERMISSIBLE STRESSESIN STEEL 190IN CONCRETECHARACTERISTIC STRENGTH OFConcrete fck = 20 N/mm2Permissible Compressive Stress inBending cbc = 8 N/mm2Permissible Compressive Stress in DirectCompression cc = 8 N/mm2
ct = 3.6 N/mm2Ultimate Axial Load PU = 1.5 X 2352.31 = 3528.465 kNUltimate Longitudinal Moment MU = 1.5 X 479.72 = 719.5792 kN-mUltimate Transverse Moment MU = 1.5 X 933.68 = 1400.527 kN-mINCREASE WHEN WIND CONDITION IS CONSIDERED 33.33 %Neglecting area of Cut and Ease water parts Rectangular Section considered is
8900 mm x 2000 mmAssume cover as 75
d1/d = 85 / 2000 = 0.0425
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PU/(fck b d) = 3528.47 x 1000 / ( 20 x 8900 x 2000 )= 0.0099
FOR LONGITUDINAL MOMENTMu/(fck b d
2) = 719.58 x 1000000 / ( 20 x 8900 x 2000 2 )= 0.0010
CRITERIA 1 FOR MINIMUM STEEL Pt = 0.8 % OF CROSS SECTION AREA OF COLUMN REQUIRED FOR COMPRESSION
Area Required due to Compression = 2305.48 x 1000 / 8= 288185 mm2
The point lies below the range of applicability. Hence provide minimum percentage of steel
Refer Chart 31 & 32 of Design Aids for Reinforced concrete SP-16 the point lies below the range of applicability. Hence provide minimumpercentage of steel.
STEEL IN FLARED PIER BASE Page 20 Date 2/15/2014
= 288185 mm2Area of steel @ 0.8% = 0.8 x 288185 / 100
= 2305 mm2
CRITERIA 2 FOR MINIMUM STEEL Pt = 0.3 % OF GROSS SECTION AREA OF COLUMNArea of steel @ 0.3% = 0.3 x 8900 x 2000 / 100
= 53400 mm2
PROVIDE STEEL AREA = 53400 mm2NO. OF 20 MM BARS = 170 Nos.SPACING = 120 MMFOR TRANSVERSE MOMENT
Mu/(fck b d2) = 1400.53 x 1000000 / ( 20 x
8900 x 2000 2 )= 0.0020
TRANSVERSE REINFORCEMENTShear Force to be resisted by the pier In Accordance to IS 1893
933.68 / 11.87 = 78.64 kNCheck for Shear
Refer Chart 31 & 32 of Design Aids for Reinforced concrete SP-16 the point lies below the range of applicability. Hence provide minimumpercentage of steel.
STEEL IN FLARED PIER BASE Page 20 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Nominal Shear Stress = 78.64 x 1000 / ( 8900 x 2000 )= 0.00 N/mm2
Pt 0.30Permissible Shear Stress = 0.40 N/mm2 Refer table 61
According to IRC 21-1987 Clause 306.3Dia of Transverse Reinforcement = 20 / 4 = 5 mm
Provide 12 mm dia ringsPitch of the Transverse should be least ofa) Least lateral Dimension = 2000 mmb) 12 d = 12 x 12 = 144 mmc) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm
Nominal Shear Reinforcement will suffice
STEEL IN FLARED PIER BASE Page 21 Date 2/15/2014
c) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm
Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FOR DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESCheck for Size of Hoop Reinforcement Refer IS 13920:1993 Cl. 7.4.8
Ash= 0.18 Sh (Fck/Fy)x(Ag/Ak-1)S = 100.00 mmh = 300.00 N/mm2 (Spacing of long. bars+ effective cover) or 300 mm whichever is less
Fck = 30.00 N/mm2 Cover 75 mm to main reinforcementFy = 415.00 N/mm2
Ag = 2000.00 mm2 Considering 1 mm Wide PierAk = 1894.00 mm2 Considering 1 mm Wide Pier Effective
Hence Ash = 21.85 mm2
Ash ProvideD = 113.04 mm2 Which is OKd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm
Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FORDUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESABSTRACTLONGITUDINAL REINFORCEMENT 20 MM BARS 120 MM However Adopt spacing as 150 mmTRANSVERSE REINFORCEMENT 12mm dia rings @100mm c/c.
STEEL IN FLARED PIER BASE Page 21 Date 2/15/2014
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R.L. 94.17 M TO 100.80 MFOR SERVICE CONDITION
VERTICAL LOADSSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT
Moment @ R. L. 94.17 M = 706.04 kN-mTotal TRANSVERSE MOMENT
Moment @ R. L. 94.17 M = 1131.04 kN-mCONCRETE MIX M-20
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
REINFORCEMENT CALCULATION IN PIER SUBMERSIBLE BRIDGE ACROSS AYAD RIVER ON OLD BHUPALPURA - NEW BHUPALPURA ROAD NEAR POLICE CHOWKI
STEEL IN PIER Page 19 Date 2/15/2014
CONCRETE MIX M-20CHARACTERISTIC STRENGTH OF REINFORCEMENT 415 N/mm2PERMISSIBLE STRESSESIN STEEL 190IN CONCRETECHARACTERISTIC STRENGTH OFConcrete fck = 20 N/mm2Permissible Compressive Stress inBending cbc = 8 N/mm2Permissible Compressive Stress in DirectCompression cc = 8 N/mm2
ct = 3.6 N/mm2Ultimate Axial Load PU = 1.5 X 2754.07 = 4131.105 kNUltimate Longitudinal Moment MU = 1.5 X 706.04 = 1059.067 kN-mUltimate Transverse Moment MU = 1.5 X 1131.04 = 1696.567 kN-mINCREASE WHEN WIND CONDITION IS CONSIDERED 33.33 %Neglecting area of Cut and Ease water parts Rectangular Section considered is
7900 mm x 1000 mmAssume cover as 75
d1/d = 85 / 1000 = 0.0850PU/(fck b d) = 4131.11 x 1000 / ( 20 x 7900 x 1000 )
= 0.0261FOR LONGITUDINAL MOMENT
STEEL IN PIER Page 19 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Mu/(fck b d2) = 1059.07 x 1000000 / ( 20 x 7900 x 1000
2 )= 0.0067
CRITERIA 1 FOR MINIMUM STEEL Pt = 0.8 % OF CROSS SECTION AREA OF COLUMN REQUIRED FOR COMPRESSION
Area Required due to Compression = 2539.84 x 1000 / 8= 317480 mm2
Area of steel @ 0.8% = 0.8 x 317480 / 100= 2540 mm2
CRITERIA 2 FOR MINIMUM STEEL Pt = 0.3 % OF GROSS SECTION AREA OF COLUMNArea of steel @ 0.3% = 0.3 x 7900 x 1000 / 100
The point lies below the range of applicability. Hence provide minimum percentage of steel
Refer Chart 31 & 32 of Design Aids for Reinforced concrete SP-16 the point lies below the range of applicability. Hence provide minimumpercentage of steel.
STEEL IN PIER Page 20 Date 2/15/2014
Area of steel @ 0.3% = 0.3 x 7900 x 1000 / 100= 23700 mm2
PROVIDE STEEL AREA = 23700 mm2NO. OF 20 MM BARS = 75 Nos.SPACING = 230 MMFOR TRANSVERSE MOMENT
Mu/(fck b d2) = 1696.57 x 1000000 / ( 20 x
7900 x 1000 2 )= 0.0107
TRANSVERSE REINFORCEMENTShear Force to be resisted by the pier In Accordance to IS 1893
1131.04 / 11.87 = 95.27 kNCheck for Shear
Nominal Shear Stress = 95.27 x 1000 / ( 7900 x 1000 )= 0.01 N/mm2
Pt 0.30Permissible Shear Stress = 0.40 N/mm2 Refer table 61
According to IRC 21-1987 Clause 306.3Dia of Transverse Reinforcement = 20 / 4 = 5 mm
Nominal Shear Reinforcement will suffice
Refer Chart 31 & 32 of Design Aids for Reinforced concrete SP-16 the point lies below the range of applicability. Hence provide minimumpercentage of steel.
STEEL IN PIER Page 20 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Provide 12 mm dia ringsPitch of the Transverse should be least ofa) Least lateral Dimension = 1000 mmb) 12 d = 12 x 12 = 144 mmc) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm
Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FOR DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESCheck for Size of Hoop Reinforcement Refer IS 13920:1993 Cl. 7.4.8
Ash= 0.18 Sh (Fck/Fy)x(Ag/Ak-1)S = 100.00 mmh = 300.00 N/mm2 (Spacing of long. bars+ effective cover) or 300 mm whichever is less
Fck = 30.00 N/mm2 Cover 75 mm to main reinforcementFy = 415.00 N/mm2
STEEL IN PIER Page 21 Date 2/15/2014
Fy = 415.00 N/mm2
Ag = 1000.00 mm2 Considering 1 mm Wide PierAk = 894.00 mm2 Considering 1 mm Wide Pier Effective
Hence Ash = 46.28 mm2
Ash ProvideD = 113.04 mm2 Which is OKd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm
Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FORDUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESABSTRACTLONGITUDINAL REINFORCEMENT 20 MM BARS 230 MMTRANSVERSE REINFORCEMENT 12mm dia rings @100mm c/c.
STEEL IN PIER Page 21 Date 2/15/2014
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FOR WIND AT SERVICE CONDITIONLength of footing lf 9.30 mWidth of Footing lb 3.00 mWidth of Pier 1.00 mVertical Load P 2754.07 kNLongitudinal Moment Me 706.04 kN-mTransverse Moment Mb 1157.91 kN-mArea in Tension = y x lb 0.00 m2 0.00 %Maximum Pressure before Redistribution 176.10 kN/m2
Maximum Pressure After Redistribution = pxK 176.10 kN/m2
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
DESIGN OF PIER FOOTING
FOOTING DESIGN Page 44 Date 2/15/2014
Maximum Pressure After Redistribution = pxK 176.10 kN/m2Maximum Stress at Edge of Pier 176.10 kN/m2Distance From Face of Pier to the Edge 1.00 mStress at the Edge of Pier 117.40 kN/m2Average Stress on Cantilevered Area 146.75 kN/m2Area of the Cantilever Portion 1.00 m2Distance of Centroid of the Stress inCantilever Portion
0.53 m
Moment about the Face of Pier 78.27 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33
st 200factor k 0.318j 0.894R 0.996Effective Depth Required 280 mmAdopt Total Depth 600 mmCover 50 mmAssume Bar Dia 16 mmKeeping A Cover Of 50 mm Effective Depth 542 mm
FOOTING DESIGN Page 44 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Adopt Effective Depth 542 mmSteel Required Ast 808 mm2Area Of One Bar 201 mm2Spacing S 249 mmProvide Bars Of Dia And Spacing 16 mm Adopt spacing as 240 mmArea Of Distribution Steel 2000 mm2Dia Of Bar For Distribution Steel 20 mm
Area Of One Bar In Distribution Reinforcement 314 mm2Using The Bars Spacing Required 157 mmProvide Bars Of Dia And Spacing 20 mm 150 mm
Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mm
FOOTING DESIGN Page 45 Date 2/15/2014
Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mmProvide Bars Of Dia And Spacing forTop Distribution Steel 12 mm 150 mm
CHECK FOR SHEAR (As per IRC 21-1987 Cl. 304.7)Critical Section is at a distance equal to effective depth from pier face 542 mmSection of Shear from end of pier 0.46 mMaximum Stress at Edge of Pier 176.10 kN/m2Stress at the Section for Shear Check 153.70 kN/m2Average Stress on Cantilevered Area 164.90 kN/m2Shear Force 75.52 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.14 N/mm2Percentage Steel 100As/bd 0.15Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
Dia Of two Legged Stirrups 12 mm
< Actual Shear Stress hence ShearReinforcement should be provided
FOOTING DESIGN Page 45 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322
Area Of One Bar In Distribution Reinforcement 113 mm2Using The Bars Spacing Required s= Asw ts d/V 324 mmProvide Bars Of Dia And Spacing 12 mm Adopt spacing as 150 mm
FOOTING DESIGN Page 46 Date 2/15/2014FOOTING DESIGN Page 46 Date 2/15/2014
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1.00 m
1.00 m
3.00 m
0.00 m
117.40kN/m2 176.10 kN/m2
STRESS DIAGRAM
DESIGN OF PIER FOOTING
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DESIGN OF PIER CAP :-D.L./ M Width along bridgeDL. Of Slab = 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T
TOTAL 37.26 T D.L. of Slab & Wearing coat on half of the pier =
37.26 / 2 = 18.63 T L.L. on Pier cap including impact along bridge
= 82.50 x 1.1375 = 93.84 T (Refer Live Load Computation) Dispersion width across the span for 70 T TRACKED VEHTCLE = 6.695 M ( Refer Solid slab design page SS-16) Live Load u.d.l. on Pier = 93.84 / 6.695 = 14.02 T
Per M width Total Load on Half = 18.63 + 14.02 = 32.65 T of pier along bridge Per M widthEffective depth of slab =90-2.5-2.5/2 = 86.25 cmPlacement of the live load at effective depth from the support ( taking support width 750 mm)Eccentricity = 71.25 -75/2 = 33.75 cm = 0.34 M
32.65 x 0.34 11.02 T - M/M width=
11.02 x 10.00 = 110.2 kN-M/M width
Bending Moment along the bridge =
5 Design of Pier Cap Pier Cap 1
=11.02 x 10.00 = 110.2 kN-M/M width
This moment is too small hence it will not/be the governing B.M.Moment in pier cap 110.20 kN-mCONCRETE GRADE M30FOR THIS GRADE cbc 10 N/mm2m 9.33
st 200factor k 0.318j 0.894R 1.422Effective Depth Required 278 mmAdopt Total Depth 1200 mmCover 50 mmAssume Bar Dia 25 mmKeeping A Cover Of 50 mm Effective Depth 1138 mmAdopt Effective Depth 1137.5 mmSteel Required Ast 542 mm2Area Of One Bar 491 mm2Spacing S 905 mmProvide Bars Of Dia And Spacing 25 mm 100 mm Adopt spacing as 100 mmProvide Bars Of Dia And Spacing for Top Main Steel 25 mm 100 mmProvide Bars Of Dia And Spacing for Bottom Steel 16 mm 100 mm
PIER SECTION ACROSS BRIDGEDEAD LOAD MOMENT PER METRE Width across bridge :-Slab D.L. 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T
5 Design of Pier Cap Pier Cap 1
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TOTAL 37.26 TD.L. of Slab & Wearing coat on half of the pier =
37.26 / 2 = 18.63 T/ M widthL.L on pier = 64.69 T
Dispersion width along the span for70 T Tracked vehical = 5.3 M
L.L. . per M width on pier = 64.69 / 5.3 = 12.21 T/ M widthTotal D.L. + L.L. on half of Pier across 18.63 + 12.21 = 30.84 Tbridge per M width Per M widthThe Live Load is with clearance from the Footpath and kerb. The cantilever portion of pier cap and width of footpath is 1500 mmHence There is no eccentricity.
30.84 x 0 0.00 T - M/M widthProvide Minimum steelMinimum Reinforcement calculation for Pier cap :- As per clause 710.8.2, IRC- 78 - 2000, the thickness of pier cap shall be at least 200 mm However the thickness of Pier cap here is 1200 MM. Grade of Concrete M 30Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2
Bending Moment across the bridge =
5 Design of Pier Cap Pier Cap 2
Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2
Provide 25 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in top along the pier capProvide 16 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in bottom along the pier capArea of Steel Provided at top= (14x 491) = 6874 mm2 > 300 mm2 OK
Area of Steel Provided at bottom= (14x 201) = 2814 mm2 > 300 mm2 OKCHECK FOR SHEAR ALONG BRIDGE DIRECTION
V = 30.84 TShear Force 308.40 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.27 N/mm2Percentage Steel 100As/bd 0.25Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
Dia Of two Legged Stirrups 16 mm
Area Of One Bar In Distribution Reinforcement 201 mm2Using The Bars Spacing Required s= Asw ts d/V 296 mmProvide Bars Of Dia And Spacing 16 mm 100 mm Adopt spacing as 100 mm
HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the pier capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the pier cap
< Actual Shear Stress hence ShearReinforcement should be provided
5 Design of Pier Cap Pier Cap 2
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SHEAR CHECK ACROSS BRIDGE DIRECTIONV = 20.3 TShear Force 203.00 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.18 N/mm2Percentage Steel 100As/bd 0.25Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the pier capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the pier cap
> Actual Shear Stress hence No ShearReinforcement is required.
5 Design of Pier Cap Pier Cap 35 Design of Pier Cap Pier Cap 3
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LIVE LOAD CALCULATION :-
[1] CLASS AA TRACKED VEHICLE :-
(a) Dispersion width along the span
According to clause 305.13 IRC- 21-2000
= Length of Contact + 2 (Wearing coat + depth of Slab)
= 3.6 + 2 ( 0.075 + 0.775 )
= 5.3 M(b) Dispersion width across the span
According to clause 305.13 IRC- 21-2000
be = K x ( 1 - x/Le ) +bwK = A Constant having the value depending upon the ratio(L1/Le where.be = the effective width of the slab on which the load acts.Le = Effective Spanx = the distance of c.g. of concentrate load from the near supportbw = The breadth of concentration area of the load i.e. Dimension of the tyre or track contact area over the road surfaceHeve ,
Le = 10.00 M & L1 = 7.00 M
= = 0.7
5 Design of Pier Cap Live load tracked vehicle 4
= L1 7.00 Le 10.0Value of K = 2.4
bw = 0.85 + 2 x 0.075 = 1.0 M
X = L 102 2
be = 2.4 x 4 ( 1 - 5/10) + 1 = 5.8 MImpact factor is 13.75% as pere IRC Section-II, Clause - 211-3 (a) (i)
DISPERSION ACROSS SPAN (CLASS AA TRACKED VEHICAL)The tracked vehicle is placed at a distance of minimum clearence of 1-2 m from Kerb Dispersion across span = C/C distance between wheels + width from centre of wheel on clearence side + Least on other side or halp the dispersion of one wheel. = 2.05 + 1.93 + Least of 2.715 OR 5.8/2 = 2.05 + 1.93 + 2.715 = 6.695Impact factor = 1.1375 Total load with impact= 70 x 1.1375 = 79.63 T = Intensity of Load
= T/M79.63 = 2.24
= = 0.7
= = 5.0 M
5 Design of Pier Cap Live load tracked vehicle 4
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Maximum Reaction
Reaction RA= 2.24x 3.00 x 1.50 /10.00= 1.01 T
Reaction RB= 2.24x 3.00 -1.01= 5.71 T
DISPERSION ALONG SPAN (CLASS AA TRACKED VEHICLE)(a) Dispersion width along the span :- tp = tc = 2 (tw + ts ) tp = width of dispersion parallel to span tc = width of tyre contact area parallel to span ts = Overall depth of slab tw = Thickness of Wearing coatDispersion along the span = 0.15 + 2 ( 0.075 + 0.775 ) = 1.9 M Dispersion between two wheel is overlapping hence restricted to 1-2 M = Dispersion combined for two wheels = C/c distance between + Longitudinal two wheels dispersion = 1-2 + 1.9 = 3.1 M ( along the span )Impact factor = 1.1375
For Maximum reaction at support the Centre of gravity of the loads should beadjacent to one support should be adjacent to one support
5.30 x 6.695 = 2.24
5 Design of Pier Cap Live load tracked vehicle 5
Impact factor = 1.1375 Total load with impact= 70 x 1.1375 = 79.63 T = Intensity of Load =
Maximum Reaction
Reaction RA= 7.91x 3.00 x 1.50 /10.00= 3.56 T
Reaction RB= 7.91x 3.00 -3.56= 20.17 T
For Maximum reaction at support the Centre of gravity of the loads should beadjacent to one support should be adjacent to one support
T/M79.63 = 7.911.90 x 5.30
5 Design of Pier Cap Live load tracked vehicle 5
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DESIGN OF Abutment CAP SUBMERSIBLE BRIDGE PADLA TO JAWAR MINES ROADDESIGN OF Abutment CAP :-D.L./ M Width along bridgeDL. Of Slab = 0.675 x 8.4 x. 2.4 = 13.61 TD.L. of Wearing coat = 0.075 x 7.5 x. 2.4 = 1.35 T
TOTAL 14.96 T D.L. of Slab & Wearing coat on half of the Abutment =
14.96 / 2 = 7.48 T L.L. on Abutment cap including impact along bridge
= 58.20 x 1.1375 = 66.20 T (Refer Live Load Computation) Dispersion width across the span for 70 T TRACKED VEHTCLE = 6.695 M ( Refer Solid slab design page SS-16) Live Load u.d.l. on Abutment = 66.20 / 6.695 = 9.89 T
Per M width Total Load on Half = 7.48 + 9.89 = 17.37 T of Abutment along bridge Per M widthEffective depth of slab =90-2.5-2.5/2 = 86.25 cmPlacement of the live load at effective depth from the support ( taking support width 750 mm)Eccentricity = 71.25 -75/2 = 33.75 cm = 0.34 M
17.37 x 0.34 5.87 T - M/M width=
5.87 x 10.00 = 58.7 kN-M/M width
Bending Moment along the bridge =
6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 1
=5.87 x 10.00 = 58.7 kN-M/M width
This moment is too small hence it will not/be the governing B.M.Moment in Abutment cap 58.70 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33
st 200factor k 0.318j 0.894R 0.996Effective Depth Required 243 mmAdopt Total Depth 450 mmCover 50 mmAssume Bar Dia 16 mmKeeping A Cover Of 50 mm Effective Depth 392 mmAdopt Effective Depth 392 mmSteel Required Ast 838 mm2Area Of One Bar 201 mm2Spacing S 240 mmProvide Bars Of Dia And Spacing 16 mm 200 mm Adopt spacing as 100 mmProvide Bars Of Dia And Spacing for Top Main Steel 16 mm 200 mmProvide Bars Of Dia And Spacing for Bottom Steel 16 mm 200 mm
Abutment SECTION ACROSS BRIDGEDEAD LOAD MOMENT PER METRE Width across bridge :-Slab D.L. 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T
6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 1
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TOTAL 37.26 TD.L. of Slab & Wearing coat on half of the Abutment =
37.26 / 2 = 18.63 T/ M widthL.L on Abutment = 64.69 T
Dispersion width along the span for70 T Tracked vehical = 5.3 M
L.L. . per M width on Abutment = 64.69 / 5.3 = 12.21 T/ M widthTotal D.L. + L.L. on half of Abutment across 18.63 + 12.21 = 30.84 Tbridge per M width Per M widthThe Live Load is with clearance from the Footpath and kerb. The cantilever portion of Abutment cap and width of footpath is 1500 mmHence There is no eccentricity.
30.84 x 0 0.00 T - M/M widthProvide Minimum steelMinimum Reinforcement calculation for Abutment cap :- As per clause 710.8.2, IRC- 78 - 2000, the thickness of Abutment cap shall be at least 200 mm However the thickness of Abutment cap here is 1200 MM. Grade of Concrete M 30Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2
Bending Moment across the bridge =
6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 2
Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2
Provide 25 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in top along the Abutment capProvide 16 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in bottom along the Abutment capArea of Steel Provided at top= (14x 491) = 6874 mm2 > 300 mm2 OK
Area of Steel Provided at bottom= (14x 201) = 2814 mm2 > 300 mm2 OKCHECK FOR SHEAR ALONG BRIDGE DIRECTION
V = 30.84 TShear Force 308.40 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.79 N/mm2Percentage Steel 100As/bd 0.72Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
Dia Of two Legged Stirrups 16 mm
Area Of One Bar In Distribution Reinforcement 201 mm2Using The Bars Spacing Required s= Asw ts d/V 102 mmProvide Bars Of Dia And Spacing 16 mm 100 mm Adopt spacing as 100 mm
HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the Abutment capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the Abutment cap
< Actual Shear Stress hence ShearReinforcement should be provided
6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 2
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SHEAR CHECK ACROSS BRIDGE DIRECTIONV = 20.3 TShear Force 203.00 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.52 N/mm2Percentage Steel 100As/bd 0.72Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the Abutment capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the Abutment cap
> Actual Shear Stress hence No ShearReinforcement is required.
6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 36 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 3
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Thickness of Deck Slab 600 mm
Thickness of Approach Slab 300 mm
Height below Approach Slab 6705 mm
Length of Heel projection 2750 mm Offset 250 mm
Length of Toe projection 2100 mm Offset 600 mm
Width of Stem 1050 mm
Thickness of Abutment Cap 450 mm
Thickness of Dirt Wall 300 mm
Depth of Footing 600 mm
300
RL 99.975 M
300 APPROACH SLAB
DECK SLAB 600
DIR
T W
ALL
300
AbutMENT Drawing Page 4 Date 2/15/2014
450 PIER CAP
250HEEL TOE
600
600
RL 92.970 M
2750 1050 2100
5900
TYPICAL SECTION OF THE ABUTMENT TYPABUT-01
DIR
T W
ALL
6705
300
5355
AbutMENT Drawing Page 4 Date 2/15/2014
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(a) Data Preliminary dimensions : Assumed as in Fig. TYPABUT-01Superstructure : RCC Slab Bridge Total Width of Slab = 15 m
overall length = 11.10 mType of abutment : Reinforced concreteLoading : As for National HighwayBack fill : Gravel with angle of repose = 35 o
18 kN/m3Angle of internal friction of soil on wall, z = 17.5 o
Approach slab : R.C. slab 300 mm thick, adequately reinforcedLoad from superstructure per running metre of abutment wall:Dead load = 129.00 kN/m Total (2172.07/2) Kn in 8.40 m wide SlabLive load = 35.00 kN/m Total (582.00/2) Kn in 8.40 m wide Slab(Refer Stability Analysis for sub structure. The above two values are obtained from the calculations for superstructure, and are taken to act over awidth of 15 m).Bearing : Tar Paper Bearings
Design of ABUTMENT
TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
2/227 Shiv Colony, Banswara
Unit weight of back fill, w =
STABILITY CHECK ABUTMENT Page 5 Date 2/15/2014
(C) Self weight of abutment
(d) Longitudinal forces (i) Force due to braking
Force due to 70 R wheeled vehicle = 0.2 x 1000 = 200 kNThis force acts at 1.2 m above the road level(Clause 214.3).
Force on one abutment wall = 200 / 2 = 100 kNHorizontal force per m of wall = 100 / 8.4 = 11.91 kN/ m
(ii) Force due to temperature variation and shrinkageAssuming moderate climate, variation in temperature is taken as + 17 oC as perClause 218.5 of Bridge Code.
Coefficient of Thermal expansion = 1.17E-05 /oCStrain due to temperature variation = 17 x 0.0000117 = 1.99E-04
From Clause 220.3, strain due to concrete shrinkage =2.00E-04
Total strain due to temperature and shrinkage = 1.99E-04 + 2.00E-04 = 3.99E-04Horizontal deformation of deck due to temperature andshrinkage affecting one abutment =
3.99E-04 x 11100 /2 = 2.21E+00 mm
(Refer Stability Analysis for sub structure. The above two values are obtained from the calculations for superstructure, and are taken to act over awidth of 15 m).Bearing : Tar Paper Bearings
Treating the section as composed of 6 elements as shown in Fig. 1the weight of each element and moment about the point O on the front toe arecomputed as in Table 1
STABILITY CHECK ABUTMENT Page 5 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
2/227 Shiv Colony, Banswara
Modulus of Elasticity Ec = 5000x fck1/2 = 31220.19 N/mm2Horizontal Stress due to strain in longitudinal direction
at bearing level = 3.99E-04 x 31220.19 = 12.45 N/mm2Horizontal Force due to strain in longitudinal direction
at bearing level (For 1 m width of Slab) = 1.25E+01 x 900 = 11208.36 N/m= 11.21 kN/m
(iii) Vertical reaction due to braking 200(1.2 + 0.975)Vertical reaction at one abutment = ---------------------- = 2.61 kN/m 11.10x15
(d)Earth pressureActive earth pressure P = 0.5 wh2 Kawhere Ka is obtained from Equation (3.5)Ka = sec sin(-)/[(sin(+z)
1/2 +{sin(+z) sin(-)/sin(-)}1/2]
STABILITY CHECK ABUTMENT Page 6 Date 2/15/2014
Ka = sec sin(-)/[(sin(+z)1/2 +{sin(+z) sin(-)/sin(-)}1/2]
Where P= Total active pressure, acting at a height of 0.42 h inclined at z to the normal to the wall on the earth sidew = unit weight of earth fillh = height of wall = Angle subtended by the earthside wall with thw horizontal on the earth side = Angle of internal friction of the earthfillz = angle of friction of the earthside wall with the earth = Inclination of earthfill surface with the horizontal
= 90 0 = 35 0
z = 17.5 0 = 0 0
Substituting values in Equation (3.5), we get Ka = 0.496 CoefficientHeight of backfill below approach slab = 6.71 m
Active earth pressure =0.5 x 18 x 6.71 2 x 0.496
= 200.69 kN/mHeight above base of centre of pressure = 0.42 x 6.71 = 2.82 m
Passive pressure in front of toe slab is neglected.(e) Live load surcharge and approach slab
Equivalent height of earth for live load surcharge as per clause 714.4 is 1.20 mHorizontal force due to L.L. surcharge =1.2 x 18 x 0.496 x 9.20 = 71.84 kN/mHorizontal force due to approach slab = 0.3 x 24 x 0.496 x 9.20 = 23.95 kN/m
Total 95.79 kN/mThe above two forces act at 3.3525 m above the base.
STABILITY CHECK ABUTMENT Page 6 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
2/227 Shiv Colony, Banswara
Vertical load due to L.L. surcharge and approach slab= (1.2 x 18 + 0.3 x 24 ) x 2.75 = 79.2 kN/m
(f) Weight of earth on heel slabVertical load = 18 x2.75x (6.705 - 0.6) = 54.95 kN/m
(g) Check for stability - overturningThe forces and their position are as shown in Fig. 1The forces and moments about the point O at toe on the base are tabulated as inTable 1 Two cases of lading condition are examined (i) Span loaded condition and (ii) Span unloaded condition.Case (i) Span loaded conditionSee Row 15 of Table 12.3Overturning moment about toe = 1035.27 kN-mRestoring moment about toe = 3008.97 kN-mFactor of safety against overturning = 3008.97 / 1035.27 = 2.91Location of Resultant from O > 1.5 Hence SafeX0 = ( MV - MH) / V= ( 1740.9 - 623.1) / 691.4 = 1.62 m
STABILITY CHECK ABUTMENT Page 7 Date 2/15/2014
X0 = ( MV - MH) / V= ( 1740.9 - 623.1) / 691.4 = 1.62 m=(3008.966 - 1035.272 ) / 909.948 ) = 2.17 m
Eccentricity of resultantemax = B/6 = 5.9 /6 = 0.98 m
e = (B/2 -X0) = 0.78 m < 0.80 m 2.95 - 2.17 = 0.78 m< 0.98 m
Case (ii) Span unloaded conditionSee Row 11 of Table 12.3Overturning moment about toe = 958.93 kN-mRestoring moment about toe = 2915.86 kN-mFactor of safety against overturning = 2915.86 / 958.93 = 3.04Location of Resultant from O > 1.5 Hence SafeX0 = ( MV - MH) / V=
=(2915.861 - 958.928 ) / 872.335 ) = 2.24 m(h)Check for stresses at base
For Span loaded conditionTotal downward forces = 909.95 kN
909.95 6 x 0.78Extreme stresses at base =
Maximum Stress = 909.948/(5.9x1)(1 +(6x0.78/5.9)) = 276.57 kN/m2Minimum Stress = 909.948/(5.9x1)(1 -(6x0.78/5.9)) = 31.9 kN/m2
STABILITY CHECK ABUTMENT Page 7 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
2/227 Shiv Colony, Banswara
SI.No. Arm
m Mv MH1. D.L. from superstructure 129.00 - 2.48 319.920 -2. Horizontal force due to temperatre and shrinkage 0 11.21 6.41 - 71.8463. Active earth pressure 0 200.69 2.82 - 565.9464. Horizontal force due to L.L surcharge and approach
slab0 95.79 3.3525 - 321.136
Vertical load due to L.L.surcharge and approach slabSelf weight - part 1
5.9x0.6x 24 =Self weight - part 2
5.355x1.05x 24 =
Table 1 Forces and Moments About Base for Abutment.
-
1.68
354.9185
2.95
19.0512 -
7. 2.63
8. 11.34 -
134.95 -
6. 84.96 -
358.384.525
H
-
250.632 -
5. 79.20 -
Details Force, kN Moment about O, kn-mV
STABILITY CHECK ABUTMENT Page 8 Date 2/15/2014
Self weight - part 25.355x1.05x 24 =
Self weight - part 30.45x1.05x 24 =
Self weight - part 40.3x0.3x 24 =
Self weight - part 5 Triangular River Side1/2x1.6x5.655x24=
Self weight - part 5 Triangular Earth Fill Side1/2x2.25x5.505x24=
Weight of earth on heel slab part 1 Rectangular Portion
0.5 x 6.105 x 18=Weight of earth on heel slab part 2 Triangular Portion
1/2x2.25x6.105x18= Items 1 to 10 (Span unloaded condition)L.L. from Superstructure Class 70 R wheeled vehicle
13. Vertical force due to braking 2.61 - 2.48 -14. Horizontal force due to braking 0.00 11.91 6.41 76.3431
Items 11 to 14
-
10. 114.51 - 4.65 532.4889 -
9. 152.69 3.90
9. 108.58 - 1.57 170.1024 -
-4.428
-
595.4715
3008.97 1035.27
2915.86 958.93
86.625 -
15. 909.95 319.60 -
12. 35.00 - 2.475
11. 872.34
310.4675 -5.65
1.68
9. 2.16 -
10. 54.95 -
-
2.05
354.9185
19.0512 -
7. 2.63
8. 11.34 -
134.95 -
6.479
STABILITY CHECK ABUTMENT Page 8 Date 2/15/2014
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TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS
2/227 Shiv Colony, Banswara
(Span loaded condition)NET LONGITUDINAL MOMENT 3008.97 - 1035.27 = 1973.69
Maximum pressure = 276.57 kN/m2 < 450 kN/m2 permissible HENCE OK.Minimum pressure = 31.9 kN/m2 >0 (No tension) HENCE OK.
(i) Check for slidingSee Row 15 of Table 1
Sliding force = 319.60 kNForce resisting sliding = 0.6 x 909.95 = 545.97 kN
Factor of Safety against sliding = 545.97 / 319.60 = 1.76(j) Summary > 1.5 Hence Safe
The assumed section of the abutment is adequate.
3008.97 1035.2715. 909.95 319.60 -
STABILITY CHECK ABUTMENT Page 9 Date 2/15/2014STABILITY CHECK ABUTMENT Page 9 Date 2/15/2014
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REDISTRIBUTION OF PRESSUREFOR WIND AT SERVICE CONDITION
Length of footing lf 9.25 mWidth of Footing lb 5.90 mWidth of Abutment just above footing 5.05 mVertical Load P 909.95 kNLongitudinal Moment Me 1973.69 kN-mTransverse Moment Mb 0.00 kN-mArea in Tension = y x lb 0.00 m2 0.00 %Maximum Pressure before Redistribution 276.57 kN/m2
Maximum Pressure After Redistribution = pxK 276.57 kN/m2Maximum Stress at Edge of Pier 276.57 kN/m2Distance From Face of Pier to the Edge 0.60 mStress at the Edge of Pier 248.44 kN/m2Average Stress on Cantilevered Area 262.51 kN/m2
DESIGN OF ABUTMENT FOOTING
ABUTMENT FOOTING DESIGN Page 10 Date 2/15/2014
Average Stress on Cantilevered Area 262.51 kN/m2Area of the Cantilever Portion 0.60 m2Distance of Centroid of the Stress inCantilever Portion
0.31 m
Moment about the Face of Pier 48.10 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33
st 200factor k 0.318j 0.894R 0.996Effective Depth Required 220 mmAdopt Total Depth 600 mmCover 50 mmAssume Bar Dia 12 mmKeeping A Cover Of 50 mm Effective Depth 544 mmAdopt Effective Depth 544 mmSteel Required Ast 494 mm2
ABUTMENT FOOTING DESIGN Page 10 Date 2/15/2014
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Area Of One Bar 113 mm2Spacing S 229 mmProvide Bars Of Dia And Spacing 12 mm 150 mm Adopt spacing as 150 mmArea Of Distribution Steel 1088 mm2Dia Of Bar For Distribution Steel 12 mm
Area Of One Bar In Distribution Reinforcement 113.04 mm2Using The Bars Spacing Required 104 mmProvide Bars Of Dia And Spacing 12 mm 100 mm Adopt spacing as 150 mm
Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mmProvide Bars Of Dia And Spacing forTop Distribution Steel 12 mm 150 mm
CHECK FOR SHEAR (As per IRC 21-1987 Cl. 304.7)Critical Section is at a distance equal to effective depth from pier face 544 mmSection of Shear from end of pier 0.06 mMaximum Stress at Edge of Pier 276.57 kN/m2
ABUTMENT FOOTING DESIGN Page 11 Date 2/15/2014
Maximum Stress at Edge of Pier 276.57 kN/m2Stress at the Section for Shear Check 272.27 kN/m2Average Stress on Cantilevered Area 274.42 kN/m2Shear Force 15.37 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.03 N/mm2Percentage Steel 100As/bd 0.14Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2
Dia Of two Legged Stirrups 12 mm
Area Of One Bar In Distribution Reinforcement 113 mm2Using The Bars Spacing Required s= Asw ts d/V 1601 mmProvide Bars Of Dia And Spacing 12 mm 150 mm Adopt spacing as 150 mm
< Actual Shear Stress hence ShearReinforcement should be provided
ABUTMENT FOOTING DESIGN Page 11 Date 2/15/2014
-
5.05 m
0.25 m 0.60 m
Footing STRESS DIAGRAM Page 12 Date 2/15/2014
5.90 m
0.31 m
272.27kN/m2 276.57 kN/m2
STRESS DIAGRAM
DESIGN OF ABUTMENT FOOTING
Footing STRESS DIAGRAM Page 12 Date 2/15/2014
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Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.
Shrinkage and Temperature reinforcement required per metre = 250 mm2Area Of One Bar 12 mm dia 113 mm2Spacing S 452 mmProvide Bars Of Dia And Spacing 12 mm 150 mmProvide Bars Of Dia And Spacing 12 mm 150 mmHORIZONTAL SHRINKAGE &TEMPERATURE REINFORCEMENT 12 MM BARS 150 MM In Vertical direction on all FOUR facesVERTICAL SHRINKAGE &TEMPERATURE REINFORCEMENT 12 MM BARS 150 MM In Lateral direction on all FOUR faces
REINFORCEMENT CALCULATION IN ABUTMENT
STEEL IN ABUTMENT Page 13 Date 2/15/2014STEEL IN ABUTMENT Page 13 Date 2/15/2014
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DESIGN OF DIRT WALL AS COLUMN WITH BENDINGAXIAL LOAD ON THE DIRT WALL 31.60 KNASSUME WIDTH OF DIRT WALL 1000 MM EMIN/B 0.00ASSUME DEPTH OF DIRT WALL 300 MM EMIN/D 0.01MOMENT TRANSFERRED TO DIRT WALL 12.80 KN-MFACTORED AXIAL LOAD 47.40 KNFACTORED MOMENT 19.20 KN-MDIA OF LONGITUDINAL REINFORCEMENT 10 MMCLEAR COVER 40 MMd' 45 MMd'/D 0.15ADOPT d'/D 0.15PU/FCKBD 0.01MU/FCKBD2 0.01REINFORCEMENT EQUALLY DISTRIDUTED ON TWO SIDESUSING CHART NO- OF RCC DESIGN AIDS 33 CONC GRADE M-30P/FCK 0.01P 0.3 > Minimum Steel 0.2% Hence OKAS 900 SQ MMTOTAL NUMBER OF BARS REQUIRED 12NUMBER OF BARS ON EACH SIDE 6SPACING 200 MM
7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 1 DIRT WALL REINFORCEMENT
SPACING 200 MM
Alternate design Considering dirt wall as cantilever
B.M. = 12.80 KN-Mdeff reqd. = 12.80 x 10 6
1000 x 0.972dpro 300 - 50 - 16
2Ast = 12.80 X mm2
200 X 0.917 x 245This steel is to be provided on back i.e. approach slab side
Provide Vertical steel as followsOn River side 10mm bars @ 150 mm c/c = 524 mm2
On Approach Slab side 10mm bars @ 150 Mm c/c = 524 mm2
Minimum steel required in Horizontal direction= 0.002 x 1000 x 250= 500 mm2
i.e. 250 mm2 on each faceprovide 10 @ 250 mm c/c = 314 mm2
ABSTRACT
10 6 = 284.87
> 118.7 mm (OK)
= 118.7 mm
= 245 mm
7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 1 DIRT WALL REINFORCEMENT
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VERTICAL REINFORCEMENT IN SHAPE OF STIRRUPS on both facesDIA 10 mmSPACING 150 mm
HORIZONTAL REINFORCEMENT BAR DIA on both facesDIA 10 mmSPACING 250 mm
7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 2 DIRT WALL REINFORCEMENT7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 2 DIRT WALL REINFORCEMENT
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96.110
99.000
76.80
99.110
83.40
90.00
96.100
57.00
96.150
63.60
97.110
70.20
GENERAL ARRANGEMENT DRAWING OF PROPOSED SUBMERSIBLE BRIDGE ON PADLA - JAWAR MINES ROAD
PLAN
A1
CHAINAGEIN METER
RIVER BEDLEVEL
66006600
6600
SECTIONAL ELEVATION
HIGH FLOOD LEVEL 99.480 MDECK LEVEL 99.975 MA2
66006600
-
SE
CT
ION
A-A
150150
2200600
6001000
B B
AA
13800
9300
150150
FOU
ND
AT
ION
PLA
N O
F PIE
R
600
1500
600VARIABLE
300600300
3000150
12 MM
TO
R T
IE @
100 mm
c/c
20 MM
TO
R @
120 MM
C/C
.
12 MM
TO
R @
100 MM
C/C
.20 M
M T
OR
@ 150 M
M C
/C.
12 MM
TO
R @
150 MM
C/C
. TW
O LE
GG
ED
ST
IRR
UP
S12 M
M T
OR
@ 150 M
M C
/C.
1000 mm
20 MM
TO
R @
230 MM
C/C
.
16 MM
TO
R @
240 MM
C/C
.R
.L. 92.67R
.L. 92.970
R.L. 93.570
R.L. 93.870
R.L. 98.775
R.L. 99.375
R.L. 99.975
-
WE
AR
ING
CO
AT
SE
CT
ION
B-B
PLA
N O
F PIE
R C
AP
RE
INFO
RC
EM
EN
T
SE
CT
ION
C-C
BO
TT
OM
PLA
N P
IER
FOO
TIN
G R
EIN
FOR
CE
ME
NT
12 MM
TO
R @
200 MM
C/C
12 MM
TO
R T
WO
LEG
GE
D V
ER
TIC
AL S
TIR
RU
PS
@ 200 M
M C
/C [W
IDT
H 900 M
M]
1000
8400
16 MM
TO
R T
WO
LEG
GE
D V
ER
TIC
AL S
TIR
RU
PS
@ 100 M
M C
/C [W
IDT
H 900 M
M]
16 MM
TO
R T
WO
LEG
GE
D H
OR
IZO
NT
AL S
TIR
RU
PS
@ 100 M
M C
/C [S
IZE
IN P
LAN
OF E
AC
H 900 X
900 MM
]
600600
600
12 MM
TO
R T
IE @
100 mm
c/c
25 MM
TO
R @
230 MM
C/C
.
12 MM
TO
R @
150 MM
C/C
.12 M
M T
OR
@ 150 M
M C
/C. T
WO
LEG
GE
D S
TIR
RU
PS
12 MM
TO
R @
150 MM
C/C
.
16 MM
TO
R @
240 MM
C/C
.
2000
GR
OU
TIN
G
100
250
7503001000
25 MM
TO
R @
1500 MM
CC
.
12 MM
TO
R T
IE @
100 mm
c/c25 M
M T
OR
@ 230 M
M C
/C.
12 MM
TO
R T
IE @
920 mm
c/c
1000
7900
16 MM
TO
R @
240 MM
C/C
.
12 MM
TO
R @
150 MM
C/C
.
-
150150
9300
150150
DE
TA
ILS O
F AN
CH
OR
ING
INFO
UN
DA
TIO
N
3000
250150
300 25 MM
TO
R @
1500 MM
CC
.A
NC
HO
R B
AR
S IN
100 MM
DIA
HO
LES
GR
OU
TE
D IN
CE
ME
NT
PLA
N
-
1000 mm
R.L. 98.100 M
R.L. 98.700 M
R.L. 99.300 M
75
RC
C S
LAB
TA
R P
AP
ER
MA
ST
IC FILLIN
G65 M
M D
IA G
.I. PIP
E
32 MM
DIA
AN
CH
OR
AG
E B
AR
S@
1500 MM
C/C
.M
.S. P
LAT
E 150 X
150 X 6 M
MN
UT
300
450
WE
AR
ING
CO
AT
PR
EM
OU
LDE
D FILLE
R
TY
PIC
AL D
ET
AIL O
F DE
CK
SLA
BA
NC
HO
RA
GE
-
SE
CT
ION
OF A
BU
TM
EN
T
5850
450
95500
8400
SE
CT
ION
"A-A
"OF A
BU
TM
EN
T
300VARIABLE
900
300
6200
600
450
75
-
12 MM
TO
R @
150 MM
C/C
.
300
RE
INFO
RC
EM
EN
T D
ET
AIL
600
R.L. 98.850M
R.L. 99.300M
12 MM
TO
R @
150 mm
c/c BO
TH
WA
YS
12 MM
TO
R @
150 MM
C/C
.12 M
M T
OR
@ 150 M
M C
/C.
12 MM
TO
R @
100 MM
C/C
.12M
M T
OR
TW
O LE
GG
ED
ST
IRR
UP
S @
150 MM
C/C
.
12 MM
TO
R @
150 MM
C/C
.
Note:- D
imension of stirrups shall not be m
ore than 1000 mm
in any direction.
12 MM
TO
R @
150 mm
c/c BO
TH
WA
YS
R.L. 94.700M
R.L. 95.000M
R.L. 95.600M
12 MM
TO
R @
100 MM
C/C
.
25MM
TO
R @
250 MM
C/C
.
-
VE
RT
ICA
L BA
RS
10 MM
TO
R @
150 mm
c/c ON
BO
TH
FAC
ES
HO
RIZ
ON
TA
L BA
RS
12 MM
TO
R @
150 mm
c/c ON
BO
TH
FAC
ES
DE
TA
ILS O
F DIR
T W
ALL
AB
UT
ME
NT
CA
P
SUBMERSIBLE BRIDGE PADLA JAWAR MINES.pdf1 GAD SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD.pdf2 PIER SECTION AND PLAN.pdf3 PIER FOOTING AND PIER REINFORCEMENT.pdfPLAN OF ANCHOR HOLES.pdfDECK SLAB ANCHORING.pdfABUTMENT DRAWING ELEVATION.pdfABUTMENT DRAWING REINFORCEMENT DETAIL.pdfDIRT WALL DRAWING.pdf