ARMYBR~1

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130237643.xls.ms_office

X

450 0 0 0 450 Toe 450 0 450 0 450 450

X

12750 1250 10250 1250 5500 2525 1250 0 0 9350 2525 300 1775 0 1250 0 0 0 1250 3450 2450 3450 1250 BF-02 12750 Abutment Plan

A. Structural Picture of Bridge (Superstructure & Substructure).

BF - 01

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130237643.xls.ms_office 375 300 700 400 450 150 H1 H Toe 0 450 0 450 0 450 450 4947 6147 0 0 1775 300 2525 2525 0 0 1775 300

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130237643.xls.ms_office y X y X 0 2 2 4 4 5500 A1 and A2 0 25.000 0 PC Girder Plan 2000 200 200 0.300 24.400 0.300 25.000 2000 1800 150 1 3 3

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130237643.xls.ms_office 350 7 7 0 0 0 2 2 0 2000 1800 1650 0 0 0 350 350

PC Girder Section X-X Mid Section

0 0 150 150 0 0 0 0 0 100 100

5

6 6

1

3

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3570

1070

0 0 0

PC Girder Section Y-Y End Section

0

1700

1625

PC Cross Girder Section

75 250 75

75

1

2

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130237643.xls.ms_office Toe m2 B H2 Ka.g.H1 Ka.g.H2 Earth Pressure Sylhet _18.833 19.592 19.592 3570 4000 H1 24,400

Wind Action Area

1070 300 200 2000 87.11 Effect area = 4000 Balagonj 18.833 ka.g.H1 Girder

Slab and wearing Curb

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130237643.xls.ms_office A1 P1 P2 A2 RL 150 600 455 300 300 8015 600 700 1750 1750 1200 2500 6500 11015 6.3 36.6 42.68 36.6 15.080 1750 5000 10000 4 0 0 7 .5 3.716 6.200 16.556 13.683 17.315 13.657 16.86 16.86 6.3 17.315 16.556 1 2 3 3 4

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130237643.xls.ms_office 3000 5000 3000 11000 2100 1200 11015 6000 6000 11000 Pile Cap

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130237643.xls.ms_office A1P1 P1P2 1800 1200 11015 10560 300 300 1800 1200

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130237643.xls.ms_office Tie Beam Strap Beam 300 11015 10560 12769 1200 300 dia circular column 1200 3400 11,015 1200 10000 1200 8615 8160 1070 11000 Pier P1 P1P2 Span 3776 300 300

End Span / 2 Mid Span / 2

200 200 1830 2206 1254 8615 1500 1500 1200 300 A1P1 Span 1200 1070 Pile Cap Railing slab curb Girder Railing slab curb Girder

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130237643.xls.ms_office 12769 11,015 1600 1145 4039.00 0 1200 3170 1070 1070 300 300 200 200 Pier P2

P1P2 Span P2A2 Span

Pier P1

Mid Span / 2 End Span / 2

1254 2715 1200 Railing slab curb Girder Railing slab curb Girder

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130237643.xls.ms_office 300 2147 600 1900 1200 H2

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130237643.xls.ms_office 900 900 1800 1 4 2, 3

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130237643.xls.ms_office 300 300 2100 1200 2100 1800 6000

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12957

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B. Load Analusis of Bridge Structure :

a. National Highway

b. Regional Highway working stress for pile load bearing capacity calc

c. District Road 3

d. Bridge Type Simple Supported Single Span T- Girder

e. End Span Length,C/C 24.400 m

f. Total Girder Length 25.000 m

g. Cross Section Category RCC

h. Stem Height 1.900 m

i. H1, Back wall top to Well cap top 4.947 m

j. H2, Well cap height 1.200 m

k. H, Back wall top to Well cap bottom (Toe) 6.147 m

l. Ko , Co-efficient of Active Horizontal Earth Pressure , 0.441 (AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.)

m) Dp-ES, DL Surcgarge Horizontal Pressure Intensiy (ES) 7.935 kN/m 2

2. Calculations for Dead Loads Of Super-structure : A. Super Imposed Loads on Girders :

i. Exterior Girder

Height Interval Load

m m m (m) kN/m

1.Railing Post 0.225 0.225 1.070 2.000 0.650

2. Railing Beam number

0.175

0.175 3.000 2.205 3Curb

(a). Side walk 0.300 1.475 10.620

(b). (-)Conduit 0.925 0.225 (4.995)

4. Slab 0.200 2.125 10.200

Total for (1+2+3+4)= 18.680

5. Wearing Course 0.075 0.650 1.121

6.Conduit (For Utility) 0.925 0.225 2.081

Total for (5+6)= 3.203

Sub - total = 43.765

ii. Interior Girder Height Width Volume Load

m m m m2 kN/m 1. Slab 0.200 2.000 0.400 9.600 - 2. Wearing Course 0.075 2.000 0.150 3.450 Sub - total = 13.050

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B. Self-Weight of RCC Girders & X-Girders: i. Exterior Girder

Length Width Height Volume Weight

m m m m3 kN i. Central Section Section 1 0.00 25.000 2.000 0.200 0.000 -Section 2 0.00 25 0.000 0.000 0.000 -Section 3 0.00 25 0.150 0.000 0.000 -Section 4 2.00 25 0.150 0.150 0.563 13.500 Section 5 1.00 25 0.350 1.800 15.750 378.000 Section 6 2.00 25 0.000 0.000 0.000 -Section 7 2.00 25 0.000 0.000 0.000 -Sub - total = 391.500

ii. End Section

Section 1 1.000 0 - - 0.000 -Section 2 2.000 0 - - 0.000 -Section 3 1.000 0 - - 0.000

-Sub - total =

-Exterior Girder Self weight kN = 391.50

ii. Interior Girder

Interior Girder Self weight kN = 391.50

iii. Cross Girder Number of Cross Girder = 5.00 nos Length of Cross Girder = 6.60 m

Length width Height Volume Weight

m m m m3 KN

Section 1 1.000 6.600 0.250 1.700 2.805 67.320 Section 2 2.000 6.600 0.075 0.075 0.037 0.891

Sub - total = 68.211

Cross Girder Self weight kN = 68.211 3. Dead Load Reaction for Abutment

Length LOAD/METER Load for 1 no. Total Load Reaction

m kN/m kN kN kN

i. Exterior Girder

a. Super Imposed without WC & Utility 2 25.000 18.680 467.001 934.001 467.001 b. Self Weight 2 25.000 15.660 391.500 783.000 391.500 c. Wt. from X-Girder 5 0.825 10.335 42.632 85.264 42.632 d. Total from (a+b+c) 36.045 901.133 1,802.265 901.133 e. Super Imposed only WC & Utility 2 25.000 3.203 80.063 160.125 80.063 f. Total Load from Exterior Girder 2 1,023.827 2,047.654 981.195

ii. Interior Girder

a. Super Imposed without WC. 3 25.000 9.600 240.000 720.000 360.000 b. Self Weight 3 25.000 15.660 391.500 1,174.500 587.250 c. Wt. from X-Girder 5 1.650 10.335 85.264 255.791 127.896 d. Total from (a+b+c) 28.671 716.764 2,150.291 1,075.146 e. Super Imposed only WC. 3 25.000 3.450 86.250 258.750 129.375

d. Total for Int.-Girder 3 803.014 2,409.041 1,204.521

Item nos

Cross Girder nos

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Total Dead Load Reaction for Abutment (kN) = 2185.715625

i. Wheel load 145.000 145.000 35.000 kN kN kN 4.300 4.300 15.800 24.400 Ra = 287.111 kN Rb = 37.889 kN Ra = 287.111 kN Rb = 37.889 kN Wheel load Reaction for 2 Lane on Each Abutment RWheel = 574.221 kN

Dynamic Load Allowance Factor (DLAF) IM = 1.330 (Applicable only for Truck/Wheel Load & Tandem Loading & Tandem Loading)

Wheel Load Reaction on Each Abutment including DLAF (IM) RWheel-F = 763.714 kN

iii. Lane Load on Bridge Deck

a. Lane Load Intensity = 9.300 kN/m/Lane b. Length of Bridge Deck = 25.000 m

c.Lane Load for 1(One) Lane Bridge = 232.500 kN

Reaction on each Abutment due to Lane Load for 2 Lane Bridge Deck RLane = 232.500 kN

iv. Pedestrian Load

a. Pedestrian Load Intensity = 3.600 kN/m2 b. Width of Each Sidewalk = 1.250 m

c. Length of Sidewalk = 25.000 m d. Pedestrian Load on 1no Sidewalk = 112.500 kN

Reaction on each Abutment due to Pedestrian Load on 2nos Sidewalk RPedestrain = 112.500 kN

Total Live Load Reaction for Abutment RLL = 1,108.714 KN 5. Calculations for Vertical Load and Resisting Moment from Abutment Components, Soil &

Also Resisting Moment from Superstructure Loads (Live & Dead) :

Height Width Length Weight Arm from

Toe

Resisting Moment

m m m KN m KN-m

i. Back Wall 2.147 0.300 9.350 144.536 3.225 466.129 ii. Bridge Seat-Rect.-1 0.600 1.000 9.350 134.640 2.875 387.090 " Rect.-2 0.300 0.450 9.350 30.294 2.750 83.309 " Tri -1 0.300 0.400 9.350 13.464 3.108 41.851 " Tri-2 0.300 0.150 9.350 5.049 2.475 12.496 iii. Stem-i 1.900 0.450 9.350 95.931 2.750 263.810 Stem-ii 1.900 0.300 9.350 127.908 3.075 393.317

Sub Total for i + ii + iii = 551.822 1,648.001

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iv.Wing Wall -Well Part-2 nos 4.947 0.450 2.975 317.894 4.013 1,275.551 Cantilever Part-1,Rect-2 nos 2.000 0.450 3.000 129.600 7.000 907.200 Cantilever Part-2,Trin-2 nos 1.500 0.450 3.000 48.600 7.500 364.500

Sub Total for iv = 366.494 1,640.051

v.Counterfort Wall

Abutment- (3 nos) - - - - - -WingWall-1 (2 nos) 4.947 0.450 3.450 184.325 5.275 972.316 WingWall-2 (2 nos) - - - - - -WingWall-3 (2 nos) - - - - -

-Sub Total for v = 184.325 972.316

vi. Well Cap-Part-1(Rectangular) 1.200 12.750 2.750 1,009.800 4.125 4,165.425 Part-2 (Rectangular) 1.200 7.250 2.750 574.200 1.375 789.525 Part-3 (Semi Circular) 2nos. 1.200 2.750 2.750 940.950 2.063 1,940.710

Sub Total for vi = 2,524.950 6,895.660

Total for Substructure Components= 3,627.592 11,156.028

vii. Back Fill (BF-1) 4.947 9.350 2.525 2,102.265 4.238 8,908.347 " (BF-2) - - - - - -" (BF-3) - - - - -

-Sub Total for vii = 2,102.265 8,908.347

Vertical load components of Abutment (sub-structure) Total (KN)= 5,729.857 Total (KN-m) = 20,064.375

KN m KN-m 2,185.716 2.750 6,010.718 1,108.714 2.750 3,048.964 PV = 9,024.287 MR = 29,124.057 6. Calculation of Horizontal Loads (Pressures) & Overturning Moments

i. Earth Pressure, P 995.609 KN 2.849 m 2,836.490

(AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.) 600.820 KN 0.600 m 360.492 72.871

KN 0.400 m 29.148 ii. Horizontal Surcharge Load on Abutment 402.334 KN 3.674 m 1,477.974 (AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.) 121.398 KN 0.600 m 72.839 ii. Braking Force (25% of Truck Weight 162.500 KN 7.947 m 1,291.388 = 162.500kNActing at1.800m Above Deck ; AASHTO-LRFD-3.6.4)

iii. Wind Load on Substructure (0.950kN/m2 27.265 KN 2.000 m 54.530 on Vertical Faces Perpendicular to Traffic.

AASHTO-LRFD-3.8.1.2.3).

iv. Wind Load on Superstructure (0.800kN/m2 69.686 KN 4.000 m 278.746 on Vertical Surface of all Supperstructure Elements.

AASHTO-LRFD-3.8.1.2.2; Table-3.8.1.2.2-1.)

v. Wind Load on Live Load ( 0.550kN/m Acting at 13.750 KN 7.947 m 109.271 1.800 m Above Deck ; AASHTO-LRFD-3.8.1.3)

2,466.234 KN 6,510.878

KN-m vii.Dead Load Reaction & Moment from Superstructure

vii. Live Load Reaction & Moment from Superstructure

Total Horizontal Forces VH = (KN) Total Overturning

Moment, MO =(KN-m) Total Vertical Load & Moment from Structure

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i. Factor of Safety Against Overturning Mr / Mo

4.473

OK, FS more than 2 ii. Factor of Safety Against Sliding 0.4 * Pv / Vh

1.464

Not OK

iii. Location of Resultant Force,Lr (Mr - Mo) / Pv

2.506

m

7. Calculations for Factor of Safety Against Overturning & Factor of Safety Against Sliding Abutment Structure Against Imposed Vertical Loads/Forces & Horizontal Forces/Pressure on Abutment & Also Location of Rsultant Forces in Y-Y Direction Well Cap Toe

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7. Calculations for Factor of Safety Against Overturning & Factor of Safety Against Sliding Abutment Structure Against Imposed Vertical Loads/Forces & Horizontal Forces/Pressure on Abutment & Also Location of Rsultant Forces in Y-Y Direction Well Cap Toe

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STRUCTURAL DESIGN OF DELPARA BRIDGE AT 18.25km ON COX'S BAZAR-TEKNUF MARIN DRIVE ROAD UNDER COX'S BAZAR ROAD DIVISION (IMPLEMENTION AUTHORITY ;- 16 ECB BANGLADESH ARMY).

C. Checking of Stability for Abutment & Well Cap Against Loads of Different Components

& Applied Forces on Structural Elements :

1 Information about Soil, Foundation, Abutment & Wing-walls:

a) Type of Sub-soil : a) At Borehole No-BH07 (Cox's Bazar End), from GL (GL is - 2.25m from Road Top Level) up to 2.50m depth Sub-soil posses Loss gray fine Silty sand having SPT Value ranging 7 to 12. Whereas in next 0.75m from depth 2.50m to 3.75m there exists Medium dense gray fine sand with SPT value ranging from 12 to 40. From depth about 3.75m there exists Bed-rock (Gray Shale) having 50 and over SPT values .

b) At Borehole No-BH08 (Teknuf End), from GL (GL is - 2.25m from Road Top Level) upto 2.75m depth Sub-soil posses Medium dency gray sandy silt having SPT Value renging 12 to 37. In next 2.15m (About depth 2.75m to 4.80m) there exists Medum densey gray fine sand with SPT value renging from 37 to 50. From depth about 4.80m there exists Bed rock (Gray Shale) having SPT value 50 over.

b) Type of Foundation : Due to its Geographical position, Marin Drive Road have every risk to effected by Wave action & Cyclonic Strom from Sea. More over the Slain Water is also an important factor for RCC Construction Works in these area. In Designing of any Permanent Bridge/Structure on this Road, specially in Foundation Design all the prevalling adverse situations should be considered for their Survival and Durability. Though as per Soil Investigation Report there exist Loss to Medium dency gray sandy silt on Seashore Sub-soil, but due to ground their formation those posses a very poor Mechanical bonding among it contitutent.But there exites Bed-rock at a considerably short depth (About 3.75m to 4.80m) from the Ground Level.Presence of Bed-rock is an important for the Foundation of any Structue on this Road. To encounter all mentioned adverse situations Provision of RCC Caissons embedded into the Bed-rock will be best one as Foundation of Bridges on this Road. RCC Caissons embedded into the Bed-rock will be a Solid mass to save guard the Structure against Errosion, Sliding, Overturning etc. which caused by the Wave action & Cyclonic Strom. More over against Salinity effect necessary meassary can provide for RCC Caissions. Thus it is recommended to Provide RCC Caissions embedded into the Bed-rock at least 1.50m into Bed-rock as Foundation of Delpara Bridge.

c) Type of Abutment : Wall Type Abutment.

d) Type of Wing-walls : Wall Type Wing Walls Integrated with Abutment Wall having Counterforts over Well & Cantilever Wings beyond Well.

e) Design Criteria : Ultimate Stress Design (AASHTO-LRFD-2004).

2 Design Data in Respect of Unit Weight, Strength of Materials, Soil Pressure & Multiplier Factors :

Description Notation Dimensions Unit.

i) Unit Weight of Different Materials in kg/m3:

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(Having value of Gravitional Acceleration, g = 9.807 m/sec2)

a) Unit weight of Normal Concrete gc 2,447.23 kg/m

3

b) Unit weight of Wearing Course gWC 2,345.26 kg/m

3

c) Unit weight of Normal Water gW-Nor. 1,019.68 kg/m

3

d) Unit weight of Saline Water gW-Sali. 1,045.17 kg/m

3

e) Unit weight of Earth (Compected Clay/Sand/Silt) gs 1,835.42 kg/m 3

ii) Unit Weight of Different Materials in kN/m3:

a) Unit weight of Normal Concrete wc 24.00 kN/m

3

b) Unit weight of Wearing Course wWC 23.00 kN/m

3

c) Unit weight of Normal Water wW-Nor. 10.00 kN/m3

d) Unit weight of Saline Water wW-Sali. 10.25 kN/m3

e) Unit weight of Earth (Compected Clay/Sand/Silt) wE 18.00 kN/m 3

iii) Strength Data related to Ultimate Strength Design( USD & AASHTO-LRFD-2004) :

a) Concrete Ultimate Compressive Strength, f/c (Normal Concrete) f/c 21.00 MPa b) Concrete Allowable Strength under Service Limit State (WSD) = 0.40f/c fc 8.40 MPa c) Modulus of Elasticity of Concrete, Ec = 0.043gc

1.50_

f/c Ec 23,855.62 MPa

(AASHTO LRFD-5.4.2.4).

d) Poisson's Ration = 0.63f/c = 0.63*21^(1/2), subject to cracking and 2.89 considered to be neglected (AASHTO LRFD-5.4.2.5).

e) Modulus of Rupture of Concrete, fr = 0.63f /

c Mpa fr 2.89 MPa

(AASHTO LRFD-5.4.2.6).

f) Steel Ultimate strength, fy (60 Grade Steel) fy 410.00 MPa g) Steel Allowable Strength under Service Limit State (WSD) = 0.40fy fs 164.00 MPa h) Modulus of Elasticity of Reinforcement, Es for fy = 410 MPa ES 200000 MPa

iv) Permanent & Dead Load Multiplier Factors for Strength Limit State Design (USD) According to AASHTO-LRFD-3.4.1 ; Table 3.4.1-1&2 :

a) Modular Ratio, n = Es/Ec  6 = 8.384 Let n 8 b) Value of Ratio of Steel & Concrete Flexural Strength, r = fs/fc r 19.524

c) Value of k = n/(n + r) k 0.291

d) Value of j = 1 - k/3 j 0.903

e) Value of R = 0.5*(fckj) R 1.102

v) Sub-soil Investigation Report & Side Codition Data:

a) SPT Value as per Soil Boring Test Report, N 50 Over

b) Corrected SPT Value for N>15, N/ = 15 + 1/2(N - 15) = 15 + 1/2(50 - 15) N/ 33 = 15 + 1/2(50 - 15) = 32.5 . Say N/ = 33

c) Recommended Allowable Bearing Capacity of Soil as per Soil Investigation p 770 kN/m2 Report witht SPT Value 50 over, p = 7.2 Ton/ft2. = 770kN/m2

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d) For Back Filling with Clean fine sand, Silty or clayey fine to medium sand d 19 to 24O Angle of Friction with Concrete surface, d = 190 to 240,

e) AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.

Recommended Co-efficient of Lateral Active Earth Pressure Ka-recom Ka-recom 0.34 to 0.45 v) = 0.34 to 0.45 (AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.)

Provided Co-efficient of Active Earth Pressure is Average of, Ka-recom Ka 0.395

vi) Permanent & Dead Load Multiplier Factors Under Strength Limit State (USD) :

a) Dead Load Multiplier Factor for Structural Components & Attachments-DC gDC 1.250 Applicable to All Components Except Wearing Course & Utilities (Max. value

of Table 3.4.1-2)

b) Dead Load Multiplier Factor for Wearing Course & Utilities- DW , gDW 1.500 (Max. value of Table 3.4.1-2)

c) Multiplier Factor for Horizontal Active Earth Pressure on Substructure gEH 1.500 Components of Bridge-EH ; Applicable to Abutment & Wing Walls, (Max.

value of Table 3.4.1-2)

d) Multiplier Factor for Vertical Earth Pressure on Substructure Components of gEV 1.350 Bridge-EV ; Applicable toAbutment & Wing Walls, (Max. value of Table 3.4.1-2)

e) Multiplier Factor for Surchage Pressure on Substructure Components of gES 1.500 Bridge-ES ; Horizontal & Vertical Loads on Abutment & Wing Walls,

(Max. value of Table 3.4.1-2)

vii) Live Load Multiplier Factors :

a) Multiplier Factor for Multiple Presence of Live Load ( No of Lane = 2)-m m 1.000 (ASSHTO LRFD-3.6.1.1.1)

b) Multiplier Factor for Truck Loading (HS20 only)-LL-Truck . gLL-Truck 1.750

c) Multiplier Factor for Vhecular Dynamic Load Allowence-IM as per Provision of IM 1.330 ASSHTO LRFD-3.6.2.1, Table 3.6.2.1-1;

(Applicable only for Truck Loading & Tandem Loading)

d) Multiplier Factor for Lane Loading-LL-Lane gLL-Lane 1.750

e) Multiplier Factor for Pedestrian Loading-PL. gLL-PL. 1.750

f) Multiplier Factor for Vehicular Centrifugal Force-CE gLL-CE. 1.750

g) Multiplier Factor for Vhecular Breaking Force-BR . gLL-BR. 1.750

h) Multiplier Factor for Live Load Surcharge-LS gLL-LS. 1.750

i) Multiplier Factor for Water Load & Stream Pressure-WA gLL-WA. 1.000

j) Multiplier Factor for Wind Load on Structure-WS STRENGTH - III gLL-WS. 1.400

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l) Multiplier Factor for Wind Load on Live Load-WL STRENGTH - V gLL-WL 1.000

k) Multiplier Factor for Water Load & Stream Pressure-FR gLL-FR. 1.000

l) Multiplier Factor for deformation due to Uniform Temperature Change -TU gLL-TU. 1.000 (With Elastomeric Bearing).

m) Multiplier Factor for deformation due to Creep on Concrete-CR gLL-CR. 1.000 (With Elastomeric Bearing).

n) Multiplier Factor for deformation due to Shrinkage of Concrete-SH gLL-SH. 1.000 (With Elastomeric Bearing).

o) Multiplier Factor for Temperature Gradient-TG gLL-TG. 1.000 (With Elastomeric Bearing).

p) Multiplier Factor for Settlement of Concrete-SE gLL-SE. 1.000 (With Elastomeric Bearing).

q) Multiplier Factor for Earthquake -EQ gLL-EQ.

-r) Multiplier Factor for Vehicular Collision Force-CT gLL-CT.

-t) Multiplier Factor for Vessel Collision Force-CV gLL-CV. 1.000

vii) Permanent & Dead Load Multiplier Factors for Service Limit State Design (WSD) According to AASHTO-LRFD-3.4.1 ; Table 3.4.1-1&2 :

of Table 3.4.1-2)

ii) Live Load Multiplier Factors for Service Limit State Design (WSD) According to AASHTO-LRFD-3.4.1; Table 3.4.1-1&2 :

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c) Multiplier Factor for Vhecular Dynamic Load Allowence-IM as per Provision of IM 1.300

ASSHTO LRFD-3.6.2.1, Table 3.6.2.1-1 ; SERVICE - II

f) Multiplier Factor for Vehicular Centrifugal Force-CE SERVICE - II gLL-CE. 1.300

g) Multiplier Factor for Vhecular Breaking Force-BR . SERVICE - II gLL-BR. 1.300

j) Multiplier Factor for Wind Load on Structure-WS SERVICE - IV gLL-WS. 0.700

l) Multiplier Factor for Wind Load on Live Load-WL SERVICE - II gLL-WL 1.300

3 Sketch Diagram of Abutment & Wing wall:

300

5225

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C

4 Dimension of Different Sub-Structural Components & RCC Well for Foundation: i) Dimensions of Sub-Structure.

a) Height of Abutment Wall from Bottom of Well Cap up to Top of Back Wall, H 6.147 m

b) Height of Abutment Wall from Top of Well Cap up to Top of Back Wall, H1 4.947 m

c) Height of Abutment Well Cap, hWell-Cap. 1.200 m

d) Height of Abutment Steam hSteam. 1.900 m

e) Depth of Girder including Deck Slab hGir. 2.000 m

f) Height of Bearing Seat hBearing 0.147 m

g) Height of Back Wall = hGir. + hBearing hb-wall 2.147 m

h) Height of Wing Wall H-W-Wall 4.947 m

i) Length of Wing Walls upon Well cap LW-W-Well-Cap 2.975 m 2525 1775 1900 2147 600 300 300700 4300 750 3000 450 450 1200 600 5225 1200 2000 6350 A B H 1 = 4947 H = 6 1 4 7 1500 1447 5500 600 10250 9350 12750 3450 600 3450 600 3450 ₆₀₀ 600 3450 3450 600 2750 600 2525 1775 5500 3000 450 450 450 450 2150 2150 2450 2750 RL-5.00m RL-2.20m 3000 2100 300 Page 38

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j) Width (Longitudinal Length) of Abutment Well Cap, WAb-Cap 5.500 m

Length (Transverse Length) of Abutment Well Cap, LAb-T-W-Cap 12.750 m k)

Transverse Length of Abutment Wall (Outer Face to Outer Face) in X-X LAB-Trans. 10.250 m l) Direction.

m) Inner Distance in between Wing Walls (Transverse), LWW-T-Inner 9.350 m

n) Thickness of Abutment Wall (Stem) at Bottom t.-Ab-wal-Bot. 0.750 m

o) Thickness of Abutment Wall (Stem) at Top t.-Ab-wal-Top. 0.450 m

p) Thickness of Counterfort Wall (For Wing Wall) tWW-Countf. 0.450 m

q) Number of Wing-Wall Counterforts (on each side) NW-W-count 1.000 No's

r) Clear Spacing between Counerfort & Abutment Wall at Bottom SClear-Count& Ab-Bot. 1.775 m

s) Average Spacing between Counerfort & Abutment Wall SAver-Count&Ab. 2.375 m = (tAB-Wall-Bot + tAb-Wall-Top)/2+SClear-Count& Ab-Bot.

t) Effective Span of Wing Wall Counterfort = SAver-Count + tWW-Countf SEfft-Count. 2.825 m

u) Thickness of Wing Walls within Well Cap, t-Wing-wall 0.450 m

v) Thickness of Cantilever Wing Walls tw-wall-Cant. 0.450 m

w) Length of Cantilever Wing Walls Lw-wall-Cant. 3.000 m

x) Height of Rectangular Portion of Cantilever Wing Walls hw-wall-Cant.-Rec. 2.000 m

y) Height of Triangular Portion of Cantilever Wing Walls hw-wall-Cant.-Tri. 1.500 m

z) Longitudinal Length of Well Cap on Toe Side from Abutment Wall L-W-Cap-Toe. 2.525 m Outer Face.

z-i) Average Length (Longitudinal) of Well Cap on Heel Side from L-W-Cap-Heel-Aver. 2.825 m Abutment Wall Face.= SAver.-Count.& Ab. + tWW-Count.

ii) Dimensions of RCC Well for Foundation.

a) Width of Well in Y-Y Direction (In Longitudinal Direction) WWell-Y-Y 5.500 m

b) Length of Well in X-X Direction (In Transverse Direction) LWell-X-X 12.750 m

c) Depth of Well from Bottom of Well Cap up to Bottom of Well Curb HWell-pro. 6.325 m

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d) Wall thickness of Well, tWall. 0.600 m

f) Thickness of Partition Walls of Well, tWall-Perti 0.600 m

g) Diameter of Outer Circle, DOuter. 5.500 m

h) Diameter of Inner Circle = DOuter - 2* tWall DInner. 4.300 m

i) Transverse Length of Rectangular Portion of Well Cap =LWell-X-X - DOuter LRect. 7.250 m

j) Length of Partition Walls = DOuter - 2*tWall LParti. 4.300 m

k) Number of Pockets within Well NPock. 3.000 Nos

l) Distance between Inner Faces of Pockets in Y-Y Direction SPock-Y-Y. 4.300 m (Longitudinal Span Length).

m) Distance between Inner Faces of Outer Pockets in X-X Direction SPock-X-X-Outer. 3.450 m (Transverse Span Length).

n) Distance between Inner Faces of Central Pocket in X-X Direction SPocket-X-X-Central. 3.450 m (Transverse Span Length).

o) Width of Well from its c.g. Line in X-X. = WWell-Y-Y/2 W1/2-Well-Y-Y 2.750 m

p) Surface Area of Well at Top & Bottom Level = pDOuter 2

/4 + LRect*DOuter AWell. 63.633 m 2

q) Total Length of Staining of Well (Main & Partitions) through Center line LStaining. 38.494 m = p*(DOuter+ DInner)/2 + 2*LRect. + 2*LParti

r) Surface Area of Well Cap = LAb-T-W-Cap*W1/2-Well-Y-Y + 0.5*pDOuter2/4 AWell-Cap. 66.879 m2 + LRect*W1/2-Well-Y-Y

s) Distance of c.g. (X-X) Line from Well Cap Toe Face bc.g.-Y-Y. 2.939 m = (LAb-T-W-Cap*(W1/2-Well-Y-Y) 2 *1.50+ (0.5*pDOuter 2 /4)*0.50*DOuter*3/4 + LRect*W1/2-Well-Y-Y 2 /2)/AWell-Cap.

t) RL of Highest Flood Level (HFL) HFLRL 2.100 m

u) RL of Maximum Scoring Level (MSL) MSLRL (4.750) m

5 Calculations for Safe Bearing Capacity (S.B.C.) of Soil for Well (Caisson) as Abutment Foundation . a) Height between RL of HFL & RL of MSL = HFLRL - MSLRL h 6.850 m

x = (2.100- (-)4.75)m

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b) Minimum Depth required for Bottom Level of Well from MSL= h/3 HWell-req 2.283 m

c) Provided Depth from Well Cap Bottom up to Bottom Level of Well H-Well-pro. 6.325 m

d) Calculated Soil Bearing Capacity at Bottom Level of Well Foundation pCal 164.811 kN/m2 pCal = 3.5(N-3)*{(B+0.3)/2B}*a*b + W; Where N = 50 over, the Field SPT value;

N/ = 33,the Corrected SPT value; f = 36.900, the Angle of Shearing Resistance of Soil; B =5.000m,Width of Well for Foundation; D = 6.250m, Depth of Well;

a = 0.50, for Submerge of Well Bottom; b = (1+D/5B) > 1.20 = (1+6.25/5*5) = 1.2 and W =Soil Pressure per m2 at Bottom Level of Well = D*g = 6.250*18.00kN/m2 = 112.500kN/m2

Thus the Calculated Soil Bearing Capacity pCal = 3.5(N-3)*{(B+0.3)/2B}*a*b + W, = (3.5*(50-3)*((5.00+0.3)/(2*5))*0.50*1.20 + 112.500)kN/m2 = 164.811kN/m2

e) Since the Soil Bearing Capacity as per Soil Investigation Report,

Since the Soil Bearing Capacity as per Soil Investigation Report, p = 770kN/m2 > pCal = 164.811kN/m2, thusthe Well Foundation is OK in respect of S.B.C.

6 Checking for Stability of Well Cap as Abutment Base against all applied Forces:

i) Imposed Vertical Loads/Forces upon Abutment Well Cap (As per Design Calculation Sheet - C) : a) Dead Load Reaction from Super-Structure RDL-Supr. 2,185.716 kN

b) Live Load Reaction from Super-Structure (Pedestrians, Wheel & Lane Load) RLL-Supr. 1,108.714 kN

c) Dead Load Reaction from Sub-Structure & Earth Pressure, RDL-Sub. 5,729.857 kN

d) Total Vertical Forces due to Dead & Live Load PV 9,024.287 kN (Super-Structure + Sub-Structure)

e) Moment due to Dead Load Reaction from Super-Structure MDL-Supr. 6,010.718 kN-m

f) Moment due to Live Load Reaction from Super-Structure MLL-Supr. 3,048.964 kN-m

g) Moment due to Dead Load & Soil Pressure for Sub-Structure MDL-Sub. 20,064.375 kN-m

h) Total Resisting Moment due to Vertical Forces (Dead & Live Load from MR 29,124.057 kN-m Super-Structure + Sub-Structure, Earth Pressure)

i) Total Horizontal Forces due to Earth Pressure, Surcharge, Braking, Wind- PH 2,466.234 kN Load, Dead Load Friction etc.

j) Total Overturning Moments due to Horizontal Forces MO 6,510.878 kN-m

ii) Checking Against Overturning.

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a) Factor of Safety against Overturning, FSOverturn = MR/MO  2. FSOverturn 4.473 OK

b) Since FSO > 2 , thus the Structure is safe in respect of Overturning.

iii) Checking Against Sliding.

a) Factor of Safety against Sliding, FSSlid = 0.4*PV / PH  1.50. FSSlid 1.464 Not OK

b) Since FSSlid > 1.50, thus the Structure is safe in respect of Sliding.

iv) Calculation of Eccentricity in respect of c.g. Line of Pile Cap in X-X Direction due to Applied Loads & Moments ( Vertical & Horizontal):

a) Net Moment or Algebraic sum of Moment about 'B' = MR - MO MN 22,613.179 kN-m

b) Distance of Resultant Forces from Well Cap Toe Face, x = MN /PV x 2.506 m

c) Distance of c.g. (X-X) Line from Well Cap Toe Face bc.g.-Y-Y. 2.939 m

d) Eccentricity, e = bc.g.-Y-Y. - x e 0.433 m

e) 1/6th Distance of bc.g.-Y-Y. from c.g. towards Well Wall Cap Toe = bc.g.-Y-Y./6 1/6th 0.490 m

f) Since the Calculated Eccentricity has (+) ve value & its Location is within Middle 1/3rd Portion of the Pile Cap in Y-Y direction, Factor of Safety against Overturning & Sliding are within limit range, Thus the Structure is a Stable One in all respect.

7 Checking for Stability of Well Cap as Abutment Base Without Superstrucre Loads (DL & LL) : i) Applied Loads Moments :

a) Dead Load Reaction from Sub-Structure & Earth Pressure, RDL-Sub. 5,729.857 kN

b) Moment due to Dead Load & Soil Pressure for Sub-Structure MDL-Sub. 20,064.375 kN-m

c) Total Horizontal Forces due to Earth Pressure, Surcharge & Wind Load on PH 2,220.297 kN Substructure.

d) Total Overturning Moments due to Horizontal Forces MO 4,831.474 kN-m

ii) Checking Against Overturning.

a) Factor of Safety against Overturning, FSOverturn = MR/MO  2. FSOverturn 4.153

b) Since FSOvertur > 2 , thus the Structure is safe in respect of Overturning.

iii) Checking Against Sliding.

a) Factor of Safety against Sliding, FSSlid = 0.4*PV / PH  1.50. FSSlid 1.032 Page 42

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b) Though FSSlid < 1.50, but the Well Cap would be a Integrated Component of the RCC Well, which will

make the Structure a Safe one in respect of Sliding.

iv) Calculation of Eccentricity in respect of c.g. Line of Pile Cap in X-X Direction due to Applied Loads & Moments ( Vertical & Horizontal):

a) Net Moment or Algebraic sum of Moment about 'B' = MR - MO MN 14,334.518 kN-m

b) Distance of Resultant Forces from Well Cap Toe Face, x = MN /PV x 2.502 m

c) Distance of c.g. (X-X) Line from Well Cap Toe Face bc.g.-Y-Y. 2.939 m

d) Eccentricity, e = bc.g.-Y-Y. - x e 0.437 m

e) 1/6th Distance of bc.g.-Y-Y. from c.g. towards Well Wall Cap Toe = bc.g.-Y-Y./6 1/6th 0.490 m

f) The Calculated Eccentricity has (+) ve value & its Location is within Middle 1/3rd Portion of the Well Cap in Y-Y direction, Factor of Safety against Overturning is within limit range, though Safety Factor against Sliding is less than limit range but the Well Cap is Integrated with RCC Well Structure, thus the Structure is a Stable One in all respect without Superstructure Loads also.

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D. Design Data, Factors & Methods for Analysis of Flexural Design of Structural Elements:

1 General Data for Construction Materials of Different Structural Components :

Description Notation Dimensions Unit.

i) Unit Weight of Different Materials in kg/m3:

(Having value of Gravitional Acceleration, g = 9.807 m/sec2)

a) Unit weight of Normal Concrete gc 2,447.232 kg/m

3

b) Unit weight of Wearing Course gWC 2,345.264 kg/m

3

c) Unit weight of Normal Water gW-Nor. 1,019.680 kg/m

3

d) Unit weight of Saline Water gW-Sali. 1,045.172 kg/m

3

e) Unit weight of Earth (Compected Clay/Sand/Silt) gs 1,835.424 kg/m 3

ii) Unit Weight of Different Materials in kN/m3:

a) Unit weight of Normal Concrete wc 24.000 kN/m3

b) Unit weight of Wearing Course wWC 23.000 kN/m

3

c) Unit weight of Normal Water wW-Nor. 10.000 kN/m

3

d) Unit weight of Saline Water wW-Sali. 10.250 kN/m

3

e) Unit weight of Earth (Compected Clay/Sand/Silt) wE 18.000 kN/m3

iii) Strength Data related to Ultimate Strength Design( USD & AASHTO-LRFD-2004) : a) Concrete Ultimate Compressive Strength, f/c (Normal Concrete) f /

c 21.000 MPa b) Concrete Allowable Strength under Service Limit State (WSD) = 0.40f/c fc 8.400 MPa c) Modulus of Elasticity of Concrete, Ec = 0.043gc

1.50_

f/c Ec 23,855.620 MPa

(AASHTO LRFD-5.4.2.4).

d) Poisson's Ration = 0.63f/c = 0.63*21^(1/2), subject to cracking and considered 2.887 to be neglected (AASHTO LRFD-5.4.2.5).

e) Modulus of Rupture of Concrete, fr = 0.63f /

c = 0.63*21^(1/2)Mpa fr 2.887 MPa (AASHTO LRFD-5.4.2.6).

f) Steel Ultimate strength, fy (60 Grade Steel) fy 410.000 MPa

g) Steel Allowable Strength under Service Limit State (WSD) = 0.40fy fs 164.000 MPa h) Modulus of Elasticity of Reinforcement, Es for fy = 410 MPa ES 200000.000 MPa

iv) Strength Data related to Working Stress Design & Service Load Condition ( WSD & AASHTO-SLS ) : a) Modular Ratio, n = Es/Ec  6 = 8.384 Say n 8 b) Value of Ratio of Steel & Concrete Flexural Strength, r = fs/fc r 19.524

c) Value of k = n/(n + r) k 0.291

d) Value of j = 1 - k/3 j 0.903

e) Value of R = 0.5*(fckj) R 1.102

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(Respective Resistance Factors are mentioned as f )

a) For Flexural & Tension in Reinforced Concrete fFlx-Rin. 0.90 b) For Flexural & Tension in Prestressed Concrete fFlx-Pres. 1.00 c) For Shear & Torsion of Normal Concrete fShear. 0.90 d) For Axil Comression with Spirals or Ties & Seismic Zones at Extreme fSpir/Tie/Seim. 0.75

Limit State (Zone 3 & 4).

Flexural value of f of Compression Member will Increase Linearly as the Factored Axil Load Resitance,

fPn, Decreases from 0.10f /

cAg to 0.

e) For Bearing on Concrete fBearig. 0.70

f) For Compression in Strut-and-Tie Modeis fStrut&Tie. 0.70 g) For Compression in Anchorage Zones with Normal Concrete fAnc-Copm-Conc. 0.80 h) For Tension in Steel in Anchorage Zones fAnc-Ten-Steel. 1.00 i) For resistance during Pile Driving fPile-Resistanc. 1.00 j) For Partially Prestressed Components in Flexural with or without Tension fFlx-PPR. 1.00

Resistance Factor f = 0.90 + 0.10*(PPR) in which,

PPR = Apsfpy/(Apsfpy + Asfy), where; PPR is Partial Prestress Retio. PPR

As = Steel Area of Nonprestressing Tinsion Reinforcement in mm2 As mm2 Aps = Steel Area of Prestressing Steel mm

2

Aps mm

2

fy = Yeiled Strength of Nonprestressing Bar in MPa. fy 410.00 N/mm 2

fpy = Yeiled Strength of Prestressing Steel in MPa. fpy N/mm2

vi)b Factors for Conventional RCC & Prestressed Concrete Design (AASHTO LRFD-5.7.2.2). :

a) Flexural value of b1, the Factor of Compression Block in Reinforced Concrete b1 0.85 up to 28 MPa.

i) For Further increases of Strength of Concrete after 28 MPa agaunst each 7MPa the value of b1 will decrese by 0.05 & the Minimum Value of b1 will be 0.65.

ii) For Composite Concrete Structure, b1avg = Σ(f /

cAccb1)/Σ(f /

cAcc); where, Acc =Area of Concrete Element in Compression of Crresponding Strength.

b) Value of b for Flexural Tension of Reinforcement in Concrete b 0.85

vii) Ultimate Strength Data for Design of Prestressing Components ( USD & AASHTO-LRFD-2004) : a) For Uncoated & Stress-relieved 7 (Seven) Wire according to AASHTO-LRFD Bridge Construction

Specifications (AASHTO-LRFD-5.4.4) will be;

i) AASHTO M 203/M 203M (ASTM A 416/A 416M), or ii) AASHTO M 275/M 275M (ASTM A 722/A 722M).

b) Tensial Strength for Strand with Grade 250 having Diameter 6.35 to 15.24mm, fpu-250-Str. 1,725 Mpa

c) Tensial Strength for Strand with Grade 270 having Diameter 9.37 to 15.24mm, fpu-270-Str. 1,860 Mpa

d) Tensial Strength for Type-1 Plain Bar having Diameter 19 to 35mm, fpu-Ty-1-P-Bar 1,035 Mpa

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f) Yield Strength for Strand with Grade 250 having Diameter 6.35 to 15.24mm, fpy-250-Str. 1,466 Mpa = 85% of Tensial Strength (fpu).

g) Yield Strength for Strand with Grade 270 having Diameter 9.37 to 15.24mm, fpy-270-Str. 1,581 Mpa = 85% of Tensial Strength (fpu).

h) Yield Strength for Type-1 Plain Bar having Diameter 19 to 35mm, fpy-Ty-1-P-Bar 880 Mpa = 85% of Tensial Strength (fpu).

i) Yield Strength for Type-2 Deformed Bar having Diameter 16 to 35mm, fpy-Ty-1-P-Bar 828 Mpa = 80% of Tensial Strength (fpu).

j) Modulus of Elastacity for Strand Ep-Strandy 197,000 MPa

j) Modulus of Elastacity for Bar Ep-Bar 207,000 MPa

2 Different Load Multiplying Fatcors for Strength Limit State Design (USD) & Load Combination : i) Formula for Load Factors & Selection of Load Combination :

a) Formula for Load Factors Q = Σ ηigiQif Rn = Rr; (ASSHTO LRFD-1.3.2.1-1 & 3.4.1-1) Where, ηi is Load Modifier having values

ηi = ηDηRηI  0.95 in which for Loads a Maximum value of gi Applicable; (ASSHTO LRFD-1.3.2.1-2), & ηi = 1/(ηDηRηI)  1.00 in which for Loads a Minimum value of gi Allpicable; (ASSHTO LRFD-1.3.2.1-3) Here:

gi = Load Factor; a statistically based multiplier Applied to Force Effect,

f = Resistance Factor; a statistically based multiplier Applied to Nominal Resitance, ηi = Load Modifier; a Factor related to Ductility, Redundancy and Operational Functions, For Strength Limit State;

ηi = ηD = 1.00 for Conventional Design related to Ductility, ηD 1.000 ηi = ηR = 1.00 for Conventional Levels of Redundancy , ηR 1.000

ηi = ηI = 1.00 for Typical Bridges related to Operational Functions, ηl 1.000

Qi = Force Effect, Rn = Nominal Resitance, Ri = Factored Resitance = fRn.

ii) Permanent & Dead Load Multiplier Factors for Strength Limit State Design (USD) According to AASHTO-LRFD-3.4.1 ; Table 3.4.1-1&2 :

of Table 3.4.1-2)

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iii) Live Load Multiplier Factors for Strength Limit State Design (USD) According to AASHTO-LRFD-3.4.1; Table 3.4.1-1&2 :

c) Multiplier Factor for Vhecular Dynamic Load Allowence-IM as per Provision of IM 1.330 ASSHTO LRFD-3.6.2.1, Table 3.6.2.1-1;

f) Multiplier Factor for Vehicular Centrifugal Force-CE gLL-CE. 1.750

g) Multiplier Factor for Vhecular Breaking Force-BR . gLL-BR. 1.750

j) Multiplier Factor for Wind Load on Structure-WS STRENGTH - III gLL-WS. 1.400

l) Multiplier Factor for Wind Load on Live Load-WL STRENGTH - V gLL-WL 1.000

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(With Elastomeric Bearing).

3 Different Load Multiplying Fatcors for Service Limit State Design (WSD) & Load Combination :

i) Permanent & Dead Load Multiplier Factors for Service Limit State Design (WSD) According to AASHTO-LRFD-3.4.1 ; Table 3.4.1-1&2 :

of Table 3.4.1-2)

ii) Live Load Multiplier Factors for Service Limit State Design (WSD) According to AASHTO-LRFD-3.4.1; Table 3.4.1-1&2 :

c) Multiplier Factor for Vhecular Dynamic Load Allowence-IM as per Provision of IM 1.000 ASSHTO LRFD-3.6.2.1, Table 3.6.2.1-1 (SERVICE - I);

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f) Multiplier Factor for Vehicular Centrifugal Force-CE SERVICE - II gLL-CE. 1.300

g) Multiplier Factor for Vhecular Breaking Force-BR . SERVICE - II gLL-BR. 1.300

j) Multiplier Factor for Wind Load on Structure-WS SERVICE - IV gLL-WS. 0.700

l) Multiplier Factor for Wind Load on Live Load-WL SERVICE - II gLL-WL 1.300

3 Intensity of Different Imposed Loads (DL & LL) & Load Coefficients : i) Coefficient for Lateral Earth Pressure (EH) :

a) Coefficient of Active Horizontal Earth Pressure, ko = (1-sinff ) ,Where; ko 0.441

f is Effective Friction Angle of Soil

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Effective Friction Angle of Soil, f = 340 .(Table 12.9, Page-138, RAINA,s Book)

c) Angle of Friction with Concrete surface & Soli d 19 to 24 O

AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.

d) Value of Tan d (dim) for Coefficient of Friction. Tan d 0.34 to 0.45 dim = 0.34 to 0.45 (AASHTO-LRFD-3.11.5.3 ;Table 3.11.5.3-1.)

ii) Dead Load Surcharge Lateral/Horizontal Pressure Intensity (ES); AASHTO-LRFD-3.11.6.1. :

a) Constant Horizontal Earth Pressur due to Uniform Surcharge, Dp-ES 0.007935 N/mm 2

Dp-ES = ksqs in Mpa. Where; 7.935 kN/m

2

b) ks is Coefficien of Earth Pressure due to Surcharge = ko for Active ks 0.441 Earth Pressure,

c) qs is Uniform Surcharge applied to upper surface of Active Earth Wedge(Mpa) qS 0.018 N/mm 2

= wE*10 -3

N/mm2

iii) Live Load Surcharge Vertical & Horizontal Pressure Intensity (LS); AASHTO-LRFD-3.11.6.4. :

a) Constant Earth Pressur both Vertical & Horizontal for Live Load Dp-LL-Ab<6.00m 0.007141 N/mm 2

Surcharge on Abutment Wall (Perpendicular to Traffic), Where; 7.141 kN/m2

Dp-LS = kgsgheq*10 -9 _D p-LL-Ab6.00m 0.004761 N/mm 2 4.761 kN/m2

b) Constant Horizontal Earth Pressur due to Live Load Surcharge for Dp-LL-WW<6.00m 0.008331 N/mm 2

Wing Walls (Parallel to Traffic), Where; 8.331 kN/m2

Dp-LS = kgsgheq*10 -9 , Dp-LL-WW6.00m 0.004761 N/mm 2 4.761 kN/m2

c) ks is Coefficien of Latreal Earth Pressure = ko for Active Earth Pressure. k 0.441 d) gs is Unit Weight of Soil (kg/m

3

) gs 1835.424 kg/m

3

e) Since wE, the Unit Wieght of Soil = 18kN/m 3

, thus gs = wE*10^3/g

f) g is Gravitational Acceleration (m/sec2), AASHTO-LRFD-3.6.1.2. g 9.807 m/sec2

g) heq is Equivalent of Height of Abutment Wall Soil for Vehicular Load (mm). heq-Ab<6.00m. 900.000 mm Having, H < 6000mm & for having H  6000mm ; heq-Ab6.00m. 600.000 mm AASHTO-LRFD-3.11.6.4; Table-3.11.6.4-1.

h) Width of Live Load Surcharge Pressure for Abutment having Weq-Ab<6.00m. 900.000 mm

H < 6000mm.& H  6000mm. 0.900 m

AASHTO-LRFD-3.11.6.4; Table-3.11.6.4-1. Weq-Ab6.00m. 600.000 mm

0.600 m

i) heq is Equivalent of Height of Abutment Wall Soil for Vehicular heq-WW<6.00m. 1050.000 mm Load (mm). Having, H < 6000mm & for having H  6000mm ; heq-WW6.00m. 600.000 mm AASHTO-LRFD-3.11.6.4; Table-3.11.6.4-2.

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j) Width of Live Load Surcharge Pressure for Wing Walls, Weq-WW<6.00m. 600.000 mm

Having H < 6000mm.& H  6000mm. 0.600 m

Weq-WW6.00m. 600.000 mm 0.600 m

iv) Wind Load Intensity on Superstructure Elements (WS) :

a) Horizontal Wind Load Intensity on Vertical Fcaes of Superstructure pWind-Sup-Let. 0.000800 Mpa Elements in Lateral Direction of Wind Flow (Parallel to Traffic). 0.800 kN/m2 AASHTO-LRFD-3.8.1.2.2; Table-3.8.1.2.2-1.

b) Horizontal Wind Load Intensity on Vertical Fcaes of Superstructure pWind-Sup-Long. 0.0009000 Mpa Elements in Longitudinal Direction of Wind Flow (Perpendicular to Traffic). 0.900 kN/m2

v) Wind Load Intensity on Substructure Elements (WS) :

a) Horizontal Wind Load Intensity on Vertical Fcaes of Substructure pWind-Sub-Let. 0.000950 Mpa Elements in Lateral Direction (Parallel to Traffic). = 0.0019*cos600 Mpa, 0.950 kN/m2 Considering 600 Skew Angle of Main Force; (AASHTO-LRFD-3.8.1.2.3).

b) Horizontal Wind Load Intensity on Vertical Fcaes of Substructure pWind-Sub-Long. 0.001645 Mpa Elements in Longitudinal Direction (Perpendicular to Traffic). 1.645 kN/m2 = 0.0019*sin600 Mpa; Considering 600 Skew Angle of Main Force;

(AASHTO-LRFD-3.8.1.2.3).

vi) Wind Load Intensity on Live Load (WL) :

a) Horizontal Wind Load Intensity on Live Load upon Superstructure pWind-LL-Sup-Let. 0.550 N/mm in Longitudinal Direction (Parallel to Traffic). = 0.550 N/mm, having 0.550 kN/m action at 1800mm above Deck & Considering 600 Skew Angle of Force;

for Two Lane Bridge. (AASHTO-LRFD-3.8.1.3; Table- 3.8.1.3-1).

b) Horizontal Wind Load Intensity on Live Load upon Superstructure pWind-LL-Sup-Long. 0.500 N/mm in Lateral Direction (Perpendicular to Traffic) = 0.500N/mm having 0.500 kN/m action at 1800mm above Deck & Considering 600 Skew Angle of Main

Force; for Two Lane Bridge.(AASHTO-LRFD-3.8.1.3; Table- 3.8.1.3-1).

vii) Intensity on Breaking Force (BR) :

a) Intensity of Horizontal Breaking on Superstructure is the Greater value of pLL-Sup-Break. 162.500 kN i) 25% of the Axle Weight of Design Truck/Design Tendem, or pLL-25%-Truck. 162.500 kN ii) 5% of Design (Truck + Lane Load) or (Design Tendem + Lane Load) pLL-5%-(Tru+Lane.) 55.750 kN Breaking Force is for Two Lane Bridge & its Action at 1800mm above Deck.

(AASHTO-LRFD-3.6.4).

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i) Structural Modeling (AASHTO-LRFD-5.6.3.2) : a) Factored Resistance of Strut-and-Tie, Pr = fPn .

i) For Unreinforced Compressive Struts Pr-Unrin. 179928.000 N

ii) For Reinforced Compressive Struts Pr-Rin. 2488118.954 N

b) Pn = Nominal Resistance of Strut or Tie in N.

i) For Unreinforced Compressive Struts Pn-Unrin. 257040.000 N

ii) For Reinforced Compressive Struts Pn-Rin. 3554455.649 N

c)f = Tension/Compression Resistance Factor as required for the Component. f 0.70

ii) Proportioning of Strength for Unreinforced Compressive Struts, (AASHTO-LRFD-5.6.3.3.1) :

a) Nominal Resistance of Unreinforced Strut in N, Pn-Unrin. = fcuAcs; where, Pn-Unrin. 257040.000 N 257.040 kN

b) fcu = Limiting Compressive Stress in MPa as per AASHTO-LRFD-5.6.3.3.3. fcu. 17.850 N/mm 2

= f/c/(0.8+172e l)  0.85f /

c, here, e l = 0.002 mm/mm, the Pricapal Tensile Strain of Crack Concrete due to Factored Load. Thus

f/c/(0.8+172e l) = 18.357 & 0.85f /

c = 17.850 c) Acs = Effective X-Sectional Area of Strut in mm

2

under the provision of Acs. 14,400.000 mm 2

AASHTO-LRFD-5.6.3.3.2. For Strut Anchored by Reinforcement the Length of Strut is 6-times the Main bar Diameter & Width is Width of Component. For RCC Girder Diameter of Bar fBar = 32 mm & Width of Girder b = 450 mm. Acs = fBar*b

iii) Proportioning of Strength for Reinforced Compressive Struts, (AASHTO-LRFD-5.6.3.3.2) :

a) Nominal Resistance of Reinforced Strut in N, Pn-Rin. = fcuAcs + fyAss ; where, Pn-Rin. 3,554,455.649 N Ass is Area of Reinforcement of Strut in mm2 . For RCC Girder nos. of Bars 3,554.456 kN Nbar = 10 nos.X-Area of bar,Af =p*fBar

2

/4 = 804.25 mm2 Thus Ass = Af*Nbar.= 8,042.48 mm

2

iv) Proportioning of Tension Ties, (AASHTO-LRFD-5.6.3.4.) :

a) Nominal Resistance of Tension Tie in N, Pn-Ten. = fyAst + Aps(fpe + fy); where, Pn-Tie. 5,605,606.604 N 5,605.607

kN

b) Ast is Total Area of Longitudanal Reinforcement of Tie in mm 2

. For RCC Girder Ast. 13,672.211 mm2 Total nos.Bar Nbar = 17 nos. Thus, Ast = Af*Nbar.

c) Aps is Area of Prestressing Steel in mm 2

. For RCC Girder, Aps = 0. Aps. 0.000 mm

2

d) fpe is Stress in Prestressing Steel after loss in MPa. For RCC Girder, fpe = 0 fpe 0.000 N/mm 2