design calculation of abutment

RAIL VIKAS NIGAM LIMITED

DOUBLING OF KOTA - RUTHIYAI (164.206 Km) SECTION OF BINA - SALPURA - KOTA ROUTE (PACKAGE - II )

DESIGN OF MAJOR (

B RIDGE NO : 20 12 x 5.897 m RCC BOX

A ril-13

)

CONTENTS PAGE NO SR NO

DESCRIPTION

Fr o m

To

1

SOIL

0

0

2

LOAD CACULATION

1

6

3

STAAD REPORT

7

17

4

RCC DESIGN OF BOX

18

20

5

DESIGN OF WING WALL

21

35

5

DESIGN OF WING WALL

36

50

CONTENTS PAGE NO SR NO

DESCRIPTION

Fr o m

To

1

SOIL

0

0

2

LOAD CACULATION

1

6

3

STAAD REPORT

7

17

4

RCC DESIGN OF BOX

18

20

5

DESIGN OF WING WALL

21

35

5

DESIGN OF WING WALL

36

50

CENGRS GEOTECHNICA GEOTECHNICA PVT. L TD.

Job No. 211191B-I

Sheet No. 24

(R1)

Settlement analysis for open foundations has been done using classical theory, as sum of elastic settlement and consolidation settlement. Since the cohesive strata (clayey silt/silty clay) encountered is hard in consistency, consolidation settlement is not likely to occur. Reviewing the available borehole data, we recommend the following values of net allowable bearing pressures for open foundations at BH-1 location:

Bridge No.

20

Chainage, Km

19.030

Borehole No.

BH-1

Foundation Embedment Depth below EGL, m

Recommended Net Allowable Bearing Pressure, T/m2

3.0 (RL 252.8 m)

16

4.0 (RL 251.8 m)

20

5.0 (RL 250.8 m)

25

6.0 (RL 249.8 m)

30

The above values include a bearing capacity safety factor of 2.5. Total settlement of foundations bearing on soil is expected to be about 50 mm. Net bearing pressures for foundations at intermediate depths may be interpolated linearly between the values given above. Typical calculations are presented at the end of Appendix-D. 10.0 MINOR BRIDGE NO. 23 AT CHAINAGE 25.700 25.700 KM 10.1 Bridge Details A Minor Bridge No. 23 is i s planned at Ch: 25.700 Km in between Sri Kalyanpura and Bhonra railway crossings. One (1) borehole was drilled at this structure location to about 20 m depth. The existing bridge at this location is a Box Culvert with span arrangement of 8 x 4.99 m. The proposed structure details provided to us, as well as borehole details, are tabulated below:

Br no 20

Load

URS

DESIGN OF RCC BOX INPUT DATA

A

20 DOUBLING OF RUTHIYAI-KOTA X 5.897 12 x 6.54

BRIDGE NO. PROJECT PROPOSED SPAN

Nos

Horz.

256.216 252.720 256.136 254.936 25 t

PROPOSED F.L EXISTING B.L PROPOSED TOP OF BOX HFL Standard of Loading B

( 80 mm TH Wearing Course )

PROPERTIES Grade of Concrete Grade of Steel Clear Span Clear Height Thickness of Vertical Wall Thickness of Horizontal Slab Earth Cushion Ballast Cushion Nos of Track Track Centre ( In case of More than one Track ) Skew Angle Length of Box Formation Width

C

Vert

RUTHIYAI-KOTA

SECTION

M Fe

35 500 5.897 3.016 0.712 0.55 0.080 0.35 1 5.3 60 7.17 6.850

m m m m m m Nos m Degree m m

LOAD



3

1.8

t/m

Live Load Surcharge

13.7

t/m

Dead Load Surcharge Angle of Internal Friction of Soil

6.2 0.611

t/m radian

Density of Soil EDUL

 

35 Deg

=

2 2

Br no 20

Load

URS

Width of Distribution

Width of Distribution at Top

= =

3.000 + 3.000 m

0x

5.3

3.000 2 1 0.080

3.080

Distribution Width as per Cl 2.3.4.2 (b) Bridge Rule for RCC Slab 3.080

+

Length of Box =

0.5 x

5.897

=

6.0285 m

7.17 m

Final Width of Distribution =

6.0285 m

Width of Distribution / Track =

6.0285

Hen c e Fi n al Wi d t h o f Di s t r i b u t i o n / Tr ac k

/

1

=

=

6.0285 m

6.0285 m

1 Calculation of Load

1.1 1.1 Dead Dead Load Load 1.1 1.1.1

Due Due to Ea Earth Cusio Cusion n Top Width of Formation

=

6.850 m

Bottom Width of Formation

=

7.17 m

Weight of Soil =

6.850 +

7.17 0.080

x 1.800

=

1.00944 t

2 UDL due to Weight of Soil =

1.00944

/

7.17

=

0.15 t/m

Br no 20

1.1.2

Load

URS

Due to Track Weight Weight of Track / m Run = Width of Distribution

6.2 t

=

6.0285 m

UDL due to Track Weight =

Final Dead Load UDL

=

Ultimate Dead Load UDL =

6.2

/

6.0285

0.15

+

1.03

1.18

x

=

1.03 t/m

=

1.18 t/m

1.4 = =

1.652 t/m 16.52 kN/m

( Note :- Self Weight will be taken in STAAD with factor 1.4 ) 1.2 Live Load 1.2.1

Calculation of CDA

Nos of Span 1 2 3 4 5 6 7 8 9 10 11 12 1.2.1

CDA 0.15+ (8 / 6 + L) 0.785 0.567 0.46 0.397 0.355 0.326 0.304 0.286 0.273 0.261 0.252 0.244

Total Span (L) 6.609 13.218 19.827 26.436 33.045 39.654 46.263 52.872 59.481 66.09 72.699 79.308

CDA at BOX

Cusion

As per Cl 2.4.2.1 Br Rule

0.430 0.430 0.430 0.430 0.430 0.430 0.430 0.430 0.430 0.430 0.430 0.430

0.598 0.432 0.351 0.303 0.271 0.249 0.232 0.218 0.208 0.199 0.192 0.186

Calculation of CDA Distribution Width Ultimate Factor

Nos of Span 1 2 3 4 5 6 7 8 9 10 11 12

=

6.0285 m 2 As per CBC

= Live Load ( kN ) 1278 2095 2923 3679 4465 5266 6037 6828 7613 8398 9184 9969

CDA 0.598 0.432 0.351 0.303 0.271 0.249 0.232 0.218 0.208 0.199 0.192 0.186

LL with LL/m CDA Width 2041.5 338.6 2999.9 497.6 3949.0 655.1 4793.5 795.1 5675.4 941.4 6576.6 1090.9 7437.6 1233.7 8316.5 1379.5 9196.8 1525.6 10068.8 1670.2 10946.8 1815.8 11823.1 1961.2

Span ( m) 6.609 13.218 19.827 26.436 33.045 39.654 46.263 52.872 59.481 66.09 72.699 79.308

Ultimate UDL /m Width

UL T FA CT k N/m 2 2 2 2 2 2 2 2 2 2 2 2

103 76 67 61 57 56 54 53 52 51 50 50

Br no 20

Load

URS

1.3 Long Load

Ultimate Factor

2 As per CBC

Long Load ( kN )

Nos of Span 1 2 3 4 5 6 7 8 9 10 11 12

1.3

=

Dispersion 0 0 0 0 0 0 0 0 0 0 0 0

326.87 618.03 735.46 927.05 980.61 1236.06 1236.06 1236.06 1236.06 1236.06 1236.06 1275.3

l./m Ult. Long L. /m Width Net Long Long Width Load ULT FAC kN 326.87 54.221 2 108.442 618.03 102.518 2 205.037 735.46 121.997 2 243.995 927.05 153.778 2 307.556 980.61 162.662 2 325.325 1236.06 205.036 2 410.073 1236.06 205.036 2 410.073 1236.06 205.036 2 410.073 1236.06 205.036 2 410.073 1236.06 205.036 2 410.073 1236.06 205.036 2 410.073 1275.3 211.545 2 423.091

ACTIVE EARTH PRESSURE For Calculating the Active Earth Pressure COULOMB's theory is followed.

Where :Ka =

Coefficient of Active Earth Pressure

h = w =

Height of Soil Unit Weight of Soil 5.7.1

Sub Str

2

Ka =

2

Cos ()Cos( + )

Cos ( - ) Sin( - )Sin( - ) 1 + Cos(+ )Cos ( - )

2

Following values are taken for calculating the active earth pressure. Level Slope of Wall with Vert. Coeff. of internal friction of Soil Angle of friction bet. Wall & earth Angle of slope of fill with Horz.

FL

TOB

= = = = Ka =

Int. Chk & TOF 0.000 0.611 0.204 0.000

rad rad rad rad

0.251

256.216

t/m

Ultimate Load kN/m 0.0629 0.629

t/m

Ultimate Load kN/m 2.6843 26.843

0.037 ka *  * h

256.136

3.496

BL

252.720

1.579 ka *  * h Earth Pressure at Bottom =

1.579 t/m =

Ultimate Factor 1.7

Br no 20

1.4

Load

URS

EARTH PRESSURE DUE TO Live Load SURCHARGE (AS PER BRIDGE SUB-STRUCTURES & FOUNDATION CODE) Height = H = 3.496 m Length of BOx = L = 6.029 m Width Of Distribution = B = 3.000 m Net Live load Surcharge = S = Since

H CASE NO.=

Ultimate Factor =

= >

1.7

13.7

t/m

t/m =

Ultimate t/m kN/m 1.9482 19.482

(L-B) 2 w il l b e u sed As per CBC

S * Ka / B

5.8.2

=

1.146

t/m S * Ka / L

1.5

=

0.57

t/m =

EARTH PRESSURE DUE TO Dead Load SURCHARGE (AS PER BRIDGE SUB-STRUCTURES & FOUNDATION CODE) Height = H = 3.496 m Length of BOx = L = 6.029 m Width Of Distribution = B = 3.000 m Net Live load Surcharge = V = Since

H CASE NO.=

Ultimate Factor =

= >

1.7 V * Ka / B

V * Ka / L

Ultimate kN/m 0.969 9.69

5.8.2

6.2

t/m

t/m =


t/m =


(L-B) 2 w il l b e u sed As per CBC =

=

0.519

0.258

Br no 20

Load

Summary Of Load

Earth Pressure DL Surcharge LL Surcharge

d a o L e v i L

d a o L g n o L

Case DL Top Bottom Top Bottom Top Bottom 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12

Ultimate Load

16.52 0.629 26.843 8.823 4.386 19.482 9.69 103 76 67 61 57 56 54 53 52 51 50 50 108 205 244 308 325 410 410 410 410 410 410 423

kN/m KN/m kN/m KN/m kN/m KN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN kN kN kN kN kN kN kN kN kN kN kN

URS

7

STAAD INPUT STAAD SPACE START JOB INFORMATION ENGINEER DATE 17-Apr-11 JOB NAME Br No 45 ENGINEER NAME GEOTEST JOB CLIENT WR JOB REV R0 JOB PART 1/1 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 -0.1 0 0; 13 6.509 0 0; 25 13.118 0 0; 26 -0.1 3.566 0; 27 6.509 3.566 0; 28 13.118 3.566 0; 29 26.336 0 0; 30 19.727 0 0; 31 26.336 3.566 0; 32 19.727 3.566 0; 33 32.945 0 0; 34 32.945 3.566 0; 35 39.554 0 0; 36 39.554 3.566 0; 37 46.163 0 0; 38 46.163 3.566 0; 39 52.772 0 0; 40 52.772 3.566 0; 41 59.381 0 0; 42 59.381 3.566 0; 43 65.99 0 0; 44 65.99 3.566 0; 45 72.599 0 0; 46 72.599 3.566 0; 47 79.208 0 0; 48 79.208 3.566 0; 49 0.9745 0 0; 50 2.049 0 0; 51 3.1235 0 0; 52 4.198 0 0; 53 5.2725 0 0; 54 7.5835 0 0; 55 8.658 0 0; 56 9.7325 0 0; 57 10.807 0 0; 58 11.8815 0 0; 59 25.0995 0 0; 60 24.025 0 0; 61 22.9505 0 0; 62 21.876 0 0; 63 20.8015 0 0; 64 18.4905 0 0; 65 17.416 0 0; 66 16.3415 0 0; 67 15.267 0 0; 68 14.1925 0 0; 69 31.7085 0 0; 70 30.634 0 0; 71 29.5595 0 0; 72 28.485 0 0; 73 27.4105 0 0; 74 38.3175 0 0; 75 37.243 0 0; 76 36.1685 0 0; 77 35.094 0 0; 78 34.0195 0 0; 79 44.9265 0 0; 80 43.852 0 0; 81 42.7775 0 0; 82 41.703 0 0; 83 40.6285 0 0; 84 51.5355 0 0; 85 50.461 0 0; 86 49.3865 0 0; 87 48.312 0 0; 88 47.2375 0 0; 89 58.1445 0 0; 90 57.07 0 0; 91 55.9955 0 0; 92 54.921 0 0; 93 53.8465 0 0; 94 64.7535 0 0; 95 63.679 0 0; 96 62.6045 0 0; 97 61.53 0 0; 98 60.4555 0 0; 99 71.3625 0 0; 100 70.288 0 0; 101 69.2135 0 0; 102 68.139 0 0; 103 67.0645 0 0; 104 77.9715 0 0; 105 76.897 0 0; 106 75.8225 0 0; 107 74.748 0 0; 108 73.6735 0 0; MEMBER INCIDENCES 1 1 49; 2 49 50; 3 50 51; 4 51 52; 5 52 53; 6 53 13; 7 13 54; 8 54 55; 9 55 56; 10 56 57; 11 57 58; 12 58 25; 13 68 25; 14 67 68; 15 66 67; 16 65 66; 17 64 65; 18 30 64; 19 63 30; 20 62 63; 21 61 62; 22 60 61; 23 59 60; 24 29 59; 25 73 29; 26 72 73; 27 71 72; 28 70 71; 29 69 70; 30 33 69; 31 78 33; 32 77 78; 33 76 77; 34 75 76; 35 74 75; 36 35 74; 37 83 35; 38 82 83; 39 81 82; 40 80 81; 41 79 80; 42 37 79; 43 88 37; 44 87 88; 45 86 87; 46 85 86; 47 84 85; 48 39 84; 49 93 39; 50 92 93; 51 91 92; 52 90 91; 53 89 90; 54 41 89; 55 98 41; 56 97 98; 57 96 97; 58 95 96; 59 94 95; 60 43 94; 61 103 43; 62 102 103; 63 101 102; 64 100 101; 65 99 100; 66 45 99; 67 108 45; 68 107 108; 69 106 107; 70 105 106; 71 104 105; 72 47 104; 73 1 26; 74 13 27; 75 25 28; 76 30 32; 77 29 31; 78 33 34; 79 35 36; 80 37 38; 81 39 40; 82 41 42; 83 43 44; 84 45 46; 85 47 48; 86 26 27; 87 27 28; 88 32 28; 89 31 32; 90 31 34; 91 34 36; 92 36 38; 93 38 40; 94 40 42; 95 42 44; 96 44 46; 97 46 48; DEFINE PMEMBER 1 TO 6 PMEMBER 1 7 TO 12 PMEMBER 2 18 17 16 15 14 13 PMEMBER 3 24 23 22 21 20 19 PMEMBER 4 30 29 28 27 26 25 PMEMBER 5 36 35 34 33 32 31 PMEMBER 6 42 41 40 39 38 37 PMEMBER 7 48 47 46 45 44 43 PMEMBER 8 54 53 52 51 50 49 PMEMBER 9 60 59 58 57 56 55 PMEMBER 10 66 65 64 63 62 61 PMEMBER 11

8

72 71 70 69 68 67 PMEMBER 12 DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.17185e+007 POISSON 0.17 DENSITY 23.5616 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY INDIAN 1 TO 72 86 TO 97 PRIS YD 0.55 ZD 1 MEMBER PROPERTY INDIAN 73 85 PRIS YD 0.55 ZD 1 MEMBER PROPERTY INDIAN 74 TO 84 PRIS YD 0.45 ZD 1 CONSTANTS MATERIAL CONCRETE ALL SUPPORTS 1 13 25 29 30 33 35 37 39 41 43 45 47 49 TO 107 108 FIXED BUT FX FZ MX MY MZ KFY 2000 LOAD 1 LOADTYPE Dead TITLE DL SELFWEIGHT Y -1.4 LIST 1 TO 97 MEMBER LOAD 86 TO 97 UNI GY -14.7 LOAD 2 LOADTYPE Dead TITLE EARTH PRESSURE MEMBER LOAD 73 TRAP GX 26.85 0 85 TRAP GX -26.85 -0 LOAD 3 LOADTYPE None TITLE DL SURCHARGE ON BOTH SIDE MEMBER LOAD 73 TRAP GX 4.5 9 85 TRAP GX -4.5 -9 LOAD 4 LOADTYPE None TITLE LL SURCHARGE ONE SIDE MEMBER LOAD 73 TRAP GX 9.9 19.9 LOAD 5 LOADTYPE None TITLE LL SURCHARGE ON BOTH SIDE MEMBER LOAD 73 TRAP GX 9.9 19.9 85 TRAP GX -9.9 -19.5 LOAD 6 LOADTYPE Live TITLE LL ON ONE SPAN MEMBER LOAD 86 UNI GY -109 LOAD 7 LOADTYPE Live TITLE LL ON TWO SPAN MEMBER LOAD 86 87 UNI GY -80 LOAD 8 LOADTYPE Live TITLE LL ON 3 SPAN MEMBER LOAD 86 TO 88 UNI GY -70 LOAD 9 LOADTYPE Live TITLE LL ON 4 SPAN MEMBER LOAD 86 TO 89 UNI GY -63 LOAD 10 LOADTYPE Live TITLE LL ON 5 SPAN MEMBER LOAD 86 TO 90 UNI GY -60 LOAD 11 LOADTYPE Live TITLE LL ON 6 SPAN MEMBER LOAD 86 TO 91 UNI GY -57 LOAD 12 LOADTYPE Live TITLE LL ON 7 SPAN MEMBER LOAD 86 TO 92 UNI GY -56

9

LOAD 13 LOADTYPE Live TITLE LL ON 8 SPAN MEMBER LOAD 86 TO 93 UNI GY -55 LOAD 14 LOADTYPE Live TITLE LL ON 9 SPAN MEMBER LOAD 86 TO 94 UNI GY -54 LOAD 15 LOADTYPE Live TITLE LL ON 10 SPAN MEMBER LOAD 86 TO 95 UNI GY -53 LOAD 16 LOADTYPE Live TITLE LL ON 11 SPAN MEMBER LOAD 86 TO 96 UNI GY -52 LOAD 17 LOADTYPE Live TITLE LL ON 12 SPAN MEMBER LOAD 86 TO 97 UNI GY -51 *Longtudinal Load LOAD 18 LOADTYPE Live TITLE LONG LOAD ON ONE SPAN JOINT LOAD 26 FX 110 LOAD 19 LOADTYPE Live TITLE LONG LOAD FOR 2 SPAN JOINT LOAD 26 FX 208 LOAD 20 LOADTYPE Live TITLE LONG LOAD ON 3 SPAN JOINT LOAD 26 FX 247 LOAD 21 LOADTYPE Live TITLE LONG LOAD ON 4 SPAN JOINT LOAD 26 FX 277 LOAD 22 LOADTYPE Live TITLE LONG LOAD ON 5 SPAN JOINT LOAD 26 FX 330 LOAD 23 LOADTYPE Live TITLE LONG LOAD ON 6 SPAN JOINT LOAD 26 FX 381 LOAD 24 LOADTYPE Live TITLE LONG LOAD ON 7 SPAN JOINT LOAD 26 FX 416 LOAD 25 LOADTYPE Live TITLE LONG LOAD ON 8 SPAN JOINT LOAD 26 FX 416 LOAD 26 LOADTYPE Live TITLE LONG LOAD ON 9 SPAN JOINT LOAD 26 FX 416 LOAD 27 LOADTYPE Live TITLE LONG LOAD ON 10 SPAN JOINT LOAD 26 FX 416 LOAD 28 LOADTYPE Live TITLE LONG LOAD ON 11 SPAN JOINT LOAD 26 FX 416 LOAD 29 LOADTYPE Live TITLE LONG LOAD ON 12 SPAN JOINT LOAD 26 FX 416 LOAD COMB 30 TRAIN ON APPROACH 1 1.0 2 1.0 3 1.0 4 1.0 LOAD COMB 31 TRAIN ON 1 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 6 1.0 18 1.0 LOAD COMB 32 TRAIN ON 2 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 7 1.0 19 1.0 LOAD COMB 33 TRAIN ON 3 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 8 1.0 20 1.0

10

LOAD COMB 34 TRAIN ON 4 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 9 1.0 21 1.0 LOAD COMB 35 TRAIN ON 5 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 10 1.0 22 1.0 LOAD COMB 36 TRAIN ON 6 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 11 1.0 23 1.0 LOAD COMB 37 TRAIN ON 7 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 12 1.0 23 1.0 LOAD COMB 38 TRAIN ON 8 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 13 1.0 25 1.0 LOAD COMB 39 TRAIN ON 9 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 14 1.0 26 1.0 LOAD COMB 40 TRAIN ON 10 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 15 1.0 27 1.0 LOAD COMB 41 TRAIN ON 11 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 16 1.0 28 1.0 LOAD COMB 42 TRAIN ON 12 SPAN 1 1.0 2 1.0 3 1.0 4 1.0 17 1.0 29 1.0 PERFORM ANALYSIS LOAD LIST 30 TO 42 START CONCRETE DESIGN CODE INDIAN FC 35000 ALL FYMAIN 500000 ALL FYSEC 415000 ALL DESIGN BEAM 1 TO 97 END CONCRETE DESIGN FINISH

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m

6.61m 3.57m

Y Z

X

DIMN

Load 1

11

86 73

87 74

88 75

89 76

90 77

91 78

92 79

93 80

94 81

95 82

96 83

97 84

85

1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940414243444546474849505152 5354555657585960616263646566676869707172

Y Z

X

Load 0

Bean No

86 73

87 74

88 75

89 76

90 77

91 78

92 79

93 80

94 81

95 82

96 83

97 84

85

1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940414243444546474849505152 5354555657585960616263646566676869707172

Y Z

X

Bending Moment Envelop

Load 0 : Bending Z

12

86 87 88 89 90 91 92 93 94 95 96 97 73 74 75 76 77 78 79 80 81 82 83 84 85 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263 6 46566676869707172

Y Z

X

Load 0

Beam For Max Moment in TOP SLAB

Mz(kNm) 600 400 200 26 200 400 600

558 227 2.69

-29.1

2

4

-419

600 400 200

27 200 66.45 400 600

-2.83

Max Moment in TOP SPAB

Fy(kN) 600 400 200 26 200 400 600

388 1.68

-6.37

Max Shear in Top SLAB

2

4

600 400 200

27 200 66.45 400 600

-526

13

86 87 88 89 90 91 92 93 94 95 96 97 73 74 75 76 77 78 79 80 81 82 83 84 85 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263 6 46566676869707172

Y Z

X

Load 1

Beam For Max Moment in Vert Outer Wall

400

Mz(kNm ) 398

400

227

200 1

200 26

1

200

2

3

-29.1 3.65

400

200 400

Max Moment in Vert Outer Wall

150 100 50 1 50 100 150

Fy(kN) 146 64.6

-34.6

max Shear in Vert Outer Wall

1

2

3

150 100 50

26 50 3.65 -75.2 100 150

14

86 87 88 89 90 91 92 93 94 95 96 97 73 74 75 76 77 78 79 80 81 82 83 84 85 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646566676869707172

Y Z

X

Load 0

Beam For Max Moment in INT WALL

Mz(kNm ) 600 400 200 13 200 400 600

341 63.8 -85.4

1

2

3

600 400 200

27 200 3.65 400 -481 600

Max BM in INT WALL

Fy(kN) 300 200 100 13 100 200 300

225

-40.9

MAX SHEAR in INt WALL

225

1

2

3

300 200 100

27 -40.9 3.65 100 200 300

15

86

87

73 1

88

74 2

3

4

5

6

7

75 8

9

89 76

90 77

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3

Beam For Max BM in Bottom Outer Corner

Mz(kNm) 400

400

200

95

1

49 0.25

200 400

200

0.5

0.75

1-64.8 1.07 200 400

-398

Max BM in Bottom OUTER CORNER

Fy(kN) 400

400

200 1

200

1.31 0.25

200 400

1.31

-305

Max Shear in Bottom Outer Corner

0.5

0.75

49

1 1.07 200

-324

400

16

86

87

73 1

88

74 2

3

4

5

6

7

75 8

9

89 76

90 77

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3

Beam For Max BM IN BOttom Center

Mz(kNm) 300 200 100 51 100 200 300

247

-15.6

Max BM in Bottom Cneter

191

0.25

0.5

0.75

300 200 100

52 100 1 1.07 200 300

-6.26

17

86

87

73 1

88

74 2

3

4

5

6

7

89

75 8

9

76

90 77

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3

Beam for MAx BM in Bottom INNER

Mz(kNm ) 600 400 200 53 200 400 600

56.7 -104

19

0.25

0.5

0.75

13 200 1 1.07 400 -460 600

MAX BM in Bottom inner

Fy(kN) 400

341

321

200 53 200

400 200 13

-12.6

400

Max Shear in Bottom Inner

0.25

0.5

0.75

600 400 200

-12.6 1 1.07

200 400

Br no 20

ReinForcement

URS

RCC DETAIL OF BOX Reinforcement Table No a1 a2 a3 a4 b c d1 d2 e f g

Dia 20 20 20 20 20 20 25 25 20 20 10

Sp 200 200 200 200 100 100 200 200 200 200 100

Area 1570 1570 1570 1570 3140 3140 2453 2453 1570 1570 785

No h1 h2 h3 h4 j1 j2 j3 j4

Dia 25 25 25 25 10 10 10 10

Sp 200 200 200 200 Acorss 200 200 200 200 200 200 200 200

RCC Design of BOX

FOR BENDING As per Cl 15.4.2.2.1 of IRS Concrete Bridge Code, taking it as Singly reinforced section Checking for effective depth, d =

Ast

=

0.5 f ck f y

1-

Mu 0.15 x b x fck

1-

4.6 Mu

E A L U M R O F E C N E R E F E R

bd

2

f ck bd

Checking of Mu as per Cl 15.4.2.2.1 of IRS Concrete Bridge Code

Lever Arm, z

Mur =

=

1.1 f y Ast

1-

f ck b d

d

Limited to 0.95d =

0.87 f As z

RVNL

WCR

Br no 20

18

ReinForcement

URS

Note

Moment has been taekn from STAAD & Calculation of reinforcement has been done in TUBULATED Form, Based on above Formula & Notation

b =

1000 mm

fck = fy =

35 500

Mu Location

Mark

Top Slab Outer Corner Top Top Slab Bottom Top Slab Inner Corner Top Bottom+Centre Top Bottom+Corner+Bottom Bottom+Inner+Bottom Vert + Outer Vert + inner

a1+a4 b a2+a4 c a1+d1 d1+d2 e f

Dd Ast Min Provide reqd reqd Steel mm mm kN-m mm mm 230.0 209 987 1100 550 430.0 286 1891 1100 550 558.0 326 2495 1100 550 250.0 218 1075 1100 550 400.0 276 1753 1100 550 470.0 299 2078 1100 550 400.0 276 1753 1100 550 481.0 303 2688 900 450

Max Ast 2

mm 1100 1891 2495 1100 1753 2078 1753 2688

Ast

p % 2

mm 3140 3140 3140 3140 4023 4906 3140 3140

0.571 0.571 0.571 0.571 0.731 0.892 0.571 0.698

z

Mur

Result

mm kN-m 550 751 OK 550 751 OK 550 751 OK 550 751 OK 550 963 OK 550 1174 OK 550 751 OK 450 615 OK

FOR SHEAR V= b= d=

Shear force in KN Width of Section Effective depth of Section

=

1000 mm E

Br no 20

ReinForcement

URS

Note

Moment has been taekn from STAAD & Calculation of reinforcement has been done in TUBULATED Form, Based on above Formula & Notation

b =

1000 mm

fck = fy =

35 500

Mu Location

Mark

Top Slab Outer Corner Top Top Slab Bottom Top Slab Inner Corner Top Bottom+Centre Top Bottom+Corner+Bottom Bottom+Inner+Bottom Vert + Outer Vert + inner

a1+a4 b a2+a4 c a1+d1 d1+d2 e f

Dd Ast Min Provide reqd reqd Steel mm mm kN-m mm mm 230.0 209 987 1100 550 430.0 286 1891 1100 550 558.0 326 2495 1100 550 250.0 218 1075 1100 550 400.0 276 1753 1100 550 470.0 299 2078 1100 550 400.0 276 1753 1100 550 481.0 303 2688 900 450

Max Ast 2

mm 1100 1891 2495 1100 1753 2078 1753 2688

Ast

p % 2

mm 3140 3140 3140 3140 4023 4906 3140 3140

0.571 0.571 0.571 0.571 0.731 0.892 0.571 0.698

z

Mur

Result

mm kN-m 550 751 OK 550 751 OK 550 751 OK 550 751 OK 550 963 OK 550 1174 OK 550 751 OK 450 615 OK

FOR SHEAR V= b= d= v = V/b.d v.max=

Shear force in KN Width of Section Effective depth of Section = Shear Stress Max Persmissible Shear Stress

Depth factor, s

=

500 d

=

1.25

fy =

415 mPa

0.75 f ck =

=

4.437 mPa

1/4

0.27 100 As 1/3 x Ym bd

E A L U M R O F E C N E R E F E R

As per Clause 15.4.3.1 of CBC

As per Clause 15.4.3.2.1 of CBC

or 0.7, whichever is maximum

Ultimate Shear Resistance of Concrete, vc =

Where Ym =

1000 mm

1/3

As per Clause (Cl 15.4.3.2.1) CBC

f ck

(Should Not be > 415 As per CBC )

RVNL

WCR

Br no 20

19

ReinForcement

URS

Shear Reinforcement Location

Max Shear

Top Slab Bottom Slab Outer Wall Inner Wall

V ( kN) 520 400 250 250

Thickness d ( mm ) 550 550 550 450

Stress v= V/bd mPa 0.945 0.727 0.455 0.556

Depth Fac

s 0.98 0.98 0.98 1.03

p % (Ast*10 0/bd) 0.571 0.731 0.571 0.698

Dia vc 0.586 0.636 0.586 0.626

svc 0.572 0.621 0.572 0.643

Leg In 1000 Width

10 10 10 10

5 5 5 5

Distribution Reinforcement Area Of Distribution Reinforcement =

Dia of Reinforcement Spacing Required = Hence Provided

= 1000 x 10 # @

0.12

x

1000 x 100

550

10 mm 78.5 = 660 100 mm c/c

118.9 mm (Bar No g )

c/c

=

660

2

mm

Sv Sv Pro mm 0.87*fy*As/b(v+0 .4-svc) Across Along 183 280 501 453

200 200 200 200

200 200 200 200

Mark no j1 j2 j3 j4

Br no 20

ReinForcement

URS

Shear Reinforcement Location

Max Shear

Top Slab Bottom Slab Outer Wall Inner Wall

V ( kN) 520 400 250 250

Stress v= V/bd mPa 0.945 0.727 0.455 0.556

Thickness d ( mm ) 550 550 550 450

Depth Fac

s 0.98 0.98 0.98 1.03

p % (Ast*10 0/bd) 0.571 0.731 0.571 0.698

Dia vc 0.586 0.636 0.586 0.626

Leg In 1000 Width

svc 0.572 0.621 0.572 0.643

10 10 10 10

5 5 5 5

Sv Sv Pro mm 0.87*fy*As/b(v+0 .4-svc) Across Along 183 280 501 453

200 200 200 200

200 200 200 200

Mark no j1 j2 j3 j4

Distribution Reinforcement Area Of Distribution Reinforcement =

Dia of Reinforcement Spacing Required = Hence Provided

= 1000 x 10 # @

0.12

x

1000 x 100

550

=

2

mm

660

10 mm 78.5 = 660 100 mm c/c

118.9 mm

c/c

(Bar No g )

RVNL

WCR

20

Br no 20

21

Name of work: 4/19/2013 Dat Revision No.: R0

CONSULTANT

DOUBLING OF RUTHIYAI-KOTA

URS

Straight Return / Wing Wall

300

EARTH SIDE

TOW =

256.136

8 6 8b 8a

1 22 5416

1 22

1708

Curtail LVL =

5a

5b 5+8

254.428

Br no 20

21


CONSULTANT


URS


300 TOW =

EARTH SIDE

256.136

8 6 8b

1

8a

22 5416

1 22

1708

Curtail LVL =

5a

254.428

5b 5+8 3708

6+7 4

TOF =

250.720

2b

3 0 0 5

3b

0 0 5

9

0 0 5

0 0 5

2a

2

1800

Bar No

Dia

247

Layer

1 2 2a 2b 3 3a 3b

20 12 12 12 12 12 12

4 5 5a 5b 6

16 10 10 10 16

7 8 8a 8b 9

16 10 10 10 10

300 5594

Spacing Leg 100 100 100 100 100 100 100 2

2

100 0 100 100 200 200 200 200 200 200

4

247

3a

3000

1

BOF =

249.720

Br no 20

22


CONSULTANT


URS


DESIGN OF WING WALL Proposed Span Standard of Loading

12 x

5.9 m 25 t

RCC

BOX

Level (m) Top of Wing Wall 256.136 Formation Level Top of Foundation 250.720 R.L of Bed Level Bottom of Foundation 249.720 Deepest Scour Level 1 Height of Wall From T op of Foundation 2 Proposed Top W idth 3 Back Batter (Equivalent for existing ) (1H:?V) 4 Intermediate Front Batter (1H:?V) 5 Second Front Batter (1H:?V) 6 Horz Projection of Toe ( Front ) 7 Thickness of Toe At Wall Face 8 End Thickness of Toe 9 Horz Projection of Heel ( Back ) 10 Thickness of Heel At Wall Face 11 Thickness of Heel At End 12 Angle of Friction of Wall with Soil (  11.67 Deg 13 Height of Second Batter (Intermediate Level) above Top of Foundation 14 Front Offset in Wall 15 Passive Height from Bottom of Foundation 16 Coefficient of Friction between Soil & Masonary (  17 Distance form C/L of track to Back Face of Wall 18 Width of Sleeper 19 Depth of Ballast Cushion 20 Depth From Formation Level to Top of Wall 21

Live Load Surcharge

22 23 24

Dead Load Surcharge Angle of Repose of Soil (  Angle of Surcharge ()

25 26

Cohesion (c) Angle of internal friction of Soil ( 

27

Density of Front Soil

28

Density of Back Fill Seismic Parameter

29

256.216 252.720 250.720 5.416 0.300 22.0 22.0 22.0 3.000 1.000 0.500 1.800 1.000 0.500 0.204 3.708 0.000 3.000 0.550 3.125 2.750 0.350 0.080

III

35.00 Deg

32.00 Deg

2

1.800 t/m





0



Density of Masonry

31 32 33 34

Density of Submerged Soil F.O.S. for Passive Earth Pressure = 3 (0, IF PASSIVE IGNORED) Front Delta Angle of Back Batter ( 

35 36 37 38

Safe Bearing Capacity Type of Structure ( 1 = Mass CC or Masonary , 2= RCC ) Grade of Concrete fck = 35 Grade of Steel = Type of Foundation ( 1 =OPEN , 2= CAP )

Permissible Stress

At Intermediate Checking Level At Top of Foundation At Bottom of Foundation Stability Check Against Overturning Against Sliding

2

Maximum (t/m )

1

0



30

Description

m m m m m m rad m m m

m m m m 2 13.700 t/m 2 6.200 t/m 0.611 rad 0.460 rad 2 10.000 t/m 0.559 rad 2 1.000 t/m

Method of Seismic Calculation (1= IRS Coeff Method, 2= IRC Response Spectrum )

Zone =

m m

2



=

0 2 2.500 t/m 2 1.000 t/m 3 0.186 rad 0.045 rad 2 15.0 t/m 2

500 1

Minimum (t/m )

Remark

-13.8 -242.0 3.4

Stresses shown are maximum of (i) Normal (without seismic), (ii) W ith Seismic divided by 1.33

1750.0

22.6 270.6 14.2

Without Seismic Act ual Per Result 2.6 2.0 OK 3.04 1.50 OK Stability Check

Result

With Seismic Ac tual Per Result 2.6 1.5 3.04 1.50

OK OK OK

Over

Sliding

OK OK OK

2.57

3.038

Br no 20

23


CONSULTANT


URS


RCC Design of Wing STEM

Default 70 Reqd Pro 316 722

Effective cover (m m) Depth (mm) At Top of Fou ndat ion (Up to INT LVL ) Dia mm Main Reinforcement (Back Side of Wall) Spacing mm c/c Reinforcement on Comp. Sdie (Front Side of Dia mm Wall) Spacing mm c/c Allowable Shear Check Actual Reinforcement From INT LVL to TOP

Reqd

Pro 16 117 100 10 128 100 0.420 0.340 No Any

Reqd

Dia mm Main Reinforcement (Back Side of Wall) Spacing mm c/c Reinforcement on Comp. Side (Front Side of Dia mm Wall) Spacing mm c/c Allowable Shear Check Actual Reinforcement

HT OK 100 OK OK

Pro

261 191 0.147 0.064 No Any

1 16 200 10 100

OK 100 OK

Toe SLAB Depth (mm) Dia mm Spacing mm c/c Dia mm Spacing mm c/c Dia mm No. of Legs Spacing mm c/c

Main R einforcement (Bottom) Reinforcement on C omp. Side Shear stirrups

Reqd Pro 454 Reqd Pro 20 112 12 132 10 4 246

930

OK

100

OK

100

OK

100

200

OK

Heel SLAB Depth (mm)

Main Reinforcement (Top Along) Reinforcement on C omp. Sdie

Dia Spacing Dia Spacing

mm mm c/c mm mm c/c

Reqd Pro 270 930 Reqd Pro 16 108 100 12 132 100

OK

OK 100 OK

Br no 20

24


CONSULTANT


URS

Straight Return / Wing Wall DETAIL CALCULATION

1.0 ACTIVE EARTH PRESSURE For Calculating the Active Earth Pressure COULOMB's theory is followed. Pa

0.5Kawh (h+2h3)

=

Where :Ka = Coeff. of Active Earth Pressure h = w =

Height of Soil Unit W eight of Soil 2

Cos ( - ) Ka =

2

1 +

Cos ()Cos( + )

5.7.1

Sin( - )Sin( - ) Cos(+ )Cos ( - )

Following values are taken for calculating the active earth pressure. Level Int. Chk & TOF = Slope of Batter with Vert. 0.045 = Coff. of internal friction of Soil 0.611 = Angle of friction bet. Wall & earth 0.204 = Angle of slope of fill with Horz. 0.000 Ka = 0.269

BOF rad rad rad rad

(Effect of sloping Surcharge has been taken as per CL 5.8.4 of Sub Str. Code, So "

 "

is taken = 0 for calculation of K a )

Horizontal Component of Active Earth Pressure Pah Pa Cos( + ) =



Acting at Y1= (h/3) above section considered 

Vertical Component of Active Earth Pressure Pav Pa Sin( + ) = Pah

Acting at X1 = Y1Cot (90- ) from face of Wall 

Y1 =h/3



Pa



Pav 1.1

At Intermediate Checking Level Height from Formation Level, h Pa =

0.5 x

0.269 x

FL =

1.800 x

h3 =

1.746 m 1.746 x 2.5703

0.412 m

1.085 t/m (Width)

=

Int. Lvl Horizontal Component Pah = 1.085 x Cos(

0.045+

0.204 )

Will act at Y 1 Vertical Component Pav = 1.085 x

=

0.582 m

TOF BOF

Sin(

Will act at X1 = Y1Cot(90-) 1.2

1.052 t/m (Width)

= 1.746 / 3

0.045+ =

0.204 )

0.268 t/m (Width)

=

0.582 x Cot(90 -

0.045 )

=

0.026 m

h3 =

1.296 m

At Top of Foundation Height from Formation Level, h Pa =

0.5 x

0.269 x

Horizontal Component Pah = 10.749 x Cos(

=

1.800 x

0.045+

5.496 m 5.496 x 8.08855

0.204 )

Will act at Y 2 Vertical Component Pav = 10.749 x Sin(

0.045+

Will act at X2 = Y2Cot(90-)

=

5.496 / 3

0.204 ) 1.832 x Cot(90 -

Sub Str

2

=

10.749 t/m (Width)

=

10.417 t/m (Width)

=

=

1.832 m

2.650 t/m (Width) 0.045 )

=

0.083 m

Br no 20

25

Name of work: 4/19/2013 Dat Revision No.: R0 1.3

CONSULTANT


URS


At B ottom of Foundati on Height from Formation Level, h Pa =

0.5 x

0.269 x


=

1.800 x

0.045+

0.204 )

Will act at Y 2 Vertical Component Pav = 15.016 x Sin(

0.045+

Will act at X 2 = Y2Cot(90-)

h3 =

6.496 m 6.496 x 9.56027

6.496 / 3

0.204 )

15.016 t/m (Width)

=

14.553 t/m (Width)

=

=

2.165 x Cot(90 -

1.532 m

=

0.045 )

2.165 m

3.702 t/m (Width) =

0.098 m

2.0 EARTH PRESSURE DUE TO SURCHARGE As per Cl 5.8.3 of Sub Str. Code Earth pressure due to surcharge is assumed to be dispersed below formation level at an angle of 45°. P1 =

(S + V) x h 1 x Ka

Will act at h 1/2

(B + 2D)

2

13.700 t/m 2 6.200 t/m 2.750 m

Live Load Surcharge per m, S= Dead Load Surcharge per m, V = Width of Distribution, B = 2.1

At Intermediate Checking Level

3.125 1.672

0.078

2.750 B

Formation Level

D 45

1.672



8 8 7 . 1

h1

0.466 Checking Level

Height, h 1 =

0.466 m

Depth of Dispersion, D =

1.672 m

P1 = 2.2

13.700+

6.200 0.466 x 2.750+ 3.345

0.269

=

Will act at h 1/2

0.408 t/m

0.233 m

At Top of Foundation

3.125 1.504

0.246

2.750 B

Formation Level

D 45

1.504



6 9 4 . 5

h1

4.342 Top of Foundation

Height, h 1 =

4.342 m

Width of Distribution, B = Depth of Dispersion, D =

2.750 m 1.504 m

Br no 20

26


CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 13.700+

P1 = 2.3

URS

Straight Return / Wing Wall 6.200 4.342 x 2.750+ 3.008

0.269

=

Will act at h 1/2

4.032 t/m

2.171 m

At B ottom of Foundati on

3.125 0.000

2.046

2.750 B

Formation Level

D 45

0.000



6 9 4 . 6

h1

6.846 Bottom of Foundation

Height, h 1 =

6.846 m


0.000 m

13.700+

P1 =

6.200 6.846 x 2.750+ 0.000

0.269

=

Will act at h 1/2

13.309 t/m

3.423 m

3.0 PASSIVE EARTH PRESSURE For Calculation Of Passive Earth Pressure On Substructure Coulomb Theory Is Used Pp

2

0.5 K p w h

=

2

Cos ( ) Kp=

2

Cos  Cos( - )  

Kp= Pph

0.559 rad

1-



2

Sin(  + ) Sin( + ) Cos(- ) Cos (  - ) 0.186 rad

=

0.000 rad

 

4.678

=

0.000 rad

Factor of Safety for Passive =

Pp Cos( - ) Acting at (h/3) above section.

P pv

=

3

Pp Sin( - ) Acting at X=Y Cot(90 - )

Considering only Horizontal component because Vertical Component will be ineffective. 3.1

At Top of Foundation Passive Height = Bed Lvl or Scour Lvl T OF = 2 Pp = 0.5 x 4.678 x 1.000 x 0.000 Safe Passive Pressure = Ph = 0.000 x Cos( Resisting Moment =

3.2

0.000 0.1860.000 x

/ 0.000 ) 0.000 =

Resisting Moment =

2.339 0.1860.000 x

=

=

0.000 t/m

0.000 t/m

Will act @ h/3 =

0.000 m

0.000 t-m

250.72-

=

1.000 m

249. 72-

2.339 t/m

/3

=

0.000 t/m

0.000 )

=

0.000 t/m

0.333 =

0.000 m

250. 72-

0.000 t/m

3

At B ottom of Foundati on Passive Height = Bed Lvl or Scour Lvl BOF = 2 Pp = 0.5 x 4.678 x 1.000 x 1.000 Safe Passive Pressure = Ph = 0.000 x Cos(

250.72-

=

0.000 t-m

Will act @ h/3 =

0.333 m

Br no 20

27


CONSULTANT


URS


4.0 SELF WEIGHT 4.1

At Intermediate Checking Level FL 0.080

5

Top of Wall

0.300 Back Fill

4

0.000 1

Passive 1.708 6

3 A

2

0.078 No.

6

0.000

0.078 Shape Factor

W1 l W2 l i F e W3 i v t c W4 A W5 Passive W6

Horz. (m)

1.0 x 0.5 x 0.5 x 0.5 x 0.5 x 0.5 x

Vert. (m) Density

0.300 x 0.078 x 0.078 x 0.078 x 0.078 x 0.000 x

1.708 x 1.708 x 1.708 x 1.708 x 0.038 x 0.000 x

Sum CG of Total Mass from A = Moment/Weight = CG of Total Mass above Intermediate Level = FL

0.080

11 Back Fill

Weight W(t)

L.A. from Moment L.A. Moment A (m) W X (tm) above A W Y (tm) (t/m ) (m) 2.500 = 1.281 0.228 0.292 0.854 1.094 2.500 = 0.166 0.404 0.067 0.569 0.094 0.166 0.052 0.009 0.569 0.094 2.500 = 0.119 0.026 0.003 1.139 0.136 1.800 = 0.003 0.026 0.000 1.721 0.005 1.800 = 0.000 0.455 0.000 1.000 = 1.735 0.370 1.423 WX /W = 0.370 / 1.735 = 0.213 m WY /W = 1.423 / 1.735 = 0.821 m 3

Top of Wall

0.300 10

Passive

9

0.00 0

0.000

1

1.708 1

13

2

15

0.000

2 0.078

14

5

2.000

3

3.708

2.000

4 B

250.72 0.246

10a

0.169

16

6a

0.500 1.000

0.500 C

4.2

6

7 8

1.800 6b 2.592 5.592

1.000 0.500

249.72

3.000

At Top of Foundation No.

W1 W2 l W3 l i F e W4 i v t c W5 A W9 W11 W12 e i v W13 s l l a s i P F W14

Shape

1.0 x 0.5 x 1.0 x 0.5 x 0.5 x 0.5 x 0.5 x 0.5 x 1.0 x 0.5 x

Horz. (m) 0.300 x 0.078 x 0.078 x 0.169 x 0.246 x 0.246 x 0.246 x 0.000 x 0.169 x 0.091 x

Vert. (m) Density 3

(t/m ) 5.416 x

2.500 =

1.708 x

2.500 =

3.708 x

2.500 =

3.708 x

2.500 =

5.416 x

2.500 =

5.416 x

1.800 =

0.122 x

1.800 =

0.000 x

1.000 =

0.000 x

1.000 =

2.000 x

1.000 =

Sum CG of Total Mass from B =

Moment/Weight =

WX

Weight W(t) 4.062 0.166 0.720 0.781 1.667 1.200 0.027 0.000 0.000 0.091 8.713 /W =

L.A. from Moment L.A. Moment B (m) W X (tm) above B W Y (tm)

0.396 0.572 0.585 0.680 0.164 0.082 0.082 0.624 0.708 2.562

1.609 0.095 0.421 0.531 0.274 0.098 0.002 0.000 0.000 0.233 3.263 3.263 / 8.713

(m) 2.708 4.277 1.854 1.236 1.805 3.611 5.457

=

11.000 0.709 1.334 0.966 3.009 4.333 0.147

21.498 0.375 m

Br no 20

28


CONSULTANT


CG of Total Mass above Top of Foundation = 4.3

URS

Straight Return / Wing Wall WY /W =

21.498 / 8.713

=

2.467 m

At B ottom of Foundation No.

l l i F e i v t c A

l l i F e i v s a s P

Shape

W1 W2 W3 W4 W5 W6 W6a W6b W7 W8 W9 W10 W 10a W11 W12 W13 W14 W15 W16

1.0 x 0.5 x 1.0 x 0.5 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x 1.0 x 0.5 x

Horz. (m)

Vert. (m) Density 3

(t/m )


5.416 x

2.500 =

1.708 x

2.500 =

3.708 x

2.500 =

3.708 x

2.500 =

5.416 x

2.500 =

1.000 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

5.416 x

1.800 =

5.416 x

1.800 =

0.500 x

1.800 =

1.014 x

1.800 =

0.000 x

1.000 =

0.000 x

1.000 =

2.000 x

1.000 =

2.000 x

1.000 =

0.500 x

1.000 =

Sum C.G. of mass from C = Moment/Weight = C.G. of Total Mass above Bott of Foundation =

WX WY

Weight W(t)

L.A. from Moment L.A. Moment C (m) W X (tm) above C W Y (tm)

4.062 2.196 8.921 0.166 2.372 0.393 0.720 2.385 1.716 0.781 2.480 1.937 1.667 1.964 3.274 1.981 1.296 2.568 1.125 1.200 1.350 2.250 0.900 2.025 1.875 3.592 6.736 3.750 4.092 15.346 1.200 1.882 2.258 17.548 0.900 15.793 0.810 0.600 0.486 3.734 0.682 2.547 0.000 2.424 0.000 0.000 2.508 0.000 0.091 4.362 0.397 6.000 4.092 24.554 0.750 4.592 3.444 48.509 93.745 /W = 93.745 / 48.509 /W = 125.397 / 48.509

(m) 3.708 5.277 2.854 2.236 2.805 0.500 0.667 0.250 0.667 0.250 4.611 3.708 0.833 6.754

15.062 0.875 2.054 1.747 4.676 0.990 0.750 0.563 1.250 0.938 5.533 65.067 0.675 25.218

1.625 0.066 0.288 0.312 0.667 0.792 0.450 0.900 0.750 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.350

125.397

= =

1.933 m 2.585 m

5.0 SEISMIC FORCE Earth Pressure Due to Seismic Effect  x  x h = h =

0.00 x

0.0 x

Final Value h = 0.000

5.12.6. 1

o

0.000 =

v =

b " e u h t l i a v W : " I I " e & s " a C

 =

tan =

1+v

Int. Chk & TOF 0.045 0.611 0.204 0.000

= = = = -

-1

tan  h

1 + 0.000

(1 +  v) Cos ( -  - )

=

2

-

-1

 =

tan =

1-v

1 + 0.000

1 - 0.000

(1 +  v) Cos ( -  - )

=

1 +

Cos Cos  Cos( +  + )

Int. Chk & TOF 0.269

Ka =

0.269

Dynamic Increment (C a - Ka) =

0.000

With (+)

Pt I

0.737

Pt II

0.656

2

Sin( + )Sin( -  - ) Cos(+  + )Cos( - )

Sin( + )Sin( -  - ) Cos(+  + )Cos( - )

0.269

=

With (-)

0.000

1

x

2

At Final C a =

rad rad rad rad

0.000

2

Ca =

BOF

1

x

Cos Cos  Cos( +  + ) tan  h

0.000

TOF 0.000

2

Ca =

0.00 / 2 =

0.000

Level Slope of Batter with Vert. Coff. of internal friction of Soil Angle of friction bet. Wall & earth Angle of slope of fill with Horz. a e h t i l u W a : v I " e + s " a & C " + "

v =

0.000

Pt I

0.737

Pt II

0.656

2

=

0.269

BOF (Max Value of above, i.e., a and b)

S ub St r

Br no 20

29


CONSULTANT


URS


At Intermediate Checking Level DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.

DUE TO SELF WT. OF W all SFV 2

5.2

Moment

0.000

0.821

0.000

0.000

0.000

0.000

Increment in Earth Pressure [0.5 h (Ca-Ka)]

0.000

0.854

0.000

Increment in Earth Pressure Surcharge Total Ver Load = 0.000 t T otal Horz Load = 0.000 t Total Moment = 0.000 t-m

0.000

0.310

0.000

At Top of Foundation DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.

DUE TO SELF WT. OF W all SFV

2.467

0.000 0.000

0.000

0.000


0.000

2.708

0.000


0.000

2.895

0.000

2

5.3

Moment

0.000

At B ottom of Foundati on DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.


Moment

0.000

2.585

0.000

0.000

0.000

0.000


0.000

3.208

0.000


0.000

4.564

0.000

6.0 STRESS CALCULATION 6.1


S.No.

LOAD VERT HORZ.

DESCRI 1 Active Earth Pressure Horizontal Component P ah

1.052

Vertical Component P av 2

0.268

Earth Pressure due to Surcharge P h

3 Self Weight & Back Fill TOTAL - Without Seismic Due to seismic Effect Combined Load with Seismic

6.1.1

0.582

0.612

1.70

0.026

0.007

1.70

0.233

1.460 0.000 1.460

0.095

1.70

0.370 1.085 0.000 1.085

1.40 1.600

1.7882

1.04 0.45484

0.01

2.42835 2.883 0 2.88

0.52 1.733 0.00 1.73

0.69437 2.483 0 2.48

Mu

0.16

Stresses at Intermediate Checking Level Vert. Load (t)

Case Without Seismic With Seismic

Width of the section = Cover = Effective Depth = Mu

0.408 1.735 2.002 0.000 2.002

Ultimate Load Hu Vu

L.A. (m) Moment (t-m) Fac

=

Moment (t-m)

W 2.002 2.002

M 1.085 1.085

Z (m)

e (m) B (m)

M/W 0.542 0.542

0.455 m = 70 mm ( Effective ) 455 -

0.455

Z-B/2 0.314 0.314

2

2

Pmin (t/m )

Permissible (t/m )

W /B(1+6e/B) 22.61 22.61

W /B(1-6e/B) -13.81 -13.81

Comp Tension 1750.0 2333.3

455 mm 70

=

385 mm

17.3 kN-m

Checking for effective depth =

=

d =

17330216

Mu 0.15 x b x fck =

2

Pmax (t/m )

57.5

mm

Br no 20

30


Ast =

CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 0.15 x

35

1 -

1-

.5 fck

x 1000 4.6 Mu

f y Here : f ck = f y

=

b = d =

URS


f ck bd

bd

2

35 N /mm2

Mu =

500 N /mm2 1000 mm 385 mm

Ast =

Dia Of Main Bar = #  Dia Of Bar on Comp Side = #

Min Steel Required = Steel to be Provided

0.2 % =

0.2 x

771 mm

=

Spacing of Main Bar required =

0.261

200 1004.8 1000 >

%

1000 x

16 10



mm mm

2

771 mm

385 / 100 =

2

200.96

So Provide Spacing = % of Steel Provided = p = =

17.3 KN - m 103.9 mm2

mm x x 0.20%

x 770.5

1000

=

< 3d = 1155.82 100 385.273 OK

261

mm

O.K

Checking of Mu as per Cl 15-4-2-2-1 of C.B.C Leaver Arm = z

z =

final z

=

552640 13484545

1=

366 mm

Mur =

=

500

1.1 fy Ast fck b d

385

=

369

d

366

0.95 d =

=

*

159.978 kN-m

-

( Min of above )

0.87 * fy *As * z 0.87 *

1

1004.8 *

>

366 =

17 kN-m

159978181.5

N-mm

OK

Steel on Other side Parallel to Main Steel Area of Stee Required = 0.12 % =

0.12 100 411.164 78.5

= Required Spacing =

Provide Spacing

191 100

=

X

1000

X

Avg Width 342.6

2

mm x 411 mm mm

1000

1343.75 1793.75

Checking for Shear Stress

Ultimate Shear = Vu = b = d = Shear stress =

Depth factor =

24.8 kN 1000 mm 385 mm

v =

s =

24.8 * 1000 1000* 385 500 d

1/4

=

Ym =

1004.8 mm

2

N/mm

2

<

0.27

100 As

Ym

bd

vc =

0.27

vc =

1.25 0.138

1.25

x

1/3

0.75

0.75 fck =

or 0.7 whichever is maximum =

Ultim ate Shear Resistance of Concrete = vc = As =

0.06444

OK

1.06733

fck

x

100480 385273

1/3

1/3

( Cl 15-4-3-2-1)

x

1

1/3

Br no 20

31

Name of work: 4/19/2013 Dat Revision No.: R0 s * vc

CONSULTANT


=

v

URS

Straight Return / Wing Wall 1.06733

=

*

0.06444

0.138

N/mm

=

0.14736

N/mm

2

2

Hence NO Shear Reinforcement Required

6.2


S.No.

DESCRI

LOAD VERT HORZ.

1 Active Earth Pressure Horizontal Component P ah

10.417

Vertical Component P av

2.650


2

3 Passive Earth Pressure 4 Self Weight & Back Fill TOTAL Due to seismic Effect Combined Load with Seismic

6.2.1

1.832

19.084

1.70

0.083

0.221

1.70

17.7089

Mu 32.44

4.5044

0.38

4.032

2.171

8.754

1.70

6.85426

14.88

0.000

0.000 0.375

0.000 3.263 31.322 0.000 31.322

1.70 1.40

0

0.00 4.57 52.268 0.00 52.27

8.713 11.363 0.000 0.000 11.363

1.600

12.1985 24.563 16.703 0 0 24.56 16.70

Stresses at Top of Foundation Vert. Load (t)

Case


Moment (t-m)

W 11.363 11.363

Without Seismic With Seismic

M/W 2.756 2.756

0.792

Z-B/2 2.360 2.360

2

2

2

Pmax (t/m )

Pmin (t/m )

Permissible (t/m )

W /B(1+6e/B) 270.65 270.65

W /B(1-6e/B) -241.97 -241.97


792 mm 70

=

722 mm

522.7 kN-m

d =

=

Ast =

.5 fck

0.15 x

35

1 -

1-

f y Here : f ck =

Mu 0.15 x b x fck

522678487

d

b = d =

e (m) B (m)

M 31.322 31.322


=

Z (m)

0.792 m = 70 mm ( Effective ) 792 -

=

f y

Ultimate Load Hu Vu


=

4.6 Mu f ck bd

Mu =

2

522.7 KN - m

1722.9 mm2 Dia Of Main Bar = #  Dia Of Bar on Comp Side = # Ast =

500 N /mm 1000 mm 722 mm

Min Steel Required =

0.2 % =

0.2 x

1723 mm

=


0.278

%

100 2009.6 1000 >

1000 x

722 / 100 =

mm x x 0.20%

x 1722.9

1000

=

1

2

1445 mm

=

< 3d = 2167.09 100 722.364 OK

O.K


16 10



2

200.96


mm

bd

2

35 N /mm2

Steel to be Provided

315.5

x 1000

-

1.1 fy Ast fck b d

d

117

mm

mm mm

Br no 20

32

Name of work: 4/19/2013 Dat Revision No.: R0 z = 1final z

CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 1105280 25282727

=

=

691

686

0.95 d =

( Min of above )

0.87 * fy *As * z 0.87 *

=

722

686 mm

Mur =

URS


500

=

*

599.899 kN-m

2009.6 *

>

686 =

523 kN-m

599899306.5

N-mm

OK


0.12 100 613.418 78.5


Provide Spacing

128 100

=

X

1000

Avg Width 511.2

X

2

mm x 613 mm mm

1000

1343.75 1793.75



Depth factor =

245.6 kN 1000 mm 722 mm

v =

245.6 * 1000 1000* 722

s =

1/4

500 d

=

2009.6 mm

Ym =

s * vc v

2

0.91212

=

0.34004

* N/mm

2

0.27

100 As

Ym

bd

vc =

0.27

vc =

1.25 0.461

=

0.42039

1.25

=

N/mm

<

0.461

4.43706

0.75 fck =



0.34004

OK

0.91212

1/3

fck

x

x

1/3

1/3

200960

( Cl 15-4-3-2-1)

x

35

1/3

722364

N/mm

2

2


6.3

At Bottom of Foundation

S.No. 1

LOAD

DESCRIPTION OF LOAD

VERT


14.553

2.165 0.098

0.364

13.309

3.423

45.557

0.000

0.333 1.933

0.000 93.745

3.702


3 Passive Earth Pressure 4 Self Weight & Back Fill TOTAL Due to seismic Effect Combined Load with Seismic 6.2.1

Moment (t-m) L.A. (m) Moment (t-m) Ms Front L.A.

Active Earth Pressure Horizontal Component P ah

2

HORZ.

48.509 52.210 0.000 52.210

31.511 5.494

20.336

3.660 177.534

171.178

197.870

0.000 171.178

197.870

Stresses at Bottom of Foundation


Vert. Load (t)

W 52.210 52.210

Moment (t-m)

M 171.178 171.178

Z (m)

e (m) B (m)

M/W 3.279 3.279

5.592

Z-B/2 0.482 0.482

2

2

Pmax (t/m )

Pmin (t/m )

W /B(1+6e/B) 14.17 14.17

W /B(1-6e/B) 4.50 4.50

2

Permissible (t/m ) Max

Min 15.0 20.0

0.0 0.0

Br no 20

33


CONSULTANT


URS


2

t/m Design of Toe Slab Max Projection of T oe Slab

=

3.000

m

On safer side Taking Max Foundation Pressure as UDL ( Though it will be Trapezoidal ) Max Pressure =

141.684 kN/m 141.684

Max Moment =

x 2

Ultimate Moment

=

Mu

1083.9 kN-m

=

=

Ast =

.5 fck

3.000

1.700


d

( Taking Unit Width in Consideration )

x

f y

=

b = d =

637.58

1 -

Mu =

2

454.4

mm

1083.9 KN - m


500 N /mm 1000 mm 930 mm


0.2 % =

0.2 x

2801 mm

=


So Provide Spacing = % of Steel Provided = p = 0.338

1083.88 kN-m

bd

2

35 N /mm2

=

=

=

4.6 Mu

1-

f ck bd


637.58

Mu 0.15 x b x fck

1083884407 35 x 1000

0.15 x

=

d =

f y Here : f ck =

2

100 3140 1000 >

%

1000 x

20 12



930 / 100 =

mm mm

2

1860 mm

2

314

x 2801.1

1000

mm x x

< 3d = 100 930 OK

2790

O.K

X

1000

X

0.20%

=

112

mm


0.12 100 858 113.04


Provide Spacing

132 100

=

Avg Thick 715.0

2

mm x 858 mm mm

1000

Checking for Shear Stress Ulti Fac

Ultimate Shear, H u = b d

141.684

x

= =

2.000

x

1.9

=

538.4 kN

1000 mm 930 mm As per Clause 15.4.3.1 of CBC

Shear stress, v

=

538.4 1000

1000 930

=

2

0.57892 N/mm

<

0.75 √f ck =


Depth factor, s

=

500 d

1/4


0.85629

4.43706

OK

Br no 20

34


CONSULTANT


Ultimate Shear Resistance of Concrete, v c =

2801.1 mm

As = Ym =

URS


vc =

1.25

0.27

100 As

Ym

bd

1/3

1/3

x

(Cl 15.4.3.2.1)

f ck

0.27

280109.9004

1.25

930000

1/3

x

1/3

40

= 0.49476 s vc v

=

0.85629 0.49476

=

2

0.57892

Dia of Shear stirrups

N/mm

0.42366 N/mm2

=

=

10 mm having nos of leg in 1 m =

4

314.159 mm

Asv =

As per Cl 15.4.3.2 (Table - 14) v

s vc

>

sv =

0.87 f yv A sv /

b

(v + 0.4 - s vc)

It should not be more than 0.75 d or 450 mm Therefore required, s v = So provide Sv

136659 555.265

=

246.115


246.115

=

=

(0.75d = 697.5 mm)

200 mm

Design of Heel Slab Max Projection of T oe Slab

=

1.800

Total Weight of Soil / m Run = Surcharge =

5.496 x

=

Vertical UD L

139.247 kN /m

98.928

139.247

Max Moment =

Ultimate Moment

=

=

Ast =

.5 fck

0.15 x 1 -

f y

b = d =

40.319

98.928 k N/m

=

139.247 kN/m

( Taking Uni t W id th in Consi deration )

x 2

1.800

x

2

=

225.58

=

225.58

383.49 kN-m

d =

Mu 0.15 x b x fck

383486789

=

=

=

383.5 kN-m

d

f y

+

1.700


Here : f ck =

18.000

40.319 kN/m

Total Vertical UDL

Mu

m

35 x

=

4.6 Mu

1-

f ck bd

35 N /mm2


383.5 KN - m


0.2 % = =

mm

bd

2

Mu =

500 N /mm2 1000 mm 930 mm


270.3

1000

1860 mm

0.2 x 2

1000 x

16 12



930 / 100 =

2

1860 mm

mm mm

Br no 20

35


CONSULTANT


URS




0.216

200.96

x 1860.0

1000

mm x x

< 3d = 100 930 OK

2790

O.K

X

1000

X

100 2009.6 1000 >

%

0.20%

=

108

mm


0.12 100 858 113.04


Provide Spacing

2

mm x 858 mm mm

132 100

=

Avg Thick 715.0

1000

7.0 STABILITY CALCULATION 7.1

Against Overturning ( Sub Structure Code Clause 5.10.1.1 and 6.8 ) Mo =

Moment due to [E.P. (Horz. Component) + Surcharge (Horz. Component)]

Without seismic,

Mo =

31.511 +

45.557 =

77.069 t-m

With seismic,

Mo =

31.511 +

45.557 +

0.000 =

Ms =

Moment due to [E.P. (Vert. Component) + Surcharge (Vert. Component)] + Moment due to self Wt. & Earth Fill Ms = 197.870 t-m

Without seismic, With seismic, Description Without Seismic With Seismic 7.2

77.069 t-m

Ms =

(Calculated in Table 6.3 )

197.870 t-m

Restoring moment (M s) 197.870 197.870

(Calculated in Table 6.3 )

Ov er tu rn in g m om en t (M o) 77.069 77.069

Fac to r o f S af et y (M s/Mo ) 2.57 2.57

FOS (Reqd.) 2.0 1.5

Against Sliding (Sub Structure Code Clause 6.8 ) Total Horz. Force, H =

14.553

+

13.309

Total Vert. Force, W =

52.210 t

Coff of Friction,   Base Width =

0.550 5.592 m 2 10.000 t/m

Cohesion, c = Passive Force, P p =

27.862 t

(Ref. 9.2 )

0.000 t  W+Bc+P p

Total Resisting Force, R =

28.716 = Factor of Safety =

=

+

55.924

+

0.000

84.639 t Resisting Force Horz. Force

=

84.639 27.862

=

3.038

>1.5

SAFE

Br no 20

36


CONSULTANT


URS

Return Wall

300 TOW =

EARTH SIDE

254.220

8 6 8b

1

8a

22 3500

1 22

1750

Curtail LVL =

5a

252.470

5b 5+8 1750

6+7 4

TOF =

250.720

2b

3 0 0 5

3b

0 0 5

9

0 0 5

0 0 5

2a

2

1000

Bar No

Dia

160

Layer

1 2 2a 2b 3 3a 3b

16 12 12 12 12 12 12

4 5 5a 5b 6

16 10 10 10 12

7 8 8a 8b 9

12 10 10 10 10

300 2820

Spacing Leg 100 100 100 100 100 100 100 2

2

100 0 100 100 100 0 100 100 100 300

4

160

3a

1200

1

BOF =

249.720

Br no 20

37


CONSULTANT


URS

Return Wall

DESIGN OF RETURN WALL Proposed Span Standard of Loading

12 x

5.9 m 25 t

RCC

BOX

Level (m) Top of Wing Wall 254.220 Formation Level Top of Foundation 250.720 R.L of Bed Level Bottom of Foundation 249.720 Deepest Scour Level 1 Height of Wall From T op of Foundation 2 Proposed Top W idth 3 Back Batter (Equivalent for existing ) (1H:?V) 4 Intermediate Front Batter (1H:?V) 5 Second Front Batter (1H:?V) 6 Horz Projection of Toe ( Front ) 7 Thickness of Toe At Wall Face 8 End Thickness of Toe 9 Horz Projection of Heel ( Back ) 10 Thickness of Heel At Wall Face 11 Thickness of Heel At End 12 Angle of Friction of Wall with Soil (  11.67 Deg 13 Height of Second Batter (Intermediate Level) above Top of Foundation 14 Front Offset in Wall 15 Passive Height from Bottom of Foundation 16 Coefficient of Friction between Soil & Masonary (  17 Distance form C/L of track to Back Face of Wall 18 Width of Sleeper 19 Depth of Ballast Cushion 20 Depth From Formation Level to Top of Wall 21

Live Load Surcharge

22 23 24

Dead Load Surcharge Angle of Repose of Soil (  Angle of Surcharge ()

25 26

Cohesion (c) Angle of internal friction of Soil ( 

27

Density of Front Soil

28

Density of Back Fill Seismic Parameter

29

256.216 252.720 250.720 3.500 0.300 22.0 22.0 22.0 1.200 1.000 0.500 1.000 1.000 0.500 0.204 1.750 0.000 3.000 0.550 7.117 2.750 0.350 1.996

III

35.00 Deg

32.00 Deg

2

1.800 t/m





0



Density of Masonry

31 32 33 34

Density of Submerged Soil F.O.S. for Passive Earth Pressure = 3 (0, IF PASSIVE IGNORED) Front Delta Angle of Back Batter ( 

35 36 37 38

Safe Bearing Capacity Type of Structure ( 1 = Mass CC or Masonary , 2= RCC ) Grade of Concrete fck = 35 Grade of Steel = Type of Foundation ( 1 =OPEN , 2= CAP )

Permissible Stress

At Intermediate Checking Level At Top of Foundation At Bottom of Foundation Stability Check Against Overturning Against Sliding

2

Maximum (t/m )

2

Minimum (t/m )

1750.0

20.9 87.2 13.2

-11.9 -68.6 2.4

Without Seismic Act ual Per Result 2.6 2.0 OK 4.14 1.50 OK Stability Check

1

0



30

Description

m m m m m m rad m m m

m m m m 2 13.700 t/m 2 6.200 t/m 0.611 rad 0.460 rad 2 10.000 t/m 0.559 rad 2 1.000 t/m

Method of Seismic Calculation (1= IRS Coeff Method, 2= IRC Response Spectrum )

Zone =

m m



=

0 2 2.500 t/m 2 1.000 t/m 3 0.186 rad 0.045 rad 2 15.0 t/m 2

500 1 Remark Stresses shown are maximum of (i) Normal (without seismic), (ii) W ith Seismic divided by 1.33

Result

With Seismic Ac tual Per Result 2.6 1.5 4.14 1.50

OK OK OK

Over

Sliding

OK OK OK

2.61

4.137

Br no 20

38


CONSULTANT


URS

Return Wall

RCC Design of Wing STEM

Default 70 Reqd Pro 145 548

Effective cover (m m) Depth (mm) At Top of Fou ndat ion (Up to INT LVL ) Dia mm Main Reinforcement (Back Side of Wall) Spacing mm c/c Reinforcement on Comp. Sdie (Front Side of Dia mm Wall) Spacing mm c/c Allowable Shear Check Actual Reinforcement From INT LVL to TOP

Reqd

Pro 12 103 100 10 154 100 0.408 0.140 No Any

Reqd

Dia mm Main Reinforcement (Back Side of Wall) Spacing mm c/c Reinforcement on Comp. Side (Front Side of Dia mm Wall) Spacing mm c/c Allowable Shear Check Actual Reinforcement

HT OK 100 OK OK

Pro

145 190 0.152 0.048 No Any

0 12 100 10 100

OK 100 OK

Toe SLAB Depth (mm) Dia mm Spacing mm c/c Dia mm Spacing mm c/c Dia mm No. of Legs Spacing mm c/c

Main R einforcement (Bottom) Reinforcement on C omp. Side Shear stirrups

Reqd Pro 176 Reqd Pro 16 108 12 132 10 4 342

930

OK

100

OK

100

OK

100

300

OK

Heel SLAB Depth (mm)

Main Reinforcement (Top Along) Reinforcement on C omp. Sdie

Dia Spacing Dia Spacing

mm mm c/c mm mm c/c

Reqd Pro 127 930 Reqd Pro 16 108 100 12 132 100

OK

OK 100 OK

Br no 20

39


CONSULTANT


URS

Return Wall DETAIL CALCULATION

1.0 ACTIVE EARTH PRESSURE For Calculating the Active Earth Pressure COULOMB's theory is followed. Pa

0.5Kawh (h+2h3)

=

Where :Ka = Coeff. of Active Earth Pressure h = w =

Height of Soil Unit W eight of Soil 2

Cos ( - ) Ka =

2

1 +

Cos ()Cos( + )

5.7.1

Sin( - )Sin( - ) Cos(+ )Cos ( - )

Following values are taken for calculating the active earth pressure. Level Int. Chk & TOF = Slope of Batter with Vert. 0.045 = Coff. of internal friction of Soil 0.611 = Angle of friction bet. Wall & earth 0.204 = Angle of slope of fill with Horz. 0.000 Ka = 0.269

BOF rad rad rad rad

(Effect of sloping Surcharge has been taken as per CL 5.8.4 of Sub Str. Code, So "

 "

is taken = 0 for calculation of K a )

Horizontal Component of Active Earth Pressure Pah Pa Cos( + ) =



Acting at Y1= (h/3) above section considered 

Vertical Component of Active Earth Pressure Pav Pa Sin( + ) = Pah

Acting at X1 = Y1Cot (90- ) from face of Wall 

Y1 =h/3



Pa



Pav 1.1

At Intermediate Checking Level Height from Formation Level, h Pa =

0.5 x

0.269 x

FL =

1.800 x

h3 =

1.789 m 1.789 x 2.6335

0.422 m

1.139 t/m (Width)

=

Int. Lvl Horizontal Component Pah = 1.139 x Cos(

0.045+

0.204 )

Will act at Y 1 Vertical Component Pav = 1.139 x

=

0.596 m

TOF BOF

Sin(

Will act at X1 = Y1Cot(90-) 1.2

1.104 t/m (Width)

= 1.789 / 3

0.045+ =

0.204 )

0.281 t/m (Width)

=

0.596 x Cot(90 -

0.045 )

=

0.027 m

h3 =

0.844 m

At Top of Foundation Height from Formation Level, h Pa =

0.5 x

0.269 x


=

1.800 x

0.045+

3.579 m 3.579 x 5.26701

=

0.204 )

=

Will act at Y 2 3.57882 / 3 Vertical Component Pav = 4.558 x Sin(

0.045+

Will act at X2 = Y2Cot(90-)

=

0.204 ) 1.193 x Cot(90 -

Sub Str

2

=

=

4.558 t/m (Width)

4.417 t/m (Width) 1.193 m

1.124 t/m (Width) 0.045 )

=

0.054 m

Br no 20

40


CONSULTANT


URS

Return Wall

At B ottom of Foundati on Height from Formation Level, h Pa =

0.5 x

0.269 x


=

1.800 x

0.045+

h3 =

5.074 m 5.074 x 7.46789

=

0.204 )

=

Will act at Y 2 5.07427 / 3 Vertical Component Pav = 9.162 x Sin(

0.045+

Will act at X 2 = Y2Cot(90-)

0.204 )

=

=

1.691 x Cot(90 -

0.045 )

1.197 m

9.162 t/m (Width)

8.880 t/m (Width) 1.691 m

2.259 t/m (Width) =

0.077 m

2.0 EARTH PRESSURE DUE TO SURCHARGE As per Cl 5.8.3 of Sub Str. Code Earth pressure due to surcharge is assumed to be dispersed below formation level at an angle of 45°. P1 =

(S + V) x h 1 x Ka

Will act at h 1/2

(B + 2D)

2

13.700 t/m 2 6.200 t/m 2.750 m

Live Load Surcharge per m, S= Dead Load Surcharge per m, V = Width of Distribution, B = 2.1


7.117 5.662

0.080

2.750 B

Formation Level

D 45

5.662



6 4 7 . 3

h1

0.000 Checking Level

Height, h 1 =

0.000 m


5.662 m

P1 = 2.2

13.700+

6.200 0.000 x 2.750+ 11.325

0.269

=

Will act at h 1/2

0.000 t/m

0.000 m


7.117 5.583

0.159

2.750 B

Formation Level

D 45

5.583



6 9 4 . 5

h1

0.263 Top of Foundation

Height, h 1 =

0.263 m

Width of Distribution, B = Depth of Dispersion, D =

2.750 m 5.583 m

Br no 20

41


CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 13.700+

P1 = 2.3

URS

Return Wall 6.200 0.263 x 2.750+ 11.166

0.269

=

Will act at h 1/2

0.101 t/m

0.132 m

At B ottom of Foundati on

7.117 4.583

1.159

2.750 B

Formation Level

D 45

4.583



6 9 4 . 6

h1

2.263 Bottom of Foundation

Height, h 1 =

2.263 m


4.583 m

13.700+

P1 =

6.200 2.263 x 2.750+ 9.166

0.269

=

Will act at h 1/2

1.015 t/m

1.132 m

3.0 PASSIVE EARTH PRESSURE For Calculation Of Passive Earth Pressure On Substructure Coulomb Theory Is Used Pp

2

0.5 K p w h

=

2

Cos ( ) Kp=

2

Cos  Cos( - )  

Kp= Pph

0.559 rad

1-



2

Sin(  + ) Sin( + ) Cos(- ) Cos (  - ) 0.186 rad

=

0.000 rad

 

4.678

=

0.000 rad

Factor of Safety for Passive =

Pp Cos( - ) Acting at (h/3) above section.

P pv

=

3

Pp Sin( - ) Acting at X=Y Cot(90 - )

Considering only Horizontal component because Vertical Component will be ineffective. 3.1

At Top of Foundation Passive Height = Bed Lvl or Scour Lvl T OF = 2 Pp = 0.5 x 4.678 x 1.000 x 0.000 Safe Passive Pressure = Ph = 0.000 x Cos( Resisting Moment =

3.2

0.000 0.1860.000 x

/ 0.000 ) 0.000 =

Resisting Moment =

2.339 0.1860.000 x

=

=

0.000 t/m

0.000 t/m

Will act @ h/3 =

0.000 m

0.000 t-m

250.72-

=

1.000 m

249. 72-

2.339 t/m

/3

=

0.000 t/m

0.000 )

=

0.000 t/m

0.333 =

0.000 m

250. 72-

0.000 t/m

3

At B ottom of Foundati on Passive Height = Bed Lvl or Scour Lvl BOF = 2 Pp = 0.5 x 4.678 x 1.000 x 1.000 Safe Passive Pressure = Ph = 0.000 x Cos(

250.72-

=

0.000 t-m

Will act @ h/3 =

0.333 m

Br no 20

42


CONSULTANT


URS

Return Wall

4.0 SELF WEIGHT 4.1

At Intermediate Checking Level FL 1.996

5

Top of Wall

0.300 Back Fill

4

0.000 1

Passive 1.750 6

3 A

2

0.080 No.

6

0.000

0.080 Shape Factor

W1 l W2 l i F e W3 i v t c W4 A W5 Passive W6

Horz. (m)

1.0 x 0.5 x 0.5 x 0.5 x 0.5 x 0.5 x

Vert. (m) Density

0.300 x 0.080 x 0.080 x 0.080 x 0.080 x 0.000 x

1.750 x 1.750 x 1.750 x 1.750 x 0.039 x 0.000 x

Sum CG of Total Mass from A = Moment/Weight = CG of Total Mass above Intermediate Level = FL

1.996

11 Back Fill

Weight W(t)

L.A. from Moment L.A. Moment A (m) W X (tm) above A W Y (tm) (t/m ) (m) 2.500 = 1.313 0.230 0.301 0.875 1.148 2.500 = 0.174 0.406 0.071 0.583 0.102 0.174 0.053 0.009 0.583 0.102 2.500 = 0.125 0.027 0.003 1.167 0.146 1.800 = 0.003 0.027 0.000 1.763 0.005 1.800 = 0.000 0.459 0.000 1.000 = 1.789 0.385 1.503 WX /W = 0.385 / 1.789 = 0.215 m WY /W = 1.503 / 1.789 = 0.840 m 3

Top of Wall

0.300 10

Passive

9

0.01 1

0.000

1

1.750 1

13

2

15

0.250

2 0.080

14

5

2.000

3

1.750

1.750

4 B

250.72 0.159

10a

0.080

16

6a

0.500 1.000

0.500 C

4.2

6

7 8

1.000 6b 1.618 2.818

1.000 0.500

249.72

1.200

At Top of Foundation No.

W1 W2 l W3 l i F e W4 i v t c W5 A W9 W11 W12 e i v W13 s l l a s i P F W14

Shape

1.0 x 0.5 x 1.0 x 0.5 x 0.5 x 0.5 x 0.5 x 0.5 x 1.0 x 0.5 x

Horz. (m) 0.300 x 0.080 x 0.080 x 0.080 x 0.159 x 0.159 x 0.159 x 0.011 x 0.080 x 0.080 x

Vert. (m) Density 3

(t/m ) 3.500 x

2.500 =

1.750 x

2.500 =

1.750 x

2.500 =

1.750 x

2.500 =

3.500 x

2.500 =

3.500 x

1.800 =

0.079 x

1.800 =

0.250 x

1.000 =

0.250 x

1.000 =

1.750 x

1.000 =

Sum CG of Total Mass from B =

Moment/Weight =

WX

Weight W(t) 2.625 0.174 0.348 0.174 0.696 0.501 0.011 0.001 0.020 0.070 4.620 /W =

L.A. from Moment L.A. Moment B (m) W X (tm) above B W Y (tm)

0.309 0.486 0.499 0.565 0.106 0.053 0.053 0.535 0.578 1.592

0.811 0.084 0.174 0.098 0.074 0.027 0.001 0.001 0.012 0.111 1.392 1.392 / 4.620

(m) 1.750 2.333 0.875 0.583 1.167 2.333 3.526

=

4.594 0.406 0.305 0.102 0.812 1.169 0.040

7.427 0.301 m

Br no 20

43


CONSULTANT


CG of Total Mass above Top of Foundation = 4.3

URS

Return Wall WY /W =

7.427 / 4.620

=

1.607 m

At B ottom of Foundation No.

l l i F e i v t c A

l l i F e i v s a s P

Shape

W1 W2 W3 W4 W5 W6 W6a W6b W7 W8 W9 W10 W 10a W11 W12 W13 W14 W15 W16


Horz. (m)

Vert. (m) Density 3

(t/m )


3.500 x

2.500 =

1.750 x

2.500 =

1.750 x

2.500 =

1.750 x

2.500 =

3.500 x

2.500 =

1.000 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

0.500 x

2.500 =

3.500 x

1.800 =

3.500 x

1.800 =

0.500 x

1.800 =

0.574 x

1.800 =

0.250 x

1.000 =

0.250 x

1.000 =

1.750 x

1.000 =

2.000 x

1.000 =

0.500 x

1.000 =

Sum C.G. of mass from C = Moment/Weight = C.G. of Total Mass above Bott of Foundation =

WX WY

Weight W(t)

L.A. from Moment L.A. Moment C (m) W X (tm) above C W Y (tm)

2.625 1.309 3.436 0.174 1.486 0.259 0.348 1.499 0.522 0.174 1.565 0.272 0.696 1.106 0.770 1.545 0.809 1.250 0.625 0.667 0.417 1.250 0.500 0.625 0.750 2.018 1.514 1.500 2.218 3.327 0.501 1.053 0.528 6.300 0.500 3.150 0.450 0.333 0.150 1.198 0.386 0.463 0.001 1.535 0.002 0.020 1.578 0.031 0.070 2.592 0.180 2.400 2.218 5.324 0.300 2.418 0.725 20.928 22.945 /W = 22.945 / 20.928 /W = 37.603 / 20.928

(m) 2.750 3.333 1.875 1.583 2.167 0.500 0.667 0.250 0.667 0.250 3.333 2.750 0.833 4.691

7.219 0.580 0.653 0.276 1.508 0.773 0.417 0.313 0.500 0.375 1.670 17.325 0.375 5.621

1.050 0.070 0.139 0.070 0.278 0.618 0.250 0.500 0.300 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.875

37.603

= =

1.096 m 1.797 m

5.0 SEISMIC FORCE Earth Pressure Due to Seismic Effect  x  x h = h =

0.00 x

0.0 x

Final Value h = 0.000

5.12.6. 1

o

0.000 =

v =

b " e u h t l i a v W : " I I " e & s " a C

 =

tan =

1+v

Int. Chk & TOF 0.045 0.611 0.204 0.000

= = = = -

-1

tan  h

1 + 0.000

(1 +  v) Cos ( -  - )

=

2

-

-1

 =

tan =

1-v

1 + 0.000

1 - 0.000

(1 +  v) Cos ( -  - )

=

1 +

Cos Cos  Cos( +  + )

Int. Chk & TOF 0.269

Ka =

0.269

Dynamic Increment (C a - Ka) =

0.000

With (+)

Pt I

0.737

Pt II

0.656

2

Sin( + )Sin( -  - ) Cos(+  + )Cos( - )

Sin( + )Sin( -  - ) Cos(+  + )Cos( - )

0.269

=

With (-)

0.000

1

x

2

At Final C a =

rad rad rad rad

0.000

2

Ca =

BOF

1

x

Cos Cos  Cos( +  + ) tan  h

0.000

TOF 0.000

2

Ca =

0.00 / 2 =

0.000

Level Slope of Batter with Vert. Coff. of internal friction of Soil Angle of friction bet. Wall & earth Angle of slope of fill with Horz. a e h t i l u W a : v I " e + s " a & C " + "

v =

0.000

Pt I

0.737

Pt II

0.656

2

=

0.269

BOF (Max Value of above, i.e., a and b)

S ub St r

Br no 20

44


CONSULTANT


URS

Return Wall

At Intermediate Checking Level DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.


5.2

Moment

0.000

0.840

0.000

0.000

0.000

0.000


0.000

0.875

0.000


0.000

0.000

0.000

At Top of Foundation DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.

DUE TO SELF WT. OF W all SFV

1.607

0.000 0.000

0.000

0.000


0.000

1.750

0.000


0.000

0.175

0.000

2

5.3

Moment

0.000

At B ottom of Foundati on DESCRIPTION DUE TO SELF WT. OF W all SFH

FORCE L.A.


Moment

0.000

1.797

0.000

0.000

0.000

0.000


0.000

2.250

0.000


0.000

1.509

0.000

6.0 STRESS CALCULATION 6.1


S.No.

LOAD VERT HORZ.

DESCRI 1 Active Earth Pressure Horizontal Component P ah

1.104

Vertical Component P av 2

0.281


3 Self Weight & Back Fill TOTAL - Without Seismic Due to seismic Effect Combined Load with Seismic

6.1.1

0.596

0.659

1.70

0.027

0.008

1.70

0.000

1.104 0.000 1.104

0.000

1.70

0.385 1.051 0.000 1.051

1.40 1.600

1.87723

1.12 0.47749

0.01

2.50406 2.982 0 2.98

0.54 1.671 0.00 1.67

0 1.877 0 1.88

Mu

0.00

Stresses at Intermediate Checking Level Vert. Load (t)



0.000 1.789 2.069 0.000 2.069

Ultimate Load Hu Vu


=

Moment (t-m)

W 2.069 2.069

M 1.051 1.051

Z (m)

e (m) B (m)

M/W 0.508 0.508

0.459 m = 70 mm ( Effective ) 459 -

0.459

Z-B/2 0.278 0.278

2

2

Pmin (t/m )

Permissible (t/m )

W /B(1+6e/B) 20.90 20.90

W /B(1-6e/B) -11.88 -11.88


459 mm 70

=

389 mm

16.7 kN-m


=

d =

16710407

Mu 0.15 x b x fck =

2

Pmax (t/m )

56.4

mm

Br no 20

45


Ast =

CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 0.15 x

35

1 -

1-

.5 fck

x 1000 4.6 Mu

f y Here : f ck = f y

=

b = d =

URS

Return Wall

f ck bd

bd

2

35 N /mm2

Mu =

500 N /mm2 1000 mm 389 mm

Ast =

0.2 % =

0.2 x

778 mm

=


0.291

100 1130.4 1000 >

%

1000 x

12 10



mm mm

2

778 mm

389 / 100 =

2

113.04


99.1 mm2

Dia Of Main Bar = #  Dia Of Bar on Comp Side = #

Min Steel Required = Steel to be Provided

16.7 KN - m

mm x x 0.20%

x 778.2

1000

=

< 3d = 1167.27 100 389.091 OK

145

mm

O.K


z =

final z

=

621720 13618182

1=

370 mm

Mur =

=

500

1.1 fy Ast fck b d

389

=

371

d

370

0.95 d =

=

*

181.759 kN-m

-

( Min of above )

0.87 * fy *As * z 0.87 *

1

1130.4 *

>

370 =

17 kN-m

181759071.3

N-mm

OK


0.12 100 413.455 78.5


Provide Spacing

190 100

=

X

1000

X

Avg Width 344.5

2

mm x 413 mm mm

1000

1343.75 1793.75



Depth factor =

18.8 kN 1000 mm 389 mm

v =

s =

18.8 * 1000 1000* 389 500 d

1/4

=

Ym =

1130.4 mm

2

N/mm

2

<

0.27

100 As

Ym

bd

vc =

0.27

vc =

1.25 0.143

1.25

x

1/3

0.75

0.75 fck =



0.04825

OK

1.06471

fck

x

113040 389091

1/3

1/3

( Cl 15-4-3-2-1)

x

1

1/3

Br no 20

46

Name of work: 4/19/2013 Dat Revision No.: R0 s * vc

CONSULTANT


=

v

URS

Return Wall 1.06471

=

*

0.04825

0.143

N/mm

=

0.15238

N/mm

2

2


6.2


S.No.

DESCRI

LOAD VERT HORZ.

1 Active Earth Pressure Horizontal Component P ah

4.417


1.124


2

3 Passive Earth Pressure 4 Self Weight & Back Fill TOTAL Due to seismic Effect Combined Load with Seismic

6.2.1

1.193

5.269

1.70

0.054

0.061

1.70

7.50892

Mu 8.96

1.90995

0.10

6.46853 8.378 0 8.38

0.101

0.132

0.013

1.70

0.17183

0.02

0.000

0.000 0.301

0.000 1.392 6.735 0.000 6.735

1.70 1.40

0

0.00 1.95 11.032 0.00 11.03

4.620 5.744 0.000 0.000 5.744

1.600

7.681 0 7.68

Stresses at Top of Foundation Vert. Load (t)

Case


Moment (t-m)

W 5.744 5.744

Without Seismic With Seismic

M/W 1.173 1.173

0.618

Z-B/2 0.864 0.864

2

2

2

Pmax (t/m )

Pmin (t/m )

Permissible (t/m )

W /B(1+6e/B) 87.17 87.17

W /B(1-6e/B) -68.58 -68.58


618 mm 70

=

548 mm

110.3 kN-m

d =

=

Ast =

.5 fck

0.15 x

35

1 -

1-

f y Here : f ck =

Mu 0.15 x b x fck

110324541

d

b = d =

e (m) B (m)

M 6.735 6.735


=

Z (m)

0.618 m = 70 mm ( Effective ) 618 -

=

f y

Ultimate Load Hu Vu


=

4.6 Mu f ck bd

Mu =

2

110.3 KN - m


500 N /mm 1000 mm 548 mm


0.2 % =

0.2 x

1096 mm

=


0.206

%

100 1130.4 1000 >

1000 x

548 / 100 =

mm x x 0.20%

x 1096.4

1000

=

1

2

1096 mm

=

< 3d = 1644.55 100 548.182 OK

O.K


12 10



2

113.04


mm

bd

2

35 N /mm2


145.0

x 1000

-

1.1 fy Ast fck b d

d

103

mm

mm mm

Br no 20

47

Name of work: 4/19/2013 Dat Revision No.: R0 z = 1final z

CONSULTANT

DOUBLING OF RUTHIYAI-KOTA 621720 19186364

=

=

530

521

0.95 d =

( Min of above )

0.87 * fy *As * z 0.87 *

=

548

521 mm

Mur =

URS

Return Wall

500

=

*

256.076 kN-m

1130.4 *

>

521 =

110 kN-m

256076448.5

N-mm

OK


0.12 100 508.909 78.5


Provide Spacing

154 100

=

X

1000

Avg Width 424.1

X

2

mm x 509 mm mm

1000

1343.75 1793.75



Depth factor =

76.8 kN 1000 mm 548 mm

v =

76.8 * 1000 1000* 548

s =

1/4

500 d

=

1130.4 mm

Ym =

s * vc v

2

0.97726

=

0.14011

* N/mm

2

0.27

100 As

Ym

bd

vc =

0.27

vc =

1.25 0.417

=

0.40767

1.25

=

N/mm

<

0.417

1/3

4.43706

0.75 fck =



0.14011

OK

0.97726

fck

x

x

1/3

1/3

113040

( Cl 15-4-3-2-1)

x

35

1/3

548182

N/mm

2

2


6.3

At Bottom of Foundation

S.No. 1

LOAD

DESCRIPTION OF LOAD

VERT


8.880

1.691 0.077

0.174

1.015

1.132

1.149

0.000

0.333 1.096

0.000 22.945

2.259


3 Passive Earth Pressure 4 Self Weight & Back Fill TOTAL Due to seismic Effect Combined Load with Seismic 6.2.1

Moment (t-m) L.A. (m) Moment (t-m) Ms Front L.A.

Active Earth Pressure Horizontal Component P ah

2

HORZ.

20.928 23.186 0.000 23.186

15.019 2.741

6.192

1.722

36.033

39.287

42.224

0.000 39.287

42.224

Stresses at Bottom of Foundation


Vert. Load (t)

W 23.186 23.186

Moment (t-m)

M 39.287 39.287

Z (m)

e (m) B (m)

M/W 1.694 1.694

2.818

Z-B/2 0.285 0.285

2

2

Pmax (t/m )

Pmin (t/m )

W /B(1+6e/B) 13.23 13.23

W /B(1-6e/B) 3.23 3.23

2

Permissible (t/m ) Max

Min 15.0 20.0

0.0 0.0

Br no 20

48


CONSULTANT


URS

Return Wall

2

t/m Design of Toe Slab Max Projection of T oe Slab

=

1.200

m

On safer side Taking Max Foundation Pressure as UDL ( Though it will be Trapezoidal ) Max Pressure =

132.252 kN/m 132.252

Max Moment =

Ultimate Moment Mu

x 2

=

=

( Taking Unit Width in Consideration ) 1.200

1.700

x

d

=

Ast =

.5 fck

Here : f ck = b = d =

95.22

=

161.88 kN-m

d =

Mu 0.15 x b x fck

161876651 35 x 1000

0.15 x 1 -

f ck bd

Mu =

2

161.9 KN - m

402.8 mm2 Dia Of Main Bar = #  Dia Of Bar on Comp Side = #


0.2 % =

0.2 x

1860 mm

=


So Provide Spacing = % of Steel Provided = p = 0.216

mm

Ast =

500 N /mm 1000 mm 930 mm

=

175.6

bd

2

35 N /mm2


=

4.6 Mu

1-

f y

=

95.22

=

161.9 kN-m


f y

2

100 2009.6 1000 >

%

1000 x

16 12



930 / 100 =

mm mm

2

1860 mm

2

200.96

x 1860.0

1000

mm x x

< 3d = 100 930 OK

2790

O.K

X

1000

X

0.20%

=

108

mm


0.12 100 858 113.04


Provide Spacing

132 100

=

Avg Thick 715.0

2

mm x 858 mm mm

1000

Checking for Shear Stress Ulti Fac

Ultimate Shear, H u = b d

132.252

x

= =

0.200

x

1.9

=

50.2558 kN

1000 mm 930 mm As per Clause 15.4.3.1 of CBC

Shear stress, v

=

50.2558 1000

1000 930

=

2

0.05404 N/mm

<

0.75 √f ck =


Depth factor, s

=

500 d

1/4


0.85629

4.43706

OK

Br no 20

49


CONSULTANT


Ultimate Shear Resistance of Concrete, v c =

1860 mm

As = Ym =

vc =

1.25

= s vc v

URS

Return Wall

=

0.85629 0.4317

=

2

0.05404

Dia of Shear stirrups

N/mm

100 As

Ym

bd

1/3

1/3

x

0.27

186000

1.25

930000

(Cl 15.4.3.2.1)

f ck

1/3

x

1/3

40

0.4317

0.36966 N/mm2

=

=

0.27

10 mm having nos of leg in 1 m =

4

314.159 mm

Asv =

As per Cl 15.4.3.2 (Table - 14)

≤

v

s vc

sv =

0.87 f yv A sv /

0.4 b

=

It should not be more than 0.75 d or 450 mm Therefore required, s v = So provide Sv

=

341.648


341.648

=

136659 400

(0.75d = 697.5 mm)

300 mm

Design of Heel Slab Max Projection of T oe Slab

=

1.000

Total Weight of Soil / m Run = Surcharge = =

Vertical U DL

98.928

99.939 kN /m 99.939

Max Moment =

98.928 k N/m

1.011

=

99.939 kN/m

2

=

x

49.97

=

49.97

84.95 kN-m

84.9 kN-m

d =

Mu 0.15 x b x fck

84947940

d

=

Ast =

.5 fck

0.15 x 1 -

f y

=

+

1.000

1.700


b = d =

=

( T aking U ni t W id th in Consi deration )

x

=

=

f y

18.000

2

Ultimate Moment

Here : f ck =

5.496 x

1.011 kN/m

Total Vertical UDL

Mu

m

35 x

=

4.6 Mu

1-

f ck bd

35 N /mm2


84.9 KN - m


0.2 % = =

mm

bd

2

Mu =

500 N /mm2 1000 mm 930 mm


127.2

1000

1860 mm

0.2 x 2

1000 x

16 12



930 / 100 =

2

1860 mm

mm mm

design calculation of abutment

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