(lsm) swd excel sheet

DESIGN OF SOUTH SIDE DRAINAGE SYSTEM

SSD 23width of ssd = 2.5

Case 1: Backfill soil outside & Empty insideLHS wall (INRP Side)

depth of wall , (m) = 3.545

Width, (m) = 1Ground Level, (m) = 2.945

Horizontal Forces On Wall

Due to vehicular load, (KN) 17.4098556842Due to surcharge, (KN) 16.7865Due to Hydrostatic water, (KN) 62.835125

Due to submerged backfill soil, (KN) 24.71812125Total force, (KN) 121.7496019342

Moment At Base Of WallDue to vehicular load, (KNm) 17.2925282489Due to surcharge, (KNm) 24.71812125Due to Hydrostatic water, (KNm) 74.2501727083Due to submerged backfill soil, (KNm) 24.2649556938Total moment , (KNm) 140.525777901

Factored Moment, (KNm) 210.7886668515

Eff. Depth of wall req (mm) , d = 225.6438275705overall depth req (mm), D = 275.6438275705

Depth of Wall Enter the Depth

overall depth provided (mm), D = 120

Eff. Depth of wall provided (mm) , d = 70

Check For Crack WidthArea of steel required 10446.2722332443Actual depth of NA 52.4600938563

MOI of cracked section 78941607.6579596

0.0011401098

0.0010986162

Ac 42.9167968584Wcr 0.1302014317

Check for Uncracked sectionArea of steel req 10446.2722332443Moment of inertia of RCC section 166285380.764255Bending tensile stress (N/sqmm) 76.0579189401

CRACKED (Incr. Depth)

Area of steel of Wall

Vertical SteelAst req at outer face (sqmm) 10446.2722332443Ast req at inner face (sqmm) 10446.2722332443

Distribution Steel (Horizontal Steel) 0.313253012Ast req at outer face (sqmm) 375.9036144578Ast req at inner face (sqmm) 375.9036144578

LHS Wall Reinforcement DetailsDia of bar used (mm)

Vertical Steel Enter the Bar Dia.Outer face 16Inner face 16

Distribution Steel (Horizontal Steel)Outer face 16Inner face 16

RHS Wall Reinforcement DetailsDia of bar used (mm)

Vertical Steel Enter the Bar Dia.Outer face 16Inner face 16

Distribution Steel (Horizontal Steel)Outer face 16Inner face 16

ϵ1

ϵm


m

Case 1: Backfill soil outside & Empty inside Case 2: Inside Water and No backfill outsideRHS wall (TAPS 3,4 side) LHS wall (INRP Side) RHS wall (TAPS 3,4 side)

2.695 3.545 2.695

1 1 11.195 2.945 1.195

0 0 06.8115 0 0

36.315125 36.315125 36.315125

4.06987125 0 047.19649625 36.315125 36.315125

0 0 04.06987125 0 0

32.6230872917 32.6230872917 32.62308729171.6211653813 0 0

38.3141239229 32.6230872917 32.6230872917

57.4711858844 48.9346309375 48.9346309375

178.7612735215228.7612735215

Enter the Depth

400

350

1467.5358397713 Provided equal reinforcement on both faces6037750536.42353

1.9037284014UNCRACKED

1467.5358397713 sqmm/metreProvided equal reinforcement on both faces

1467.5358397713 sqmm/metre

0.313253012 %age of reinforcementProvided equal reinforcement on both faces

1253.0120481928 sqmm/metre1253.0120481928 sqmm/metre

Spacing req. (mm) Spacing provided (mm)Enter the spacing

19.2374844837 12019.2374844837 120

534.6051282051 120534.6051282051 120

RHS Wall Reinforcement DetailsSpacing req. (mm) Spacing provided (mm)

Enter the spacing136.9370304655 150136.9370304655 150

160.3815384615 150160.3815384615 150


submerged wt of soilKaunit wt of concrete =unit wt of soilunit wt of water

sat. unit wt of soilfckfy

LOADING DETAILS

SURCHARGE TAKEN (KN/sqm)

LINE LOAD DETAILS

Q , (KN/m) =

HORIZONTAL DISTANCE FROM WALL , x(m) =

Ec

Est

Formulas for stresses due to line vehicular load

σcbc

σst

σcbt

σct

σ =(2 )/ )×[1/(1+ )^2 )]^2_� ×� (�×�� (�⁄�`

mkjQ

Provided equal reinforcement on both faces


100.57

25 KN/cum20 KN/cum10 KN/cum

20 KN/cum30 N/sqmm

415 N/sqmm

LHS RHS10 10

170 0

2 0

10 N/sqmm

130 N/sqmm

2 N/sqmm

1.3 N/sqmm

27386.127875258

200000

σ =(2 )/ )×[1/(1+ )^2 )]^2_� ×� (�×�� (�⁄�`

σ_ℎ=∫24_0 ▒^� 〖 ×2 )/ )×[1/(�� ×� (�×��(1+ )^2 )]^2 " dz (�⁄� " 〗

�_ℎ=∫25_0 ▒^� 〖 ×2 )/(�� ×�)×[1/(1+ )^2 )]^2(�×�� (�⁄� 〗 )(�−� dz

`

9.3333333333

0.41791044780.86069651741.7984703349

a 500b 233300.07987579c -13614974.8106618

X1 52.4600938563X2 -519.0602536078

DESIGN OF BASE SLAB

width of ssd = 2.5

LHS wallDepth of wall, (m) = 3.545Width, (m) = 1Ground Level, (m) = 2.945Projection, (m) = 0.4Thickness of wall provided, (m) = 0.12Base slab dimn(L*B*H) , (m) = 3.82Wt of each wall/m, (KN/m) = 10.635Press due backfill soil, (KN/sqm) = 58.9

Pressure due to slab wt, (kn/sqm) 12.5pressure due water inside drain 26.95

Check For Floatation ConditionDownward forcewt of wall = 37.585wt of slab = 47.75wt of surcharge over projection 0wt of soil over projection = 33.12total DL = 118.4550.9 DL 106.6095upward forceAvg upward press 25.7Total upward force 98.174

FOS against Floatation 1.0859239717

Moment Calculation Due To Floatation ConditionTotal downward pressure 31.0091623037Net upward press, (KN/sqm) 18.5091623037Moment due to hor. Force at base of wall 140.525777901

Total moment at base of wall(KNm) 137.2945108853Moment at centre of slab (KNm) 117.940965401

Unfactored moment at base of wall 137.2945108853Unfactored moment at centre of slab 117.940965401

Moment Calculation Due To Bearing Pressure Conditiobearing pressure generated 50.7408376963net bearing pressure 38.2408376963Moment due to hor. Force at base of wall 140.525777901

Moment at slab base intersection 138.0730449167Momnet at centre of slab 116.368180401

Unfactored moment at base of wall 138.0730449167Unfactored moment at centre of slab 116.368180401

maximum moment 138.0730449167

Depth of WallDepth required, (mm) 277.0784897973

Total depth req 327.0784897973

Total depth provided 500Eff. Depth provided 450

Check for Uncracked sectionArea of steel req 2742.2243988195Moment of inertia of combined section 12756698153.6593Bending tensile stress 2.7058930778

Area of steel of base slab

Main Reinforcemnet AreaAst at bottom face 2742.2243988195Ast at top surface 2742.2243988195

Distribution Reinforcement Area 0.313253012Ast at bottom face 1566.265060241Ast at top face 1566.265060241

Reinforcement Details Of Base SlabDia of bar used (mm)

Main Rebar Steel Enter the Bar Dia.Bottom Face 16Top Face 16

Distribution Steel Bottom Face 16Top Face 16

Check for SlidingTotal downward wt (DL) 118.4550.9 DL 106.6095Net Horizontal Forces 74.5531056842

FOS against floatation 0.7149903349

Check For Overturning

DESIGN OF BASE SLAB

m

RHS wall2.695

11.195

0.40.4

1 0.526.95

23.9

----

KNKN

KNKN

KN/sqmKN

UNSAFE (Incr. Depth or Projection)

3.2423307625

2.8110637468

2.8110637468

3.2423307625

less than 500

mmmm


CRACKED (Incr. Depth)

sqmm/metreProvided equal reinforcement on both faces

sqmm/metre

%age of reinforcementsqmm/metre

Provided equal reinforcement on both facessqmm/metre

Spacing req. (mm) Spacing provided (mm)Enter the spacing

73.2835723023 12073.2835723023 120

128.3052307692 120128.3052307692 120

UNSAFE

Ka 0.57unit wt of concrete = 25 KN/cumunit wt of soil 20 KN/cumunit wt of water 10 KN/cum

sat. unit wt of soil 20 KN/cumfck 30 N/sqmmfy 415 N/sqmmS.B.C of soil 70 KN/sqmsubmerged wt of soil 10 KN/cum

S.B.C. Checkwt of wall/m 37.585wt of slab/m 47.75

wt of soil/m 33.12

wt of surcharge over projection 8wt of water/m 67.375total (KN) 193.83area /m 3.82

downward pressure (KN/sqm) 50.7408377 SAFE

Coeff.of friction 0.5

10 N/sqmm

130 N/sqmm

2 N/sqmm

1.3 N/sqmmm 9.333333333k 0.417910448

j 0.860696517

Q 1.798470335



Spacing provided (mm)

σcbc

σst

σcbt

σct

Horizontal Force On Wall Due To Vehicular Loadlower limit 0upperlimit 3.245diff 3.245no. of inteval 50interval size 0.0649

TRAPEZOIDAL RULE

S.No. z F(z)

0 0 01 0.0649 0.0010502892 0.1298 0.0083495323 0.1947 0.02788649014 0.2596 0.06514646125 0.3245 0.12490019356 0.3894 0.21103715537 0.4543 0.32645122988 0.5192 0.4729823249 0.5841 0.6514128623

10 0.649 0.861514180911 0.7139 1.102134793412 0.7788 1.371320554913 0.8437 1.666455948214 0.9086 1.984415927215 0.9735 2.321718781416 1.0384 2.674672069317 1.1033 3.039505548718 1.1682 3.412486970519 1.2331 3.790018425320 1.298 4.168712506721 1.3629 4.545448815622 1.4278 4.917412263123 1.4927 5.282115235524 1.5576 5.637406023525 1.6225 5.981466020226 1.6874 6.312798132927 1.7523 6.630208666828 1.8172 6.93278468429 1.8821 7.219868551430 1.947 7.491031085931 2.0119 7.746044422

32 2.0768 7.984855460133 2.1417 8.207560526334 2.2066 8.414381673835 2.2715 8.605644898736 2.3364 8.781760411637 2.4013 8.943205008138 2.4662 9.090506504139 2.5311 9.22423015440 2.596 9.344966926141 2.6609 9.453323495342 2.7258 9.549913795843 2.7907 9.635351975444 2.8556 9.710246596545 2.9205 9.775195932846 2.9854 9.830784221547 3.0503 9.877578742748 3.1152 9.916127606949 3.1801 9.946958144250 3.245 9.970575803

Horizontal Force On Wall Due To Vehicular LoadKaQx

TRAPEZOIDAL RULE

Multiplier Product Of Sum

1 02 0.002100578 Total Horizontal Force = 2 0.0166990639 (Area Under The Curve)2 0.05577298012 0.13029292232 0.24980038712 0.42207431052 0.65290245952 0.9459646482 1.30282572462 1.72302836192 2.20426958682 2.74264110972 3.33291189632 3.96883185442 4.64343756282 5.34934413862 6.07901109742 6.82497394092 7.58003685072 8.33742501332 9.09089763112 9.83482452612 10.5642304712 11.27481204692 11.96293204032 12.62559626592 13.26041733352 13.86556936792 14.43973710282 14.98206217192 15.4920888439

σ_ℎ=∫24_0 ▒^� 〖 ×2 )/ )×[1/(1+(�� ×� (�×��)^2 )]^2 " dz (�⁄� " 〗

2 15.96971092022 16.41512105262 16.82876334762 17.21128979732 17.56352082332 17.88641001612 18.18101300832 18.4484603082 18.68993385212 18.90664699062 19.09982759152 19.27070395082 19.42049319312 19.55039186552 19.66156844292 19.75515748542 19.83225521372 19.89391628851 9.970575803

sum 536.513272239

0.57170

2

Total Horizontal Force = 17.4099 KN(Area Under The Curve)

Moment On Wall Due To Vehicular LoadLower Limit 0Upper Limit , b 3.245Difference 3.245No. of Inteval 50

0.0649

TRAPEZOIDAL RULE

S.No. z F(z)0 0 01 0.0649 0.00334002412 0.1298 0.0260104623 0.1947 0.08506216064 0.2596 0.19448824525 0.3245 0.36477101526 0.3894 0.60263770067 0.4543 0.91102744698 0.5192 1.28925521879 0.5841 1.7333444852

10 0.649 2.236490813711 0.7139 2.789613375612 0.7788 3.381950752413 0.8437 4.001660668314 0.9086 4.636389372315 0.9735 5.273784211916 1.0384 5.901931388117 1.1033 6.509709033618 1.1682 7.087052940319 1.2331 7.625138069920 1.298 8.116483250521 1.3629 8.554989215822 1.4278 8.935921564423 1.4927 9.255850527224 1.5576 9.51255892425 1.6225 9.704928617726 1.6874 9.832814371927 1.7523 9.896912476928 1.8172 9.898629971829 1.8821 9.839958848730 1.947 9.723358349531 2.0119 9.551647376732 2.0768 9.3279081485

Interval size, Δz

33 2.1417 9.055401528734 2.2066 8.737493930135 2.2715 8.377595308836 2.3364 7.9791075137 2.4013 7.545382065338 2.4662 7.079686465439 2.5311 6.585177906940 2.596 6.06488353541 2.6609 5.521686253642 2.7258 4.958315242843 2.7907 4.377340402444 2.8556 3.781170024745 2.9205 3.172051080246 2.9854 2.552071583947 3.0503 1.923164581248 3.1152 1.287113363449 3.1801 0.645557583650 3.245 0

Moment On Wall Due To Vehicular Load

TRAPEZOIDAL RULE

Multiplier Product Of Sum1 02 0.00668004822 0.0520209242 0.17012432122 0.38897649042 0.72954203052 1.20527540112 1.82205489382 2.57851043752 3.46668897052 4.47298162752 5.57922675122 6.76390150482 8.00332133672 9.27277874472 10.54756842392 11.80386277632 13.01941806732 14.17410588052 15.25027613982 16.23296650092 17.10997843162 17.87184312882 18.51170105432 19.02511784792 19.40985723552 19.66562874382 19.79382495372 19.79725994352 19.67991769742 19.44671669912 19.10329475352 18.655816297

�_ℎ=∫25_0 ▒^� 〖 ×2 )/(�� ×�)×[1/(1+ )^2 )]^2(�×�� (�⁄� 〗 )(�−� dz

`

2 18.11080305742 17.47498786012 16.75519061772 15.958215022 15.09076413062 14.15937293082 13.17035581392 12.129767072 11.04337250722 9.91663048552 8.75468080482 7.56234004942 6.34410216042 5.10414316782 3.84632916242 2.57422672672 1.29111516711 0

Total = 532.8976347886

Ka 0.57Q 170x 2

moment due to horizontal force = 17.2925 KNm(Area Under The Curve)

(lsm) swd excel sheet

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