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Challenge

Project 1

AAnil Kumar A B8 Jan 2023

Aim:- Analysis & Design raft foundation of a box culvert bridge having 12 M span and 5.5 M height in STAAD pro and applying loads as per IRC 6.

Que 1) Calculate the loads to be applied on the box as per IRC 6.

Given Data:-

  • The span of structure = 12 M
  • Height of structure = 5.5 M
  • Safe bearing capacity of soil = 80 kN/m2
  • Wearing coat fill on structure = 1.5 M
  • Haunch size = 200 x 200 MM
  • Soil density = 18 kN/m3
  • Concrete M35
  • Steel Fe500

Assumption and Design Data:-

Span in model = 12.7 M

Height of structure = 6.15 M

No. of Cell

=

1

Clear Span (skew)

=

12.00

M

Clear Height at outer edge

=

5.50

M

Clear Height at median edge

=

5.50

M

Width of Box

=

12.50

M

Carriage Width

=

11.50

M

Width of crash barrier

=

0.50

M

Width of Haunch

=

0.20

M

Depth of Haunch

=

0.20

M

Depth of top slab

=

0.60

M

Depth of bottom slab

=

0.70

M

Depth of External Vertical wall

=

0.70

M

Safe Bearing capacity

=

80.00

KN/m2

Allowable Settlement

=

75.00

mm

Spring Constanrt

=

1066.67

KN/m3

Density of concrete

=

25.00

KN/m3

Bulk Density of soil

=

18.00

KN/m3

Density of submerge soil

=

10.00

KN/m3

Density of profile corrective course

=

25.00

KN/m3

Density of fill

=

18.00

KN/m3

Coefficient of earth pressure at rest

=

0.50

Maximum air shade temp.

=

40.00

0/C

Minimum air shade temp.

=

12.50

0/C

Max Live Load on box for breaking force calculation

=

700.00

KN

Design parameter

Grade of Concrete

=

M

35

Grade of Steel

=

Fe

500

Clear cover for earth face structural component

=

75

mm

Clear cover for inside face structural component

=

50

mm

Clear Cover for foundation

=

75

mm

Data for STAAD input

No. of division of Bottom Slab

=

10

Procedure Creating 2D STAAD model

Creating a 2D model using a grid model with appropriate dimensions. For making a frame considering the centerline from both sides and assign proper distance nodes for haunches. after that we need to assign the properties to the structure with appropriate size. then we need to assign the support as fix but support then adding spring constant using calculation. spring constant calculated on the basis of safe bearing capicapity of soil.

Assigning Material Property

Assigning Support

Assigning Loads on the model.

  1. Dead Load

Step for assigning dead load.

Loading -> Load Case details -> Add -> Creat title as "Dead Load' -> Add -> stelect dead load and add again -> self weight -> Factor -1 -> Add -> Assign to view -> Assign.

  1. SIDL

Super Imposed Dead Load

Thickness of W.C + profile correction course

=

1.5

m

Load (UDL) on top slab

=

37.5

KN/m

Height of fill

=

0

m

Load (UDL) Load on top slab

=

0

KN/m

Total SIDL load on top slab

=

37.5

KN/m

Step for assigning SIDL load n STADD.pro

Loading -> Load Case detail -> Add -> Create title as "SIDL" -> Add -> select SIDL and add again -> Member Load -> uniform force -> W1 37.5 direction as GY -> Add -> Select top member then select load -> Assign to selected beam -> assign.

  1. Earth Pressure Load.

considering value,

At rest pressure is (Ka) 0.5

The density of soil is 18 kN/m3

Earth pressure

Thickness of top slab

=

0.60

m

Height of top hunch

=

0.20

m

Clear height between top & bottom slab

=

5.50

m

Height of bottom hunch

=

0.20

m

Thickness of bottom slab

=

0.70

m

Height from top
(M)

Intensity of Earth pressure
(KN/m2)

1.40

1.40

=

12.60

0.30

1.70

=

15.30

0.20

1.90

=

17.10

5.05

6.95

=

62.55

0.20

7.15

=

64.35

0.35

7.50

=

67.50

Step for assigning load on model

Loading > Load Case detail > Add > Create title as "Earth pressure" > Add > Select Earth Pressure load and add again > Member Load > Hyrdostatic > W1 = 67.50 and W2 = 12.60 diection as GX > Add > first select member then select load > Assign to selected beam > assign.

Repeat same procedure for all the member by changing the value of W1 and W2. in both the side

  1. Live Load surcharge

Calculating Live Load surcharge.

Value assumption,

Coefficient of lateral earth pressure (K) is 0.5

Density of soil is (Y) 18 kN/m3

Equivalent height of soil for vehicular loading which shall be (h) 1.2 M.

ΔΔ= k x y x h

Live Load surcharge

Uniform Intensity of loading

=

10.8

KN/m2

Below steps for assigning load on model.

Loading -> Load Case detail -> Add -> Creat title as "Live Load surcharge" -> Add -> select Live Load surcharge and add again -> Member Load -> uniform force -> W1 10.8 direction as GX -> Add -> first select member then select load -> Assign to selected beam -> assign.

Repeating same procedure for different direction but value of W1 is -10.8.

. Braking Forces.

Max Live Load on box ( for 2 lanes) is 700 kN/m2

Width of the box is 12.50 M

Total Braking force is 14 kN.

Below step for assigning braking force to STAAD model.

Loading -> Load Case detail -> Add -> Create title as "Braking Load" -> Add -> select Braking Load and add again -> Nodel load -> Fx = 14. -> add -> first select top node then select load -> Assign to selected node -> assign.

Repeat same procedure for different side whose node value of Fx is -14.

  1. Temperature Load.

2.6

Temperature

Maximum effective bridge temp

=

40.00

C

Minimum effective bridge temp

=

12.50

C

Effective Temperature Difference.

= (40 - 12.50)/2 + 10

= 13.75 + 10

  • Temperature Rise is = 23.75.

Steps for assigning Load.

Loading -> Load Case detail -> Add -> Create title as "Temperature Load Rise" -> Add -> select Temperature Load (Rise) and add again -> Tempreature Load -> Temperatures -> Temp change elongation =23.75 -> Add -> first select member then select load -> Assign to selected beam -> assign.

Steps for assigning Load.

Loading -> Load Case detail -> Add -> Creat title as "Temperature Load Fall" -> Add -> stelect Temperature Load (Fall) and add again -> Tempreature Load -> Temperatures -> Temp change elongation =-23.75 -> Add -> first select member then select load -> Assign to selected beam -> assign.

  • Temperature Gradient (Rise)

    TEMPERATURE RISE CASE

    Member Description

    h

    h1

    h2

    h3

    T1

    T2

    T3

    (m)

    (m)

    (m)

    (m)

    / C

    / C

    / C

    Top Slab

    0.6

    0.15

    0.18

    0.15

    17.8

    4

    2.1

    Member Description

    E a t S1

    S2

    S3

    F1

    F2

    F3

    F

    T / m2

    T / m2

    T / m2

    T

    T

    T

    T

    Top Slab

    683.52

    153.60

    80.64

    56.96

    12.80

    6.72

    76.48

    Member Description

    CG of Section fromTop

    CG of
    Section
    From

    CG of TOP
    BLOCK from
    Top

    CG of MID
    BLOCK from
    Top

    CG of BOTTOM
    BLOCK from
    BOTTOM

    x1

    x2

    x3

    M

    m

    m

    m

    T-m

    Top Slab

    0.3

    0.3

    0.0601

    0.21

    0.05

    0.2399

    0.09

    0.25

    13.13717431

    Steps for assigning Load.

    Loading -> Load Case detail -> Add -> Create title as "Temperature Gradient (Rise)" -> Add -> select Temperature Gradient (Rise) and add again -> Nodal load -> Node -> Fx = 76.48 -> Add -> Mz = 13.14 -> (Again for other direction node) Fx = -76.48 & Mz - 13.14 -> Add -> select induidal node then select load -> Assign to selected node -> assign.

  • TEMPERATURE RISE CASE

    Member Description

    h

    h1

    h2

    h3

    h4

    T1

    T2

    T3

    T4

    (m)

    (m)

    (m)

    (m)

    (m)

    / C

    / C

    / C

    / C

    Top Slab

    0.6

    0.12

    0.15

    0.15

    0.12

    10.6

    0.7

    0.8

    6.6

    Member Description

    E a t S1

    S2

    S3

    S4

    F1

    F2

    F3

    F4

    F

    T / m2

    T / m2

    T / m2

    T / m3

    T

    T

    T

    T

    T

    Top Slab

    407.04

    26.88

    30.72

    253.44

    26.04

    2.02

    2.30

    17.0496

    47.40

    Member Description

    CG of Section fromTop

    CG of
    Section
    From

    CG of TOP
    BLOCK from
    Top

    CG of MID
    BLOCK from
    Top

    CG of MID
    BLOCK from
    Bottom

    CG of BOTTOM
    BLOCK from
    BOTTOM

    x1

    x2

    x3

    x4

    M

    m

    m

    m

    m

    T-m

    Top Slab

    0.3

    0.3

    0.0395

    0.17

    0.17

    0.05

    0.2605

    0.13

    0.13

    0.25

    2.4822144

    Steps for assigning Load.

    Loading -> Load Case detail -> Add -> CreatE title as "Temperature Gradient (Fall)" -> Add -> select Temperature Gradient (Fall) and add again -> Nodal load -> Node -> Fx = 47.40 -> Add -> Mz = 2.49 -> (Again for other direction node) Fx = -47.40 & Mz - 2.49 -> Add -> select induidal node then select load -> Assign to selected node -> assign.

    Analysis:

    Analysis and Design > Click 'Define Commands' > Select "Perform Analysis" > Add > Click 'Run Analysis'

  • 2) Live load analysis and effective width calculation for 70 R and Class A to be done.

    For the 70 R &b Class A loading we have to make another new model in STADD.Pro, for making model repeating same procedure as mention above size and properties also same.

    Calculating Load of Class 70 R vehical loading.

    One no of 70 R tracked

    Carriageway Live Load

    =

    700

    KN

    Transverse eccentr of live load

    =

    3.1

    m

    Transverse Movement

    =

    2170

    KNm

    UDL due to ecc. Of CWLL

    =

    7.31

    KN/m

    Longitudinal eccentr of live load

    =

    2.215

    m

    Longitudinal Movement

    =

    1550.5

    KNm

    UDL due to ecc. Of CWLL

    =

    5.73

    KN/m

    Two no of 70 R tracked

    Carriageway Live Load

    =

    1400

    KN

    Transverse eccentr of live load

    =

    0.35

    m

    Transverse Movement

    =

    490

    KNm

    UDL due to ecc. Of CWLL

    =

    1.65

    KN/m

    Longitudinal eccentr of live load

    =

    2.215

    m

    Longitudinal Movement

    =

    3101

    UDL due to ecc. Of CWLL

    =

    11.45

    1

    Design Data

    No. of Cell

    =

    1

    Clear Span (skew)

    =

    12.00

    m

    Clear Height at outer edge

    =

    5.50

    m

    Width of Box

    =

    12.50

    m

    Carriage Width

    =

    11.50

    m

    Width of crash barrier

    =

    0.50

    m

    Width of footpath / safty kerd

    =

    0.00

    m

    Width of Haunch

    =

    0.20

    m

    Depth of Haunch

    =

    0.20

    m

    Thickness of waring coat

    =

    1.50

    m

    Thickness of fill over top slab excluding wearing coat

    =

    0.00

    m

    Depth of top slab

    =

    0.60

    m

    Depth of bottom slab

    =

    0.70

    m

    Depth of External Vertial wall

    =

    0.70

    m

    For 70 R - Tracked

    Clear distance

    =

    1.2

    m

    Width of track (transverse to traffic direction)

    =

    0.84

    m

    Width of track (along traffic direction)

    =

    4.57

    m

    Total width of vehical

    =

    2.9

    m

    Width center to center of wheel

    =

    2.06

    m

    For 70 R - Tracked

    Impact factor

    Impact factor =

    10.0

    %

    1.10

    Effective Dispersion Width

    Dispersion of loads through fills and wearing coat ( at 45degree angle)

    b = tyre width along traffic flow

    =

    4.57

    m

    wc = wearing coat

    =

    1.50

    m

    d = effective depth of slab

    =

    0.60

    m

    s = thickness of soil above box

    =

    0.00

    m

    Hence, dispersion width

    =

    8.77

    m

    Calculation of effective width

    k = constant depending on b/lo

    =

    2.335

    lo = effective span

    =

    12.7

    m

    x = Distance of center fo gravity from nearest support

    =

    6.35

    m

    x = Distance of center fo gravity from nearest support

    =

    2.285

    m

    b = tyre width across traffic flow

    =

    0.84

    m

    wc = wearing coat

    =

    0

    m

    bt = width of tyre + 2 x thickness of w.c

    =

    3.84

    m

    Hence, beff for max movement case

    =

    6.508

    m

    Hence, beff for max vertical load case

    =

    8.77

    m

    For 70 R - Tracked

    =

    770

    KN

    Pressureon top slab :

    (i) Maximum movement case :

    UDL due to live load

    =

    12.66

    KN/m2

    dispersion length of live load in longitudinal direction

    =

    8.77

    m

    transverse dispersion

    =

    6.93

    m

    (ii) Maximum vertical load on wall :

    UDL due to live load

    =

    14.314

    KN/m2

    dispersion length of live load in longitudinal direction

    =

    6.67

    m

    transverse dispersion

    =

    8.07

    m

    Steps for assigning Load.

    Loading -> Load Case detail -> Add -> Create title as "70 R Tracked" -> Add -> select 70 R Tracked and add again -> member load -> Uniform force -> W1= -12.66 & d1 = 0, d2 = 4.385 -> first select member then select load -> Assign to selected beam -> assign.

    Repeat Same procedure for other member with d1 = 1.615, d2 = 6.

    • Maximum moment case

  • For Class - A

    Clear distance

    =

    0.150

    m

    Width of track (transverse to traffic direction)

    =

    0.500

    m

    Width of track (along traffic direction)

    =

    4.397

    m

    Total width of vehical

    =

    1.800

    m

    Width center to center of wheel

    =

    1.300

    m

    For Class - A Loading

    Impact factor

    Impact factore =

    20

    %

    1.20

    Effective Dispersion Width

    Dispersion of loads through fills and wearing coat ( at 45degree angle)

    b = tyre width along traffic flow

    =

    4.397

    m

    wc = wearing coat

    =

    1.5

    m

    d = effective depth of slab

    =

    0.60

    m

    s = thickness of soil above box

    =

    0.00

    m

    Hence, dispersion width

    =

    8.597

    m

    Calculation of effective width

    k = constant depending on b/lo

    =

    2.335

    lo = effective span

    =

    12.5

    m

    x = Distance of center fo gravity from nearest support

    =

    5.1

    m

    x = Distance of center fo gravity from nearest support

    =

    2.199

    m

    b = tyre width across traffic flow

    =

    0.5

    m

    wc = wearing coat

    =

    0

    m

    bt = width of tyre + 2 x thickness of w.c

    =

    3.5

    m

    Hence, beff for max movement case

    =

    13.31

    m

    Hence, beff for max vertical load case

    =

    8.597

    m

    For Class A Loading

    554

    KN

    Pressureon top slab :

    (i) Maximum movement case :

    Class- A loading is disperseed with overlapping in both the direction

    UDL due to live load

    =

    6.67

    KN/m2

    Longitudinal dispersion

    =

    10.90

    m

    transverse dispersion

    =

    9.15

    m

    (ii) Maximum vertical load on wall :

    UDL due to live load

    =

    9.84

    KN/m2

    dispersion length of live load in longitudinal direction

    =

    8.80

    m

    transverse dispersion

    =

    7.68

    m

    Steps for assigning load on structure is same as mention above.

    • Maximum movement case

Analysis:

Analysis and Design > Click 'Define Commands' > Select "Perform Analysis" > Add > Click 'Run Analysis'

Result

  • Maximum Movemet Case of Vehical Load Case
  • 3) Make Load combinations as per IRC 6 for ULS, SLS rare and quasi

Making combination for finding maximum bending movement case and shear force case of each member.

Combination For Ultimate Limit State case.

Dead Load ,SIDL , Earth Pressure, Live Load Surcharge ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

1.35

1.35

1

1.2

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

1.35

1.35

1

1.2

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

1.35

1.35

1

1.2

Dead Load ,SIDL , Earth Pressure, Live Load Surcharge, Temp Rise ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Rise

1.35

1.35

1

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Rise

1.35

1.35

1

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Rise

1.35

1.35

1

1.2

0.9

Dead Load ,SIDL , Earth Pressure, Live Load Surcharge, Temp Fall ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall

1.35

1.35

1

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall

1.35

1.35

1

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall

1.35

1.35

1

1.2

0.9

Dead Load ,SIDL , Earth Pressure, Live Load Surcharge, Temp Gradient Rise ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Rise

1.35

1.35

1

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Rise

1.35

1.35

1

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Rise

1.35

1.35

1

1.2

0.9

Dead Load ,SIDL , Earth Pressure, Live Load Surcharge, Temp Gradient Fall ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Fall

1.35

1.35

1

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Fall

1.35

1.35

1

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Fall

1.35

1.35

1

1.2

0.9

Dead Load (Relieving) ,SIDL , Earth Pressure ( Leading) , Live Load Surcharge

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

1

1

1.5

1.2

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

1

1

1.5

1.2

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

1

1

1.5

1.2

Dead Load (Relieving) ,SIDL , Earth Pressure ( Leading), Live Load Surcharge, Temp Rise ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Rise

1

1

1.5

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Rise

1

1

1.5

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Rise

1

1

1.5

1.2

0.9

Dead Load (Relieving) ,SIDL , Earth Pressure ( Leading), Live Load Surcharge, Temp Fall ( Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall

1

1

1.5

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall

1

1

1.5

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall

1

1

1.5

1.2

0.9

Dead Load (Relieving) ,SIDL , Earth Pressure ( Leading) , Live Load Surcharge, Temp Gredient (Rise)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Rise

1

1

1.5

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Rise

1

1

1.5

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Rise

1

1

1.5

1.2

0.9

Dead Load (Relieving) ,SIDL , Earth Pressure ( Leading) , Live Load Surcharge, Temp Gredient (Fall)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gredient (Fall)

1

1

1.5

1.2

0.9

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gredient (Fall)

1

1

1.5

1.2

0.9

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gredient (Fall)

1

1

1.5

1.2

0.9

Dead Load (Relieving) ,SIDL , Earth Pressure ( Accomplying) , Live Load Surcharge, Temp Rise (Leading)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall

1

1

1

1.2

1.5

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall

1

1

1

1.2

1.5

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall

1

1

1

1.2

1.5

Results.

  • Maximum Movemet Case for ULS combination.

FORCE SUMMARY (ULS)

5.1 Ultimate Limit State (ULS)

LL model

ULS model

Live Load
case
(unfactored)
from STAAD
output

Normal Load
case
(factored)
from STAAD
output

Normal Load
Case + Live
Load

Design Values

Movement
(kN-m)

Shear at
D dist KN

Movement
(kN-m)

Shear at
D dist KN

Movement
(kN-m)

Shear at
D dist KN

Movement
(kN-m)

Shear at
D dist KN

21

Mid top

0

Mid bot

106.897

652

758.897

758.897

4 & 6

Support top

123.904

721

445.893

844.904

445.893

844.904

445.893

Support bot

0

17 & 19

Outside

123.904

719.442

156.57

843.346

156.57

843.346

156.57

Inside

0

15

Outside

98.322

723.196

821.518

821.518

Inside

0

13 & 2

Outside

77.13

829.35

276.456

906.48

276.456

906.48

276.456

Inside

0

1 & 5

Support top

57.04

842.62

428.307

899.66

428.307

899.66

428.307

Support bot

72.74

678.313

751.053

7 , 22 & 23

top

79.54

759.799

839.339

839.339

bottom

0

Combination For Ultimate Serviceability Limit State ( Rare Combination)

Dead Load ,SIDL , Earth Pressure ( Leading) , Live Load Surcharge

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

1

1

1

0.8

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

1

1

1

0.8

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

1

1

1

0.8

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Rise (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Rise (Accompanying)

1

1

1

0.8

0.6

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Rise (Accompanying)

1

1

1

0.8

0.6

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Rise (Accompanying)

1

1

1

0.8

0.6

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Fall (Acompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall

1

1

1

0.8

0.6

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall

1

1

1

0.8

0.6

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall

1

1

1

0.8

0.6

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Rise (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0.8

0.6

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0.8

0.6

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0.8

0.6

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Fall (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0.8

0.6

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0.8

0.6

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0.8

0.6

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Rise (Leading)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Rise (Leading)

1

1

1

0.8

1

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Rise (Leading)

1

1

1

0.8

1

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Rise (Leading)

1

1

1

0.8

1

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Fall (Leading)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall (Leading)

1

1

1

0.8

1

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall (Leading)

1

1

1

0.8

1

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall (Leading)

1

1

1

0.8

1

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Rise (Leading)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Rise (Leading)

1

1

1

0.8

1

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Rise (Leading)

1

1

1

0.8

1

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Rise (Leading)

1

1

1

0.8

1

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Fall (Leading)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Fall (Leading)

1

1

1

0.8

1

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Fall (Leading)

1

1

1

0.8

1

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Fall (Leading)

1

1

1

0.8

1

Result Maximum Case.

Normal Load Case.

Normal Load Case + Temp (Accompanying).

Normal Load Case + Temp (Leading).

FORCE SUMMARY (SLS)

5.2 Servicebility Limit State

5.2.1 Rare Combination

LL model

SLS (rare)

model

SLS (rare)

model

SLS (rare)

model

Live Load
case
(unfactored)
from STAAD
output

Normal Load
case
(factored)
from STAAD
output

Normal Load
Case + Live
Load

Normal Load
Case With
Temperature
Load
(Accomp)

Normal Load
Case With
Temperature +
Live Load
(Accomp)

Normal Load
Case With
Temperature
Load
(Leading)

Normal Load
Case With
Temperature +
Live Load
(Leading)

Design
Value

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

21

Mid top

0

Mid bot

106.897

469.278

576.175

475.437

582.334

481.501

588.398

588.398

4 & 6

Support top

123.904

572.364

696.268

544.737

668.641

538.673

662.577

696.268

Support bot

0

17 & 19

Outside

123.904

572.395

696.299

543.297

667.201

537.233

661.137

696.299

Inside

0

15

Outside

98.322

500

598.322

496.946

595.268

498.276

596.598

598.322

Inside

0

13 & 2

Outside

77.13

803.137

880.267

831.058

908.188

839.782

916.912

916.912

Inside

0

0

1 & 5

Support top

57.04

715

772.04

622.1

679.14

614.784

671.824

772.04

Support bot

72.74

803.137

875.877

831.519

904.259

840.234

912.974

912.974

7 , 22 & 23

top

79.54

769

848.54

779.478

859.018

771.439

850.979

859.018

bottom

0

Combination For Ultimate Serviceability Limit State ( Quasi Combination)

Dead Load ,SIDL , Earth Pressure ( Leading) , Live Load Surcharge

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

1

1

1

0

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

1

1

1

0

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

1

1

1

0

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Rise (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Rise (Accompanying)

1

1

1

0

0.5

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Rise (Accompanying)

1

1

1

0

0.5

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Rise (Accompanying)

1

1

1

0

0.5

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Fall (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Fall (Accompanying)

1

1

1

0

0.5

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Fall (Accompanying)

1

1

1

0

0.5

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Fall (Accompanying)

1

1

1

0

0.5

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Rise (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0

0.5

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0

0.5

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Rise (Accompanying)

1

1

1

0

0.5

Dead Load ,SIDL , Earth Pressure , Live Load Surcharge, Temp Gradient Fall (Accompanying)

1

DL

+

SIDL

+

EP Load

+

LL - S (Both Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0

0.5

2

DL

+

SIDL

+

EP Load

+

LL - S (Lefth Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0

0.5

3

DL

+

SIDL

+

EP Load

+

LL - S (Right Side)

+

Temp Gradient Fall (Accompanying)

1

1

1

0

0.5

Result Maximum Case.

Normal Load Case.

Normal Load Case + Temp (Accompanying).

FORCE SUMMARY (SLS)

5.2 Servicebility Limit State

5.2.1 Quas-Permanent Combination

LL model

SLS (quasi)

model

SLS (quasi)

model

SLS (quasi)

model

Live Load
case
(unfactored)
from STAAD
output

Normal Load
case
(factored)
from STAAD
output

Normal Load
Case + Live
Load

Normal Load
Case With
Temperature
Load
(Accomp)

Normal Load
Case With
Temperature +
Live Load
(Accomp)

Normal Load
Case With
Temperature
Load
(Leading)

Normal Load
Case With
Temperature +
Live Load
(Leading)

Design
Value

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

Moment kN-N

21

Mid top

0

Mid bot

106.897

469.278

576.175

476.859

583.756

469.278

576.175

583.756

4 & 6

Support top

123.904

572.364

696.268

564.814

688.718

572.364

696.268

696.268

Support bot

0

17 & 19

Outside

123.904

572.395

696.299

584.818

708.722

572.395

696.299

708.722

Inside

0

15

Outside

98.322

500

598.322

501.138

599.46

500

598.322

599.46

Inside

0

13 & 2

Outside

77.13

803.137

880.267

814.011

891.141

803.137

880.267

891.141

Inside

0

1 & 5

Support top

57.04

715

772.04

638.88

695.92

715

772.04

772.04

Support bot

72.74

803.137

875.877

814.041

886.781

803.137

875.877

886.781

7 , 22 & 23

top

79.54

796.034

875.574

785.991

865.531

796.034

875.574

875.574

bottom

0

Que 4) Do checks for ULS,SLS rare and quasi and present a hand calculation. & Also calculate the anchorage length of the bars and minimise the bars wherever you can.

Sample Calculaion for Member 21

Maximum BM under Basic combination

=

759.00

kN-m

0.759

759000

Maximum SF

=

VNS

446.00

kN

Depth of member

=

D

600.00

mm

Width of the member

=

b

1000.00

mm

1

Grade of Concrete Used

=

M35

Grade of Steel

=

Fe500

Charactristic strength of concrete

=

Fck

35.00

Mpa

Charactristic strength of steel

=

Fy

500.00

Mpa

Tensile strength of steel

=

Fctm

2.80

Mpa

Design yeild strenght of shear reinforcement

=

Fywd

347.83

Mpa

Partial material safety factor for concrete

=

gm

1.50

Basic

Partial material safety factor for steel

=

gs

1.15

Basic

Ultimate compressive strain in concrete

=

ϵcu3

0.00350

Up to Fck

Modulus of elasticty of reinforcement of steel

=

Es

200000.00

Mpa

Modulus of elasticty of concrete

=

Ecm

32000.00

Mpa

Modular ratio

=

ɑe

6.25

Long term modular ration

=

ɑe

12.50

Ultimate tensile strain in the steel

=

ϵs

0.00217

Coefficient to consider the influence of the concrete strength

=

a

0.67

Cube

Factor

=

l

0.80

Factor

=

h

1.00

Design value of concrete compressive strength

=

fcd

15.63

Factor

=

Fav

12.51

Factor

=

β

0.40

Effective depth of member

=

d

600.00

mm

=

540.00

mm

0.54

=

Kav

0.21

Limiting Neutral axis depth

=

Xlim

333.10

mm

=

X

123.72

mm

<

333.1034

Required reinforcement

=

As

3558.94

mm2

Provide

12

Nos

20.00

mm

314

Provide renforcement

=

3768.00

mm2

>

3558.944

Netral axis deth

=

x

130.99

mm

<

333.1034

Xlim/d

=

0.62

Rlim

=

5.81

Effective depth required,

drequired

361.40

mm

Effective depth provided,

dprovided

540.00

mm

Shear design for member

Vns

Shear force VEd

=

78633.14516

>

446

Where v is a strenght reduction factor

=

18.62903226

Longitudinal force (NED)

=

0

Where

K

=

1.608580619

Vmin

=

0.374162246

σcp

=

0

<=

3.12666667

ρ1

=

0.081

<=

0.02

=

141433.329

=

Sin2Ө

=

0.176

312200

1772820

SLS - Rare

Given Data

Model Calculation for Member

Maximum BM under Basic combination

=

588.40

kN-m

0.588

588000

Maximum SF

=

VNS

446.00

kN

Depth of member

=

D

600.00

mm

Width of the member

=

b

1000.00

mm

1

Grade of Concrete Used

=

M35

Grade of Steel

=

Fe500

Charactristic strength of concrete

=

Fck

35.00

Mpa

Charactristic strength of steel

=

Fy

500.00

Mpa

Tensile strength of steel

=

Fctm

2.80

Mpa

Design yeild strenght of shear reinforcement

=

Fywd

347.83

Mpa

Partial material safety factor for concrete

=

gm

1.50

Basic

Partial material safety factor for steel

=

gs

1.15

Basic

Ultimate compressive strain in concrete

=

ϵcu3

0.00

Up to Fck

Modulus of elasticty of reinforcement of steel

=

Es

200000.00

Mpa

Modulus of elasticty of concrete

=

Ecm

32000.00

Mpa

Modular ratio

=

ɑe

6.25

Long term modular ration

=

ɑe

12.50

Ultimate tensile strain in the steel

=

ϵs

0.00

Coefficient to consider the influence of the concrete strength

=

a

0.67

Cube

Factor

=

l

0.80

Factor

=

h

1.00

Design value of concrete compressive strength

=

fcd

15.63

Factor

=

Fav

12.51

Factor

=

β

0.40

Effective depth of member

=

d

600.00

mm

=

540.00

mm

0.54

=

Kav

0.16

Limiting Neutral axis depth

=

Xlim

333.10

mm

=

X

93.55

mm

<

333.1034

Required reinforcement

=

As

2690.91

mm2

Provide

14

Nos

16

mm

200.96

Provide renforcement

=

2813.44

mm2

>

2690.908

Netral axis deth

=

x

97.81

mm

<

333.1034

Xlim/d

=

0.62

Rlim

=

5.81

Effective depth required,

drequired

318.09

mm

Effective depth provided,

dprovided

540

mm

SLS - Rare

Moment of Inertia of cracked section

=

3438385003

mm4

Maximum compressive stress in concrete

=

16.74

<

14.4

Mpa

Maximum tensile stress in steel

=

472.943149

<

400

Mpa

SLS - Quasi

Given Data

Model Calculation for Member

Maximum BM under Basic combination

=

583.76

kN-m

0.583

583000

Maximum SF

=

VNS

446.00

kN

Depth of member

=

D

600.00

mm

Width of the member

=

b

1000.00

mm

1

Grade of Concrete Used

=

M35

Grade of Steel

=

Fe500

Charactristic strength of concrete

=

Fck

35.00

Mpa

Charactristic strength of steel

=

Fy

500.00

Mpa

Tensile strength of steel

=

Fctm

2.80

Mpa

Design yeild strenght of shear reinforcement

=

Fywd

347.83

Mpa

Partial material safety factor for concrete

=

gm

1.50

Basic

Partial material safety factor for steel

=

gs

1.15

Basic

Ultimate compressive strain in concrete

=

ϵcu3

0.0035

Up to Fck

Modulus of elasticty of reinforcement of steel

=

Es

200000.00

Mpa

Modulus of elasticty of concrete

=

Ecm

32000.00

Mpa

Modular ratio

=

ɑe

6.25

Long term modular ration

=

ɑe

12.50

Ultimate tensile strain in the steel

=

ϵs

0.00

Coefficient to consider the influence of the concrete strength

=

a

0.67

Cube

Factor

=

l

0.80

Factor

=

h

1.00

Design value of concrete compressive strength

=

fcd

15.63

Factor

=

Fav

12.51

Factor

=

β

0.40

Effective depth of member

=

d

600.00

mm

=

540.00

mm

0.54

=

Kav

0.16

Limiting Neutral axis depth

=

Xlim

333.10

mm

=

X

92.69

mm

<

333.1034

Required reinforcement

=

As

2666.20

mm2

Provide

14

Nos

16.00

mm

200.96

Provide renforcement

=

2813.44

mm2

>

2666.204

Netral axis deth

=

x

97.81

mm

<

333.1034

Xlim/d

=

0.62

Rlim

=

5.81

Effective depth required,

drequired

316.74

mm

Effective depth provided,

dprovided

540.00

mm

SLS - Quasi

Moment of Inertia of cracked section

=

6876672199

mm4

Maximum compressive stress in concrete

=

8.30277967

<

14.4

Mpa

Maximum tensile stress in steel

=

469.221083

<

400

Mpa

Equivalent diameter Фeq

=

18.2222

mm

Where spacing of bonded reinforcement with in the

<=

275

tension zone

Wk

=

0.63190887

<

0.3

mm

maximum cracking spacing, Sr max

=

335.159615

Rr.eff

=

0.0188

(esm - ecm)

=

0.0018854

0.001408

Draw rebars to the scale and therefore calculate the kg/cumec of the base slab.

Reinforcement Detail

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