Challenge

Project 1

KKetan Gawande23 Aug 2023

Designing a raft foundation for a box bridge in STAAD Pro involves several steps including analyzing the structure, determining loads, designing the foundation, and optimizing the size.

Step 1: Geometry and Loads

First, we need to model the geometry of the box bridge in STAAD Pro. Based on the given description, the bridge has a span of 12 meters, a height of 5.5 meters, and a width of 1 meter. we also mentioned a haunch of 200x200 mm.

Additionally, we need to consider the self-weight of the bridge, the superimposed dead load (fill and wearing coat), live loads, and any other applicable loads as per design codes. These loads will be used in the foundation design.

Step 2: Foundation Design Parameters

we mentioned that the safe bearing capacity of the soil is 80 kN/m². we also specified M35 concrete and Fe500 steel. These parameters will be used in the foundation design calculations.

Step 3: Analysis and Design

Modelling: Create a model of the bridge in STAAD Pro, including the geometry and loads.
Analyze: Run an analysis to determine the reactions at the supports and along the span of the bridge.
Foundation Design: we can design the raft foundation using the following general steps:

a. Load Calculation: Calculate the total load transferred to the foundation, including self-weight, dead load, and live load.

b. Bearing Capacity Check: Calculate the bearing pressure under the foundation and ensure it is within the safe bearing capacity of the soil.

c. Reinforcement Design: Design the reinforcement for the raft foundation. we can use the design codes and guidelines for M35 concrete and Fe500 steel to calculate the required amount of reinforcement.

d. Size Optimization: Based on the loads and bearing capacity, adjust the dimensions of the raft foundation for optimization. This might involve varying the width, depth, and haunch dimensions to ensure the foundation is safe and efficient.

e. Check for Punching Shear: Check for punching shear around the columns and apply appropriate shear reinforcement if required.

Given Data:

The span of the 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

1) 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 Constant = 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 = M35
Grade of Steel = Fe500
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

2D STAAD model

Model Creating

Assigning Material Property

Assigning Support

3D Model

Loads on the model

Dead Load

Step for assigning dead load.

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

2. SIDL (Super Imposed Dead Load)

The 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

3. Earth Pressure Load.
considering value,
At rest pressure is (Ka) 0.5
The density of soil is 18 kN/m3

Earth pressure

The thickness of the 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
The thickness of the 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 the 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 direction as GX > Add > First select member then select load > Assign to selected beam > assign.

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

4. Live Load surcharge
Calculating Live Load surcharge.
Value assumption,
The coefficient of lateral earth pressure (K) is 0.5
The density of soil is (Y) 18 kN/m3
The equivalent height of soil for vehicular loading shall be (h) 1.2 M.
ΔΔ= k x y x h

Live Load surcharge
Uniform Intensity of loading = 10.8 KN/m2

Below are steps for assigning load on the 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 the same procedure for different directions but value of W1 is -10.8

Left Side

Right Side

5. Braking Forces.
Max Live Load on the box ( for 2 lanes) is 700 kN/m2
The width of the box is 12.50 M
The total Braking force is 14 kN.
Below step for assigning braking force to the 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 the same procedure for different sides whose node value of Fx is -14.

Left Side

Right Side

6. Temperature Load

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 -> Temperature Load -> Temperatures -> Temp change elongation =23.75 -> Add -> first select member then select load -> Assign to selected beam -> assign.

Temperature Fall is = -23.75.

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

Temperature Gradient (Rise)

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 nodes) Fx = -76.48 & Mz - 13.14 -> Add -> select individual node then select load -> Assign to selected node -> assign.

Temperature Gradient (Fall)

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 nodes) Fx = -47.40 & Mz - 2.49 -> Add -> select individual 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 a model repeating the same procedure as mentioned above size and properties are also the same.

Calculating Load of Class 70 R vehicle loading.

One no of 70 R tracked
Carriageway Live Load		=		700	KN
Transverse eccentric of live load		=		3.1	m
Transverse Movement		=		2170	KNm
UDL due to eccentric Of CWLL		=		7.31	KN/m
Longitudinal eccentric 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 eccentric of live load		=		0.35	m
Transverse Movement		=		490	KNm
UDL due to eccentric Of CWLL		=		1.65	KN/m
Longitudinal eccentric of live load		=		2.215	m
Longitudinal Movement		=		3101
UDL due to eccentric. Of CWLL		=		11.45
1		Design Data
		No. of Cell		=	1
		Clear Span (skew)		=	12.00	m
		Clear Height at the 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/safety kerb		=	0.00	m
		Width of Haunch		=	0.20	m
		Depth of Haunch		=	0.20	m
		The thickness of wearing coat		=	1.50	m
		The 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 Vertical wall		=	0.70	m
For 70 R - Tracked
		Clear distance		=	1.2	m
		Width of the track (transverse to traffic direction)		=	0.84	m
		Width of track (along traffic direction)		=	4.57	m
		Total width of the vehicle		=	2.9	m
		Width centre to centre 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 a 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, the 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 centre of gravity from the nearest support		=	6.35	m
	x = Distance of centre of gravity from the 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 the longitudinal direction		=	8.77	m
	transverse dispersion		=	6.93	m
	(ii) Maximum vertical load on the wall :
	UDL due to live load		=	14.314	KN/m2
	dispersion length of live load in the 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 the Same procedure for other members with d1 = 1.615, d2 = 6.

Maximum moment case

Maximum vertical load on the wall

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 vehicle	=		1.800		m
Width centre to centre of wheel	=		1.300		m
For Class - A Loading
Impact factor
Impact factor =	20	%		1.20
Effective Dispersion Width
Dispersion of loads through fills and wearing coat ( at a 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 centre of gravity from nearest support	=	5.1		m
x = Distance of centre of gravity from the 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
Pressure on top slab :
(i) Maximum movement case :
Class- A loading is dispersed 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 the longitudinal direction	=	8.80		m
transverse dispersion	=	7.68		m

The steps for assigning load on structure are the same as mentioned above.

Maximum movement case

Maximum vertical load on the wall

Analysis:

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

Results

• Maximum Movement Case of Vehicle Load Case

Maximum Shear Case of Vehicle Live Load

3) Make Load combinations as per IRC 6 for ULS, SLS rare and quasi

Making a combination for finding the 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 (Left 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 (Left 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 Gradient (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 Gradient (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 ( Accompanying), 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 Movement Case for ULS combination

• Maximum Shear 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
21	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
4 & 6	Support bot	0
17 & 19	Outside	123.904		719.442	156.57	843.346	156.57	843.346	156.57
17 & 19	Inside	0
15	Outside	98.322		723.196		821.518		821.518
15	Inside	0
13 & 2	Outside	77.13		829.35	276.456	906.48	276.456	906.48	276.456
13 & 2	Inside	0
1 & 5	Support top	57.04		842.62	428.307	899.66	428.307	899.66	428.307
1 & 5	Support bot	72.74		678.313		751.053
7, 22 & 23	top	79.54		759.799		839.339		839.339
7, 22 & 23	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 (Left 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 (Left 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 (Left 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 (Left 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 (Left 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 (Left 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 (Left 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 Serviceability 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
21	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
4 & 6	Support bot	0
17 & 19	Outside	123.904	572.395	696.299	543.297	667.201	537.233	661.137	696.299
17 & 19	Inside	0
15	Outside	98.322	500	598.322	496.946	595.268	498.276	596.598	598.322
15	Inside	0
13 & 2	Outside	77.13	803.137	880.267	831.058	908.188	839.782	916.912	916.912
13 & 2	Inside	0		0
1 & 5	Support top	57.04	715	772.04	622.1	679.14	614.784	671.824	772.04
1 & 5	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
7, 22 & 23	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 (Left 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 (Left 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 (Left 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 (Left 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 in Maximum Case

Normal Load Case.

Normal Load Case + Temp (Accompanying).

FORCE SUMMARY (SLS)
5.2 Serviceability 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
21	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
4 & 6	Support bot	0
17 & 19	Outside	123.904	572.395	696.299	584.818	708.722	572.395	696.299	708.722
17 & 19	Inside	0
15	Outside	98.322	500	598.322	501.138	599.46	500	598.322	599.46
15	Inside	0
13 & 2	Outside	77.13	803.137	880.267	814.011	891.141	803.137	880.267	891.141
13 & 2	Inside	0
1 & 5	Support top	57.04	715	772.04	638.88	695.92	715	772.04	772.04
1 & 5	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
7 , 22 & 23	bottom	0

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 Calculation for Member 21
Maximum BM under the 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
Characteristic strength of concrete	=	Fck	35.00	Mpa
Characteristic strength of steel	=	Fy	500.00	Mpa
Tensile strength of steel	=	Fctm	2.80	Mpa
Design yield strength 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 elasticity of reinforcement of steel	=	Es	200000.00	Mpa
Modulus of elasticity 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
The effective depth of the 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 reinforcement	=		3768.00	mm2	>	3558.944
Neutral axis depth	=	x	130.99	mm	<	333.1034
Xlim/d	=		0.62
Rlim	=		5.81
Effective depth is required,		drequired	361.40	mm
The effective depth provided,		dprovided	540.00	mm

Shear design for member
				Vns
Shear force VEd	=	78633.14516	>	446
Where v is a strength 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 the 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
Characteristic strength of concrete	=	Fck	35.00	Mpa
Characteristic strength of steel	=	Fy	500.00	Mpa
Tensile strength of steel	=	Fctm	2.80	Mpa
Design yield strength 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 elasticity of reinforcement of steel	=	Es	200000.00	Mpa
Modulus of elasticity 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
The effective depth of the 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 reinforcement	=		2813.44	mm2	>	2690.908
Neutral axis depth	=	x	97.81	mm	<	333.1034
Xlim/d	=		0.62
Rlim	=		5.81
Effective depth is required,		drequired	318.09	mm
The 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 the 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
Characteristic strength of concrete	=	Fck	35.00	Mpa
Characteristic strength of steel	=	Fy	500.00	Mpa
Tensile strength of steel	=	Fctm	2.80	Mpa
Design yield strength 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 elasticity of reinforcement of steel	=	Es	200000.00	Mpa
Modulus of elasticity 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
The effective depth of the 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 reinforcement	=		2813.44	mm2	>	2666.204
Neutral axis depth	=	x	97.81	mm	<	333.1034
Xlim/d	=		0.62
Rlim	=		5.81
Effective depth is required,		drequired	316.74	mm
The 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 within 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

5 & 6) Draw rebars to the scale and therefore calculate the kg/cumec of the base slab and reinforcement Detailing:

Project 1

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in your own course.