3 ANALYSIS AND DESIGN OF DECK SLAB

13 ANALYSIS AND DESIGN OF DECK SLAB 0.500

1.500

0.500

0.500 12.000

0.225

0.225

0.225

0.750 RCC T-BEAM

3.00

1.500

The deck slab has been analysed transversely as a continuous slab (supported on Longitudinal girders) with cantilever overhang on either side by taking unit width of deck along the span. The analysis has been carried out for various loads i.e. DL, SIDL, FPLL & CWLL. Effect of Temperature rise and fall cases are also considered by applying an equivalent force and moment at the end support of the deck. Various design sections have been identified and designed for the worst combination of above loads. The analysis has been carried out by STAAD Pro. The representative section of the slab taken for transverse analysis is taken at the mid-section. Same design shall hold good for the other sections also.

Design Data:

1.1

Total Width of Superstructure Width of Carriageway Effective Span Width of Railing

= = = =

12.000 9.000 18.500 0 500 0.500

m m m m

Width of Footway Width of C/Barrier on Footpath side Width of C/Barrier on Median side Skew angle Thickness of Deck slab at centre Thickness of Deck slab at cantilever root Thickness of Deck slab at cant end Nos. of Longitudinal Girders C/C spacing of Longitudinal girders Width of girder Flange at top Width of girder Flange at bottom Ovehang of Deck slab at support Thickness of wearing coat Depth of haunch

= = = = = = = = = =

1.500 0.500 0.500 21.000 0.225 0.225 0.225 4 3.000 0.750 0.600 1.500 0.100 0.075

m m m

=

Material Properties: Grade of Concrete Used Grade of steel Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Tensile strength of concrete (fctm) Design yield strength of shear reinforcement fywd = 0. Partial material safety factor for concrete (γm) Partial material safety factor for Steel (γs) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of rienforcing of steel (Es)

= = =

=

m m m m m m m (from c/l of Long. Girder) m m

= = = = = = = =

M40 Fe 500 40 500 3 348 1.5 1.15 0.0035 200000

modulus of elasticity of concrete (Ecm) modular ratio αe (Es/Ecm) Ultimate tensile strain in the steel (єs) = [{fy/(γs xEs)}

= = =

33000 MPa 6.06 0.00417

Coefficient to consider the influence of the concret str Factor (λ ) Factor (η) fcd = (α*fck/γm) Factor Fav (ηfcdλ)

= = = = =

Factor β = (λ/2) Cover

= =

MPa Table no:6.5 (IRC:112-2011) MPa Table no:18.1 (IRC:112-2011) MPa Table no:6.5 (IRC:112-2011) MPa Page 86 IRC-112-2011 Basic Page 49: (IRC:112-2011) Basic Page 30: (IRC:112-2011) Up to fck ≤ Table no:6.5 (IRC:112-2011) MPa Clause 6.2.2 (IRC:112-2011) Table no:6.5 (IRC:112-2011) page-126 IRC-112-2011

0.67 Cube A2.10 Page : 244 (IRC:112-2011) 0.8 0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60
Page 83

13.0 LOAD CALCULATION 13.1 DEAD LOAD (SELF WEIGHT) : SELF WEIGHT OF THE STRUCTURE IS AUTOMATICALLY CALCULATED BY STAAD ITSELF 13.2 SUPER IMPOSED DEAD LOAD 13.2.1 WEIGHT OF WEARING COAT: Thickness of wearing coat Unit weight of wearing coat Load due to wearing coat

=0.1 =22 =2.2

m KN/m^3 KN/m^2 225

13.2.2 WEIGHT OF CRASH BARRIER: 500 7.20 KN/m

WEIGHT OF CRASH BARRIER MEDIAN SIDE (Re WEIGHT OF CRASH BARRIER

275

14.40 KN/m^2

WEIGHT OF CRASH BARRIER FOOTPATHSIDE (

250 215

7.20 KN/m

WEIGHT OF CRASH BARRIER FOOTPATH SIDE

14.40 KN/m^2 500

13.2.3 WEIGHT OF RCC RAILING : Weight of RCC Kerb + Steel railing WEIGHT OF RCC RAILING : Weight of RCC Kerb + Steel railing

7.29 KN/m 0.00 KN/m^2 14 58 KN/m KN/m^2 14.58 2

Steel railing 1000

13.3.0 FOOT WAY LIVE LOAD :

250

AS PER IRC:6 -2000 , FOOTWAY LIVE LOAD = 13.4.0 CARRIAGEWAY LIVE LOAD :

4.51

KN/m^2

500 RAILING

As per IRC:6-2000

beff = α ∗ a * (1 - a / L) + b1 beff = 1.2 * a + b1

For Continuous span For Cantilever portion

For Continuous Span: L= 2.3 m a= Distance of the concentrated load from C/L of nearest support b1 = Width of the load parallel to support + 2 x thk of WC

Page 84

For cantilever span L= a= b1 =

1.500m Distance of the concentrated load from face of the support Width of the load parallel to support + 2 x thk of WC

Impact Factor : a) For Continuous span, b) For cantilver span

Class A 70R (W & T) Class A 70R (Ww & T)

=1.5 =1.25 =1.5 =1.25

13.4.1 NEARER TO THE CRASH BARRIER: 500

1500

500

57

57 500

1800

1700

1800

3.000

400

1500

1st LOAD a1 = b1 = beff = beff (modified) Load per meter width

0.6 m 0.45 m 1.1700 < = 1.170 =

G1 RIGHT 1.2 m 73.08

KN

2nd LOAD a2 b2 α

= = =

beff = beff (modified) Load per meter width

1.200 m 0.45 m 2.60 2.32

G1 LEFT

> 1.76

=

1.2 m

=

48.55

KN

3rd LOAD a3 b2 α

= = =


0.100 m 0.45 m 2.60 0.70

G2 RIGHT

< 0.70

=

1.2 m

=

121.91

KN

4th LOAD a4 b2 α

= = =


1.300 m 0.45 m 2.60 2.37

G3 RIGHT

> 1.78

= =

1.2 m 47.96

KN

Page 85

13.4.2 FOR MAX. MOMENT AT INTERMEDIATE SUPPORT 13.4.2.1 70 R (AXLE-L) 100

100 1.93

1

2

3

0.965 3.000

1 & 2 nd load a b

= =

α

=

0.965 m 0.463 m 2.60


2.16 = =

> 1.69 73.86

1.22 m KN

13.4.2.2 70 R (AXLE-M) 50

50

FP END

50

50

0.79 1

2

3

a2 a1 1st & 4th LOAD a1

=

1.190 m

b1

=

0.463 m

α

=

beff = beff (modified) Load per meter width 2nd & 3rd LOAD a2 b2

= = =

α


G2 LEFT

2.60 2.33 = =

> 1.77 35.21

1.22 m KN

0.395 m 0.463 m

G2 LEFT

2.60 1.35 = =

> 1.29 48.55

1.22 m KN

13.4.2.3 70 R TRACKED LOADING 350

350

FP END

0.84 2.90 1st & 2nd LOAD a b α

= =

1.03 m 4.77 m

=

2.60

beff = Load per meter width

6.53 =

G2 RIGHT G2 LEFT

67.01

KN

Page 86

13.4.3 FOR MAX. SPAN MOMENT 13.4.3.1 70 R (AXLE-L) 100

100 1.93

1

2

2

0.43

1.5 3.000

1st LOAD a1 b1 α

= = =

0.43 0.463 2.60


1.42 = =

G2 LEFT

> 1.32 94.67

1.22 m KN

2nd LOAD a2 b2 α

= = =

1.5 m 0.463 m 2.60


2.41 = =

G2 RIGHT

> 1.82 68.81

1.22 m KN

13.4.3.2 70 R (AXLE-M) 50

50 0.790

0.795

50 0.795

50

a2 a1 a3 a4 1st LOAD a1 b1 α

= = =


0.085 0.463 2.60 0.68 = =

G2 LEFT

< 0.68 92.22

1.22 m KN

2nd LOAD a2 b2 α

= = =


0.710 0.463 2.60 1.87 = =

G2 RIGHT

> 1.55 40.43

1.22 m KN

3rd LOAD a3 b3 α

= = =


1.5 0.463 2.60 2.41 = =

G2 RIGHT

> 1.82 34.41

1.22 m KN

4th LOAD a4 b4 α

= = =

0.705 m 0.463 m 2.60

G1 LEFT

Page 87


1.87 = =

> 1.54 40.52

1.22 m KN

13.4.3.3 70 R TRACKED LOADING 350

350 2.9

0.84 0.56

1.50

1st LOAD a2 b2 α

= = =

0.56 m 4.77 m 2.60


5.95 m = 73.48

G2 LEFT

KN

2nd LOAD a1 b1 α

= = =

1.500 m 4.77 m 2.60


6.72 m = 65.10

G2 RIGHT

KN

13.5.0 TEMPERATURE GRADIENT LOAD : Grade of Concrete

=

α

=

1.17E-05 per oC

Ec

=

31623 Mpa

σ

M40

= Ec.α.T

F1 = 1/2.(s1+s2)

&

F2 = 1/2.(s2+s3)

M1 =

&

M2 = F2 . e2

F1 . e1

13.5.1 TEMPERATURE RISE : 17.8 or s1

F1

112.5

150

e1

4.0 or s2

e2 F2

75

2.8 or s3 s1 s2 s3 F1 F2 e1 e2 F = F1 + F2 M = F1.e1+F2.e2

= = = = = = = = =

6.59 1.48 1.04 604.93 94.35 0.053 0.073 699.27 25.39

Mpa Mpa Mpa KN KN m m KN KN-m

Page 88

13.5.2 TEMPERATURE FALL: 11 or s1'

F1' e1'

225

1.7 or s2' s1 s2 F1' e1' M'

= = = = =

3.92 0.63 511.55 0.0272 13.907

Mpa Mpa KN m KN-m

Page 89

DESIGN OF DECK SLAB 3.0 DATA INPUT SR NO 1 2 3 4 5 7

DESCRIPTION Main girder c/c distance Thickness of deck slab Width of deck slab Flange width of girder Depth of flange of girder Thickness of weaing coat

UNIT m m m m m m

8

Density of concrete

t/m3

2.50

9 10 11 12 13 14 15 16 17 18 19 20

Density of Wearing coat Grade of concrete Grade of steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Stress in Steel (Rare & QPC combination) Modular ratio Crack width (As per Table‐12.1) Thk of Crash Barrier Length of cantilever portion (max) Thk of cantilever portion Clear cover to outer most reinforcement

t/m3 MPa MPa MPa MPa MPa

2.50 40.00 500.00 19.20 14.40 400.00 6.06 0.30 0.50 1.50 0.225 40.00

mm m m m mm

VALUE 3.00 0.225 12.00 0.75 0.08 0.065

0.1

3.1 ANALYSIS OF SLAB Final Design moment from Staad Analysis :

55.00 49.50 27.00 71.00 65.00 47.50 57.50

SLS‐ Rare BM KN.m/m 40.00 24.00 20.00 61.50 57.00 33.00 39.00

ULS BM KN.m/m Span moments = Intermediate supports moments at face of web= Intermediate supports moments at face of flange= End supports moments at face of web= End supports moments at face of flange= Cantilever moments at face of Flange= Cantilever moments at face of web=

ULS

SLS

SLS‐ QPC BM KN.m/m

0.3 BM KN.m/m

0.3 BM KN.m/m

7.50 3.00 2.50 23.00 22.00 11.00 12.00

16.50 14.85 8.10 21.30 19.50 14.25 17.25

12.00 7.20 6.00 18.45 17.10 9.90 11.70

3.2 REINFORCEMENT SCHEDULE Sr. No. 1

Bar Nos

Dia

Spacing (In mm)

Area of steel

b1 b b1 b

12 12 12 12

200 200 200 200

565.49 565.49 565.49 565.49

Mid span slab a)Span moments

a a1

10 12

200 200

392.70 565.49

b) Intermediate Supports at face of web

b

12

200

565.49

b2

10

200

392.70

Type Cantilever slab a) At face of flange b) At face of web

2

Ast prov (In mm2)

Ast min Check for (mm2) Ast min

Ast max (mm2)

Check Ast max

1130.97

279

OK

5625

OK

1130.97

396

OK

5625

OK

958.19

279

OK

5625

OK

958.19

396

OK

5625

OK

Page 90

b) Intermediate Supports at face of flange

b

12

200

565.49

b2

c)End supports at face of web c)End supports at face of flange

b1 b b1 b

10 12 12 12 12

200 200 200 200 200

392.70 565.49 565.49 565.49 565.49

958.19

279

OK

5625

OK

1130.97

396

OK

5625

OK

1130.97

279

OK

5625

OK

For Distribution steel: 0.2DL+0.2SIDL+0.3LL is considered for distribution steel 1

Cantilever slab

10

200

392.70

392.70

279

OK

2

Mid span slab a)Span moments b) Intermediate supports

10 10

200 200

392.70 392.70

392.70 392.70

279 279

OK OK

3.3 CHECK FOR ULTIMATE LIMIT STATE BM t.m/m

Ast Pro (mm2)

Cantilever slab a) At face of flange

5.09

1130.97

34.16

b) At face of web

6.16

1130.97

5.89

958.19

Sr. No. 1

2

Type

Mid span slab a)Span moments b) Intermediate Supports at face of web b) Intermediate Supports at face of flange

5.30

958.19

Depth of Effective Depth NA (mm) d (mm)

MOR t.m/m

Check for MOR

179.00

8.13

OK

34.16

254.00

11.82

OK

28.95

179.00

6.98

OK

28.95

10.11

254.00

2.89

958.19

28.95

179.00

c)End supports at face of web

7.61

1130.97

34.16

254.00

c)End supports at face of flange

6.96

1130.97

34.16

179.00

OK

6.98 11.82 8.13

OK OK

For Distribution steel: 0.3 Total B.M is considered for distribution steel 1

Cantilever slab

1.85

392.70

11.86

179.00

2.98

OK

2

Mid span slab a)Span moments b) Intermediate supports

1.77 1.59

392.70 392.70

11.86 11.86

179.00 179.00

2.98 2.98

OK OK

3.4 CHECK FOR SERVICEABILITY LIMIT STATE‐RARE COMBINATION

Sr. No. 1

MOI of Check Stress in Cracked Stress in concrete concrete steel (Mpa) (Mpa) section stress (mm4)

Check for steel stress

BM t.m/m

Depth of NA (mm)


3.53

34.16

1.47E+08

8.21

OK

210.91

OK

b) At face of web

4.18

34.16

3.35E+08

4.26

OK

166.35

OK

Type

Page 91

2


4.28

28.95

1.33E+08

9.34

2.57

28.95

2.96E+08

2.51

2.14

28.95

1.33E+08

4.67


6.59

34.16

3.35E+08

6.73


6.11

34.16

1.47E+08

14.18

OK

293.47

OK

OK

118.40

OK

OK

146.73

OK

OK

262.32

OK

OK

364.30

OK

3.5 CHECK FOR SERVICEABILITY LIMIT STATE‐QUASI PERMANENT COMBINATION Sr. No. 1

2

BM t.m/m

Stress in concrete (Mpa)

Check concrete stress

Stress in steel (Mpa)

Check for steel stress


1.18

2.74

OK

70.3

OK

b) At face of web

1.29

1.31

OK

51.18

OK

0.80

1.75

OK

55.02

OK

0.32

0.31

OK

14.8

OK

0.27

0.58

OK

18.34

OK


2.46

2.52

OK

98.1

OK


2.36

5.47

OK

140.61

OK

ρρ.eff

Ac eff mm2

Max. crack spacing Srmax (mm)

σsc (Mpa)

(εsm-εcm)

Type


3.6 CHECK FOR CRACK WIDTH Sr. No. 1

2

Type

Equi.diame 5*(C+ф/2) ter фeq mm (mm)

Crack width Check for Wk (mm) Crack width


12.00

230

0.0101

112500

338.92

70.3

0.00021

0.073

OK

b) At face of web

12.00

230

0.0098

115000

343.43

51.18

0.00072

0.247

OK

11.09

228

0.0085

112500

357.37

55.02

0.00013

0.048

OK

11.09

228

0.0083

115000

362.29

14.8

0.00061

0.220

OK

11.09

228

0.0085

112500

357.37

18.34

0.00003

0.011

OK

12.00

230

0.0098

115000

343.43

98.1

0.00068

0.234

OK

12.00

230

0.0101

112500

338.92

140.61

0.00025

0.085

OK

Mid span slab a)Span moments b) Intermediate Supports at face of web b) Intermediate Supports at face of flange c)End supports at face of web c)End supports at face of flange

Page 92

STAAD FILE FOR DECK SLAB STAAD FLOOR **DECK SLAB ANALYSIS INPUT WIDTH 79 ******************************************************************************** UNIT METER KN JOINT COORDINATES 1 0 0 0 2 1.125 0 0 3 1.2 0 0 4 1.5 0 0 5 1.8 0 0 6 1.875 0 0 7 4.125 0 0 8 4.2 0 0 9 4.5 0 0 10 4.8 0 0 11 4.875 0 0 12 7.125 0 0 13 7.2 0 0 14 7.5 0 0 15 7.8 0 0 16 7.875 0 0 17 10.125 0 0 18 10.2 0 0 19 10.5 0 0 20 10.8 0 0 21 10.875 0 0 22 12 0 0 MEMBER INCIDENCES 1 1 2 21 ******************************************************************************** ******************************************************************************** DEFINE MATERIAL START ISOTROPIC MATERIAL2 E 3.25e+007 POISSON 0.15 DENSITY 25 END DEFINE MATERIAL CONSTANTS MATERIAL MATERIAL2 ALL MEMBER PROPERTY INDIAN 1 TO 21 PRIS YD 0.225 ZD 1 SUPPORTS 4 9 14 19 PINNED ************************************************************* LOAD 1 SELFWEIGHT SELFWEIGHT Y -1 *********************************************************** LOAD 2 SIDL crash barrier MEMBER LOAD 1 UNI GY -15 0 0.5 21 UNI GY -15 0.625 1.125 6 UNI GY -14.4 0.125 0.625 ************************************************************** LOAD 3 SIDL wearing coat MEMBER LOAD 6 UNI GY -2.2 0.625 2.25 7 TO 20 UNI GY -2.2 21 UNI GY -2.2 0 0.625 6 UNI GY -2.2 0 0.125 1 UNI GY -2.2 0.5 1.5

Page 93

2 3 4 5 UNI GY -2.2 ************************************************************** LOAD 4 LL1 *************** LOAD FOR MAX CANTILEVER MOMENT MEMBER LOAD 21 CONC GY -73.08 0.3 16 CONC GY -48.56 1.425 14 CONC GY -121.92 0.1 11 CONC GY -47.97 1.325 ***************************************************** LOAD 5 LL2 ********************70R (AXLE-L) FOR MAX SUPPORT MOMENT ON 2ND GIRDER MEMBER LOAD 6 CONC GY -73.86 1.66 11 CONC GY -73.86 0.59 ***************************************************** LOAD 6 LL3 **************70R (AXLE-M) FOR MAX SUPPORT MOMENT ON 2ND GIRDER MEMBER LOAD 6 CONC GY -35.22 1.435 6 CONC GY -48.55 2.23 11 CONC GY -48.55 0.02 11 CONC GY -35.22 0.815 **************************************************** LOAD 7 LL4 ***************70RT FOR MAX MOMENT ON 2ND GIRDER MEMBER LOAD 6 CONC GY -67.02 1.595 11 CONC GY -67.02 0.655 **************************************************** LOAD 8 LL5 **70R (AXLE-L) FOR AMX SPAN MOMENT MEMBER LOAD 6 CONC GY -94.67 2.195 11 CONC GY -68.82 1.125 *************************************************** LOAD 9 LL6 *****************70R (AXLE-M) FOR MAX SPAN MOMENT MEMBER LOAD 8 CONC GY -92.22 0.215 11 CONC GY -40.43 0.335 11 CONC GY -34.41 1.125 11 CONC GY -40.52 1.92 **************************************************** LOAD 10 LL7 ****************70RT FOR MAX SPAN MOMENT MEMBER LOAD 6 CONC GY -73.48 2.065 11 CONC GY -65.11 1.125 **************************************************** LOAD 11 TEMP GRAD RISE JOINT LOAD 4 FX 699.3 MZ 25.4 19 FX -699.3 MZ -24.4 ****************************************************** LOAD 12 TEMP GRAD FALL JOINT LOAD 4 FX 511.55 MZ -13.91 19 FX -511.55 MZ 13.91 ***************Basic Load ULS basic combination LOAD COMB 101 D.L+SIDL+LL1 1 1.35 2 1.35 3 1.75 4 1.5 LOAD COMB 102 D.L+SIDL+LL2 1 1.35 2 1.35 3 1.75 5 1.5

Page 94

LOAD COMB 103 D.L+SIDL+LL3 1 1.35 2 1.35 3 1.75 6 1.5 LOAD COMB 104 D.L+SIDL+LL4 1 1.35 2 1.35 3 1.75 7 1.5 LOAD COMB 105 D.L+SIDL+LL5 1 1.35 2 1.35 3 1.75 8 1.5 LOAD COMB 106 D.L+SIDL+LL6 1 1.35 2 1.35 3 1.75 9 1.5 LOAD COMB 107 D.L+SIDL+LL7 1 1.35 2 1.35 3 1.75 10 1.5 LOAD COMB 108 D.L+SIDL 1 1.35 2 1.35 3 1.75 ************************************* ********************SLS - Rare Combination LOAD COMB 201 DL+SIDL+LL1 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 4 1.0 11 0.6 LOAD COMB 202 DL+SIDL+LL2 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 5 1.0 11 0.6 LOAD COMB 203 DL+SIDL+LL3 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 6 1.0 11 0.6 LOAD COMB 204 DL+SIDL+LL4 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 7 1.0 11 0.6 LOAD COMB 205 DL+SIDL+LL5 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 8 1.0 11 0.6 LOAD COMB 206 DL+SIDL+LL6 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 9 1.0 11 0.6 LOAD COMB 207 DL+SIDL+LL7 (LEAD)+TEMP RISE 1 1.0 2 1.0 3 1.0 10 1.0 11 0.6 LOAD COMB 208 DL+SIDL+LL1 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 4 1.0 12 0.6 LOAD COMB 209 DL+SIDL+LL2 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 5 1.0 12 0.6 LOAD COMB 210 DL+SIDL+LL3 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 6 1.0 12 0.6 LOAD COMB 211 DL+SIDL+LL4 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 7 1.0 12 0.6 LOAD COMB 212 DL+SIDL+LL5 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 8 1.0 12 0.6 LOAD COMB 213 DL+SIDL+LL6 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 9 1.0 12 0.6 LOAD COMB 214 DL+SIDL+LL7 (LEAD)+TEMP FALL 1 1.0 2 1.0 3 1.0 10 1.0 12 0.6 LOAD COMB 215 DL+SIDL+LL1+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 4 0.75 11 1.0 LOAD COMB 216 DL+SIDL+LL2+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 5 0.75 11 1.0 LOAD COMB 217 DL+SIDL+LL3+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 6 0.75 11 1.0 LOAD COMB 218 DL+SIDL+LL4+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 7 0.75 11 1.0 LOAD COMB 219 DL+SIDL+LL5+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 8 0.75 11 1.0 LOAD COMB 220 DL+SIDL+LL6+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 9 0.75 11 1.0 LOAD COMB 221 DL+SIDL+LL7+TEMP RISE(LEAD) 1 1.0 2 1.0 3 1.0 10 0.75 11 1.0 LOAD COMB 222 DL+SIDL+LL1+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 4 0.75 12 1.0 LOAD COMB 223 DL+SIDL+LL2+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 5 0.75 12 1.0 LOAD COMB 224 DL+SIDL+LL3+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 6 0.75 12 1.0 LOAD COMB 225 DL+SIDL+LL4+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 7 0.75 12 1.0

Page 95

LOAD COMB 226 DL+SIDL+LL5+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 8 0.75 12 1.0 LOAD COMB 227 DL+SIDL+LL6+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 9 0.75 12 1.0 LOAD COMB 228 DL+SIDL+LL7+TEMP FALL(LEAD) 1 1.0 2 1.0 3 1.0 10 0.75 12 1.0 *************************************** ***************************QUASI PERMANENT COMBINATION LOAD COMB 301 DL+SIDL+TEMP RISE 1 1.0 2 1.0 3 1.0 11 0.5 LOAD COMB 302 DL+SIDL+TEMP FALL 1 1.0 2 1.0 3 1.0 12 0.5 LOAD COMB 303 DL+SIDL 1 1.0 2 1.0 3 1.0 ********************************************************************* PERFORM ANALYSIS FINISH

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3 ANALYSIS AND DESIGN OF DECK SLAB

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