Design Of Psc Superstructure

GOVERNMENT OF INDIA NATIONAL HIGHWAY AUTHORITY OF INDIA

02.10.14

0

DATE

REV. NO.

INITIAL SUBMISSION

JP DESCRIPTION

GS

Designed Checked

GS Approved

REVISIONS CLIENT :

INDEPENDENT ENGINEER:

NATIONAL HIGHWAYS AUTHORITY OF INDIA CONCESSIONAIRE :

EPC CONTRACTOR:

Montecarlo Limited

SECTION-I : MCNALLY BHARAT ENGINEERING CO. SECTION-II : PRIPL-AMR (JV)

DESIGN CONSULTANT :

ShweSai Engineers & Planners Group PROJECT :

Widening and Strengthening of Badmer-Sanchor-Gujarat Border (up to Gandahv Bridge) Section of NH-15 to construction of service road in existing 4 lane from ch. 153.000 to 157.000, 2 lane with paved shoulder from ch 157.000 to 245.505 and four lane from ch 245.505 to 259.300 under NHDP PHASE IV in state of Rajasthan TOTAL NO. OF PAGES NAME SIGN

TITLE : DATE

DSGN

JP

02.10.14

CHKD

GS

02.10.14

APPD

GS

02.10.14

DESIGN OF PRECAST PSC SUPERSTRUCTURE OF 30.650 M SPAN NHAI/MC/SSEP/NH-15/DOC/001

DOC. No.

RELEASED FOR

Design of Superstructure for Flyover at CH 220+590

PRELIMINARY

TENDER

INFORMATION


APPROVAL

CODE

REV.

IS

0

CONSTRUCTION

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DP.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Introduction: The following calculations pertain to the design of Pre-Cast PSC Post Tensioned T-Beam with Cast in situ Solid slab for 30.65 m span. The Dead load of beam and slab are taken to be acting on the individual section and the SIDL and live load are taken to be acting on the composite section. The distribution of the same is calculated by grillage analysis, using STAAD Pro.

The bending moment and shear forces are calculated at different sections and the beam is checked for stresses at different stage of casting and prestressing. The stresses for temperature are taken as per IRC-6 : 2010 LSM load combination. Girder Section is also checked for shear based on the ultimate theory and also for ultimate moments, as per recommendations of IRC-18. DP.2

Proposed Sequence of Construction and Prestressing: Cast the beams in casting yard over temporary bearings. Stress Stage I Cables after 4days or after the concrete has attained a strength of 30 Mpa which ever is later. Stress Stage II Cables after 21days or after the concrete has attained a strength of 45 Mpa which ever is later. Position the beams on permanent bearings. Place the cast in situ slab over the girders resting on rolta deck and erect staging and shuttering for RC cantilever slab supported from web of girders or by any other arrangement. Cast the top RC Slab together with diaphrams after 28days of casting girder. Cast the crash barrier and lay the wearing coat from 56th days of casting of girder. Allow the traffice from 63days onwards.

DP.3

The following sections are considered for stress checking Sec-1 Sec-2 Sec-3 Sec-4 Sec-5

1.500 m 3.000 m 7.313 m 10.969 m 14.625 m

End of Solid Portion of Girder End of Tapering Portion of Girder L/4th of Span 3L/8th of Span Mid Span

Page # 1

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design Data C/c Distance between Expansion Joint c/c Distance between Bearings

= =

30.65 m 29.25 m

Overall Deck Width Carriageway Width Width of Crash Barrier on both sides Width of RCC Kerb Width of Footway

= = = = =

12.00 11.00 0.45 0.00 0.00

Cross Camber Thickness of Wearing Course

= =

Centre to Centre of Longitudinal Girder Cantilever Slab

= =

m m m m m

2.50 % 65 mm 3.00 m 1.500 m

Type of Cables & Sheathing Nominal Diameter Nominal Area Tensile Strength Minimum Breaking Load

D A Fu Pn

= = = = =

Young's Modulus of Elasticity Jacking Force at Transfer (% of Breaking Load) Slip at Jacking end (assumed)

Eps Pj s

= = =

195.0 Gpa 76.5 % 6 mm

Coefficient of Friction for Galvanized Sheathing µ Wobble Friction Coefficient for Galvanized Sheathing k

= =

0.20 per radian 0.003 per metre

Relaxation of prestressing steel at 70% uts Relaxation of prestressing steel at 50% uts

Re1 Re2

= =

2.500 % (Refer Table 6.2, IRC-112:2011) 0.0 %

Age of concrete for 1st Stage prestressing Age of concrete for 2nd Stage prestressing Dia of Prestressing Duct

td1 td2 qd

= = =

4 days 21 days 90 mm

Fcu1 Fcu2

= = =

45 MPa 40 MPa S500

=

40 mm

Concrete Grade of Girder Concrete Grade for Deck Slab Grade of Steel Clear Cover to main reinforcement

19T13 12.7 98.8 1860.0 183.7

max, vary

Galvanized mm sq.mm MPa KN

Page # 2

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

1.0

1.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN

CHECKED

2/10/2015 SHEET

GMS

Section Properties of Outer Longitudinal Members after 28days of Casting of Deck Slab: C/C Expansion Joint Distance between C/L of Brg. and C/L of Exp. Joint C/C spacing of Bearing Skew Angle No of longitudinal girders C/C spacing of Longitudinal Girder

= = = = = =

30.650 0.700 29.250 0.0 4 3.00

No of Intermediate Cross girders C/C spacing of Cross Girder

= =

1 14.625 m

Thickenss of End Cross girder Thickenss of Intermediate Cross girder

= =

0.450 m 0.000 m

Projection of girder beyond cl of brg Projection of girder beyond end cross girder

= =

0.4000 m 0.1750 m

Deck Width Cantilever length Depth of L-Girder Thickness of section between polystyryn block above top flange Thickness of Deck slab Thickness of Deck slab at Exp. Joint

= = = = =

12.000 1.500 2.000 0.000 0.225 0.375

Grade of Concrete of Deck Slab Grade of Concrete of Girder Time after casting of Deck Slab Grade of Untensioned Steel

= = = =

40 Mpa 45 Mpa 28 days Fe 500

m m m deg m

m m m m m m

Outer L - Girder at the Span 3.000 m

Effective Width of beams Beff = bw + beff1 + beff2

1.000 m

beff1 = 0.2b1+0.1 l0 beff2 = 0.2b2+0.1 l0

0.225 0.150

beff C/C Spacing of L-girder dist to edge of cant.

0.225

2.000

l0 = 0.7 x L0 = L0 =

29.25

20.48

m

m

( Fig-7.1 & Eq-7.1, IRC-112-2011) = = =

3.000 m 3.000 m 1.500 m

0.290

fcj E of Deck Slab E of Girder

Y 0.150 0.250

= = =

40.00 MPa 33000.00 MPa 34000.00 MPa

Io

Io + Ay2

0.750

Io

SL.No. Deck Slab Section between polystryn block Rctangular Top Flange Triangular Top Flange Web+Top & Bott. Rect. Bulb Triangular Bottom Bulb Rectangular Bottom Bulb Composite Section Σ Girder Only Σ

Ix

A

y

Ay

Ay2

0.65515 0.00000 0.15000 0.02663 0.46400 0.03450 0.18750 1.51777 0.86263 ΣA

2.11250 2.00000 1.92500 1.82500 1.05000 0.30000 0.12500

1.38400 0.00000 0.28875 0.04859 0.48720 0.01035 0.02344 2.24233 0.85833 Σ Ay

2.92370 0.00000 0.55584 0.08868 0.51156 0.00311 0.00293 4.0858 1.1621 2 Σ Ay

Section Properties of Composite Section: = Area Dist. of cg from bottom fibre = = M.I of outer girder = Torsioanl M.I of outer girder

ΣA Yb =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

Ix

0.002764 2.92646 0.00495 0.000000 0.00000 0.000281 0.55613 0.00225 0.000008 0.08869 0.098987 0.61055 0.01018 0.000043 0.00315 0.00816 0.000977 0.00391 0.1031 4.18887 0.02555 0.100 1.26241 0.02060 2 Σ Ix Σ (Io+Ay ) Σ Io

= = = =

1.5178 1.4774 0.8761 0.0255

b

deq

3.00

0.225

1.000 m

0.198

0.29

1.45

0.750

0.354

m2 m m4 m4

Page # 3

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

1.2

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN Section Properties of Girder: Area Dist. of cg from bottom fibre M.I of outer girder Torsioanl M.I of outer girder Outer L - Girder at the Support

= = = =

CHECKED

GMS

= = = =

ΣA Yb =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

2/10/2015 SHEET

0.8626 0.9950 0.4084 0.0206

m2 m m4 m4

1 10 51 60

_ENDLGSU 1 10 51 60 3.000 m 1.000 m 0.225 0.176

0.150

beff C/C Spacing of L-girder

= =

3.000 m 3.000 m

= = =

40.0 MPa 33000 MPa 34000 MPa

2.000

fcj E of Deck Slab E of Girder

Y

0.750

Io

SL.No. Deck Slab Section between polystryn block Rctangular Top Flange Triangular Top Flange Web+Top Rectangle Flange Composite Section Σ Girder Only Σ

Ix

A

y

Ay

Ay2

0.65515 0.00000 0.15000 0.00330 1.38750 2.19595 1.54080 ΣA

2.11250 2.00000 1.92500 1.84120 0.92500

1.38400 0.00000 0.28875 0.00608 1.28344 2.96226 1.57826 Σ Ay

2.92370 0.00000 0.55584 0.01119 1.18718 4.6779 1.7542 Σ Ay2

Io

Io + Ay2

Ix

0.002764 2.92646 0.00495 0.000000 0.00000 0.000281 0.55613 0.00151 0.000000 0.01119 0.395727 1.58291 0.19787 0.399 5.07668 0.20433 0.396 2.15022 0.19938 Σ Ix Σ Io Σ (Io+Ay2)

Section Properties of Composite Section: = Area Dist. of cg from bottom fibre = = M.I of outer girder = Torsioanl M.I of outer girder

ΣA Y =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

= = = =

2.1959 1.3490 1.0807 0.2043

m2 m m4 m4

Section Properties of Girder: Area Dist. of cg from bottom fibre M.I of outer girder Torsioanl M.I of outer girder

= = = =

ΣA Y =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

= = = =

1.5408 1.0243 0.5336 0.19938

m2 m m4 m4

= =

0.5 * 3 * b^3 * d^3 / (10 (b^2 + d^2) 3 * b^3 * d^3 / (10 (b^2 + d^2)

Note: Ix

b 3.00

d 0.23

1.000

0.173

0.75

1.83

For Deck Slab For Other members

Page # 4

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

0

2.1

Section Properties of Transverse Members C/C spacing of Longitudinal Girder C/C spacing of Cross Girder Distance betweenC/L of Brg. and C/L of Exp. Joint Depth of Cross-Girder Thickness of Deck slab Thickness of Deck slab at Exp. Joint Web thickness ofIntermediate Cross Girder Web thickness of End Cross Girder

2.2

End Cross Girder _ENDCG 102 103 106 172 173 176

= = = = = = = = _ENDCG

3.000 14.625 0.700 1.600 0.225 0.375 0.000 0.450

m m m m m m m m

102 103 106 172 173 176

0.870 m 0.225

beff = 0.2 l0 + bw = 0.870 m

[ Eq-7.1 IRC 112-2011]

1.600 y 0.450 Area Distance of cg from bottom fibre (y) Moment of inertia of end cross girder (Iz) Moment of inertia of end cross girder (Ix) 2.3

Slab members adjacent to End cross girder _SLAB1 108 TO 110 113 114 164 TO 166 169 170

= = = = _SLAB1

0.9158 0.9951 0.2826 0.0433

m2 m m4 m4

108 TO 110 113 114 164 TO 166 169 170

1.8150 m 0.225 A

N

Area Distance of cg from bottom fibre (y) Moment of inertia slab (Iz) Moment of inertia slab (Ix) 2.4

Slab members in between Cross girders _SLAB2 115 TO 117 120 121 157 TO 159 162 163

= = = = _SLAB2

0.4084 0.1125 0.0017 0.0034

m2 m m4 m4

115 TO 117 120 121 157 TO 159 162 163

2.9063 m 0.225 A

N

Area Distance of cg from bottom fibre (y) Moment of inertia slab (Iz) Moment of inertia slab (Ix) 2.6

Slab members in between Cross girders _SLAB3 122 TO 124 127 128 150 TO 152 155 156

= = = = _SLAB3

0.6539 0.1125 0.0028 0.0055

m2 m m4 m4

122 TO 124 127 128 150 TO 152 155 156

3.9844 m N

0.225

A

Area Distance of cg from bottom fibre (y) Moment of inertia slab (Iz) Moment of inertia slab (Ix)

= = = =

0.8965 0.1125 0.0038 0.0076

m2 m m4 m4

Page # 5

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001

2/10/2015

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

Slab members in between Cross girders _SLAB4 129 TO 131 134 TO 138 141 TO 145 148 149

129 TO 131 134 TO 138 141 TO 145 148 149

CHECKED

JP

SHEET

GMS

0

2.7

_SLAB4

3.6563 m 0.225

N

A

Area Distance of cg from bottom fibre (y) Moment of inertia slab (Iz) Moment of inertia slab (Ix) 2.8

Cantilever Slab (End of End Cross Girder) _SLAB5 101 107 171 177

= = = = _SLAB5

0.8227 0.1125 0.0035 0.0069

m2 m m4 m4

101 107 171 177

0.870 m N

0.225

A

Area Distance of cg from bottom fibre (y) Moment of inertia slab (Iz) Moment of inertia slab (Ix)

= = = =

0.1958 0.1125 0.0008 0.0014

m2 m m4 m4

Page # 6

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

3.0

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Calculations of Dead Load BM & SF for Outer Girder: C/C spacing of Bearing C/C spacing of Longitudinal Girder Length of cantilever portion Area of Girder at the Span Area of Girder at the Support Depth of L-Girder Flange width of L-Girder Bulb width of L-Girder Bulb thickness of L-Girder Haunch thickness on top of bulb Thickness of End X-Girder Thick. of Intermediate X-Girder Thickness of Deck slab Thick. of Deck slab at Exp. Jt. Desity of Concrete

= = = = = = = = = = = = = = =

= = = = = = = = = = = = = =

3.1

Dead Load Calculation:

3.1.1

Self Weight of Precast Girder (DL Stage -1)

3.1.1.1 Self weight of beam

=

0.8626 * 25

29.250 3.000 1.500 0.8626 1.5408 2.000 1.000 0.750 0.250 0.150 0.450 0.000 0.225 0.375 25

m m m m2 m2 m m m m m m m m m KN/m3

=

21.57 KN/m

=

16.95 KN/m

3.1.1.2 Web thickening at ends C/L of Exp. Jt. C/L of Brg.

0.3000

0.4000

1.500 m

1.500 m

Extra widening at the Supprot 3.1.1.3

3.1.2

3.1.3

Wt due to extra widening (uni)

=

(1.5408 - 0.8626)*25

Wt due to extra widening (vary)

=

=

17 to 0 KN/m

Add wt of concrete above top flange between polystyryn blocks

=

=

0.00 KN/m

Weight of Cross girder to be cast with L-Girder Intermediate Cross Girder

=

(1*2-0.8626-(1-0.75)*0.4)*0*25/2

=

0.00 KN

End Cross Girder

=

(1*2-1.5408-(1-0.75)*0.4)*0.45*25/2

=

2.02 KN

DL of Deck Slab & X - Girder (DL Stage - 2) Weight of Deck Slab

=

(1.5+1.5)*0.225*25

=

16.88 KN/m

Weight of Inner X-Girder

=

(3-1)*(2-0.4)*0*25 /2

=

0.00 KN/m

Weight of End X-Girder

=

(3-1)*(2-0.4)*0.45*25 /2

=

18.00 KN/m

Page # 7

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

3.2

Calculations of Bending Moment and Shear Force:

3.2.1

DL Stage 1 Loading 2.02 KN

0.0 KN 7.313 m

7.313 m

16.95 KN/m

R1

1.500 m

3.2.2

CHECKED

JP

0.0 KN

2.02 KN 7.313 m

16.95 KN/m

1.50 m

Sec-1 1.500 m 483.9 295.8

R1 =

Sec-2 3.000 m 890.6 250.7

2/10/2015 SHEET

GMS

R2 29.250 m

Support Reaction

BM (KNm) SF (KN)

DESIGNED

21.57 KN/m

0.400 m

Item

0.0 KN 7.313 m

DATE

NHAI/MC/SSEP/NH-15/DOC/001

0.400 m

370.97 KN

Sec-3 7.313 m 1771.2 157.7

Sec-4 10.969 m 2203.6 78.8

Sec-5 14.625 m 2347.8 0.0

0.0 KN 7.313 m

0.0 KN

7.313 m

DL Stage 2 Loading 18.00 KN

0.0 KN 7.313 m

##### 7.313 m

16.88 KN/m

R1

R2

0.700 m

29.250 m

Support Reaction

Item BM (KNm) SF (KN)

Sec-1 1.500 m 347.1 221.5

R1 =

Sec-2 3.000 m 660.3 196.2

0.700 m

276.6 KN

Sec-3 7.313 m 1349.4 123.4

Sec-4 10.969 m 1687.8 61.7

Sec-5 14.625 m 1800.6 0.0

Page # 8

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

3.3

3.3.1

3.3.2

3.3.3

3.3.4

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

SIDL Loads: Effective Span = Distance between C/L of Brg. To C/L of Exp. Jt.

= =

29.25 m 0.70 m

Width of Footpath / Footway Unit weight of RCC Unit weight of PCC

= = =

= = =

0.00 m 25.00 KN/m^3 25.00 KNm^3

Width of Footpath Avg. Height of raised Footpath

= =

= =

0.750 m 0.225 m

Weight of Footpath

=

Weight of Footpath:

0.75 x 0.225 x 25

=

3.97 KN/m

Weight of RCC Kerb: Width of Kerb Height of Kerb

= =

Weight of Kerb Wt of RCC railing / m

= =

0 x 0.25 x 25 = 0.00 KN/m ((0.175 x 0.2 x 2 x 2) + ( 0.25 x 0.275 x 0.86)) x 24 / 2 = 0.000 KN/m

Weight of Kerb + Railing

=

0+0

= =

Volume of C/Barrier

=

Weight of RCC Crash barrier Wt of pipe on c/barrier / m

= =

(0.5*0.05*1.01)+(0.175*1.01)+(0.5*0.05*0.5) (0.05*0.4)+(0.5*0.225*0.25)+(0.225*0.165) = 0.352 x 25 = =

0.352 m^3 8.8 KN/m 0.200 KN/m

Weight of RCC Crash barrier+Pipe

=

8.8 + 0.2

9.900 KN/m

=

P' - (40 x L - 300) / 9 when 7.5 > L <= 30.0m (P' - 260 + (4800 / L) x (16.5 - W) / 15 when L > 30.0m 500.00 kg/m^2 = 403.40 kg/m^2 = 4.034 KN/m^2

=

0.000 m 0.250 m

0.000 KN/m

Weight of RCC Crash barrier

=

Footpath Live Load: As per IRC: 6-2000, Clause 209.4(b) Intensity of FPLL P P' P

Footpath Live Load 3.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

=

= =

4.034 x 0.75

Calculation of BM & SF for Shuttering Load = 3.6 x 3.0

Shuttering and Working Live Load

10.80

R1 0.700 m

BM (KNm) SF (KN)

Sec-1 1.50 m 222.1 141.8

R1 = Sec-2 3.00 m 422.6 125.6

3.10 KN/m

KN/m

R2 0.700 m

29.250 m

Support Reaction Item

=

Addition Shutterng load considered is 1.8 KN/m2 2 Addition construction stage load considered is 1.8 KN/m = 10.80 KN/m

165.5 KN Sec-3 7.31 m 863.6 79.0

Sec-4 10.97 m 1080.2 39.5

Sec-5 14.63 m 1152.4 0.0

Page # 9

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Outer Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(ULS COMBINATION)

Sec-1 1.500 m 655 473 475

Sec-2 3.000 m 1208 898 990

Sec-3 7.313 m 2396 1823 2085

Sec-4 10.969 m 2977 2282 2585

Sec-5 14.625 m 3173 2437 2750

890

1780

3665

4565

4900

890

1780

3665

4565

4900

Sec-1 1.500 m 405 304 400

Sec-2 3.000 m 344 270 275

Sec-3 7.313 m 216 169 160

Sec-4 10.969 m 108 88 65

Sec-5 14.625 m 0 0 35

630

610

480

365

245

630

610

480

365

245

ULS FACTOR 1.35 1.35

Summary of Shear Force in Outer Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

ULS FACTOR 1.35 1.35

The moments in both the outer girders are calculated and the critical outer girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 10

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Outer Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

Sec-1 1.500 m 485 350 300

Sec-2 3.000 m 895 665 620

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(RARE COMBINATION) Sec-3 7.313 m 1775 1350 1300

Sec-4 10.969 m 2205 1690 1610

Sec-5 14.625 m 2350 1805 1715

SLS RARE FACTOR 1.00 1.00 girders and hence neglected.

595

1185

2445

3045

3265

595

1185

2445

3045

3265

Sec-1 1.500 m 300 225 250

Sec-2 3.000 m 255 200 170

Sec-3 7.313 m 160 125 100

Sec-4 10.969 m 80 65 40

Sec-5 14.625 m 0 0 20

420

405

320

245

165

420

405

320

245

165

Summary of Shear Force in Outer Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

SLS RARE FACTOR 1.00 1.00

The moments in both the outer girders are calculated and the critical outer girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 11

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Outer Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

Sec-1 1.500 m 485 350 300

Sec-2 3.000 m 895 665 620

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(FREQUENT COMBINATION) Sec-3 7.313 m 1775 1350 1300

Sec-4 10.969 m 2205 1690 1610

Sec-5 14.625 m 2350 1805 1715

SLS FC FACTOR 1.00 1.00 girders and hence neglected.

445

890

1835

2285

2450

445

890

1835

2285

2450

Sec-1 1.500 m 300 225 250

Sec-2 3.000 m 255 200 170

Sec-3 7.313 m 160 125 100

Sec-4 10.969 m 80 65 40

Sec-5 14.625 m 0 0 20

315

305

240

185

125

315

305

240

185

125

Summary of Shear Force in Outer Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

SLS FC FACTOR 1.00 1.00

The moments in both the outer girders are calculated and the critical outer girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 12

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

JP

5.0

Calculations fo Friction and Slip Losses in Outer Girder:

5.1

Basic Prestressing Data Type of Cables & Sheathing Nominal Diameter Nominal Area Tensile Strength Minimum Breaking Load Young's Modulus of Elasticity Jacking Force at Transfer (% of Breaking Load) Slip at Jacking end (assumed) Coefficient of Friction for Galvanized Sheathing Wobble Friction Coefficient for Galvanized Sheathing Relaxation of prestressing steel at 70% uts Relaxation of prestressing steel at 50% uts Age of concrete for 1st Stage prestressing Age of concrete for 2nd Stage prestressing Dia of Prestressing Duct Concrete Grade of Girder Concrete Grade for Deck Slab

5.2

D A Fu Pn Eps Pj s µ k Re1 Re2 td1 td2 qd Fcu1 Fcu2

Load factor for prestressing force Details of Prestressing Cables

2/10/2015

CHECKED

SHEET

GMS

= = = = = = = = = = = = = = = = = =

19T13 12.7 98.8 1860.0 183.7 195 76.5 6 0.20 0.003 2.5 0 4 21 90 45 40 1.00

Galvanized mm sq.mm MPa KN Gpa % (Refer cl.7.9.2, IRC-112:2011) mm per radian (Refer Table 7.1, per metre IRC-112:2011) % (Refer Table 6.2, IRC-112:2011) % days days mm MPa MPa

Angle θ 1 2

E1 : Rise in cable at the Jacking end E2 : Rise in cable at the end of curved portion C.L of Symmetry

E3 : Effective Cover to Cable

L3 : Curved in Plan 3

L1 : Straight Portion

L2 : Curved in Elevation

Jacking End

5

4

Soffit Level

L4 : Straight in Plan

Elevation of Cable Angle γ Angle α

P2

Plan Deviation, P1 L5

L6

Half length of the cable :

Plan of Cable 14.875 m

Cable No.

Strands per cable

Stage of Prestressing

L1

L2

L3

L4

P1

P2

L5

6 5 1 2 3 4

0 0 3 19 19 19

2 2 2 1 2 2

11.375 11.375 11.875 11.875 11.875 11.875

1.500 1.500 1.000 1.000 1.000 1.000

0.000 0.000 0.000 0.000 0.000 0.000

2.000 2.000 2.000 2.000 2.000 2.000

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

Cable No.

Strands per cable

E2

Angle θ (degrees)

Angle α (degrees)

E3 (Effective cover to cable)

Angle γ (degrees)

L6

6 5 1 2 3 4

0 0 3 19 19 19

0.0631 0.0804 0.0566 0.0356 0.0073 0.0073

4.8086 6.1197 6.4545 4.0675 0.8333 0.8333

0.000 0.000 0.000 0.000 0.000 0.000

0.680 0.500 0.300 0.120 0.120 0.120

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

Stage of E1 Prestressing (Rise in cable at the jacking end) 2 2 2 1 2 2

1.020 1.300 1.400 0.880 0.180 0.180

Page # 13

Montecarlo Limited Badmer-Sanchor-Gujarat Border Section of NH-15

PROJECT:

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

5.2.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN

CHECKED

2/10/2015 SHEET

GMS

y' Coordinates at distance 'x' from centre of cable (mid span) in mm in Outer Girder:

5.2.1.1 Salient points of cables: Cable No. x y x y x y x y x y x y

6 5 1 2 3 4

0 680 0 500 0 300 0 120 0 120 0 120

Cable Ordinates 2000 3500 680 743 2000 3500 500 580 2000 3500 300 357 2000 3500 120 156 2000 3500 120 127 2000 3500 120 127

14875 1700 14875 1800 14875 1700 14875 1000 14875 300 14875 300

5.2.1.2 Coordinates ('x' & 'y') of cables at different locations: Cable No.

6

5

1

2

x x1 x2 y1 y2 y x1 x2 y1 y2 y x1 x2 y1 y2 y x1 x2 y1 y2 y

0 0 0 680 680 680 0 0 500 500 500 0 0 300 300 300 0 0 120 120 120

625 0 2000 680 680 680 0 2000 500 500 500 0 2000 300 300 300 0 2000 120 120 120

1625 0 2000 680 680 680 0 2000 500 500 500 0 2000 300 300 300 0 2000 120 120 120

2625 2000 3500 680 743 706 2000 3500 500 580 534 2000 3500 300 357 324 2000 3500 120 156 135

3625 3500 14875 743 1700 754 3500 14875 580 1800 594 3500 14875 357 1700 371 3500 14875 156 1000 165

4625 3500 14875 743 1700 838 3500 14875 580 1800 701 3500 14875 357 1700 489 3500 14875 156 1000 239

5625 3500 14875 743 1700 922 3500 14875 580 1800 808 3500 14875 357 1700 608 3500 14875 156 1000 313

6625 3500 14875 743 1700 1006 3500 14875 580 1800 915 3500 14875 357 1700 726 3500 14875 156 1000 388

7625 3500 14875 743 1700 1090 3500 14875 580 1800 1023 3500 14875 357 1700 844 3500 14875 156 1000 462

8625 3500 14875 743 1700 1174 3500 14875 580 1800 1130 3500 14875 357 1700 962 3500 14875 156 1000 536

9625 3500 14875 743 1700 1258 3500 14875 580 1800 1237 3500 14875 357 1700 1080 3500 14875 156 1000 610

10625 3500 14875 743 1700 1342 3500 14875 580 1800 1344 3500 14875 357 1700 1198 3500 14875 156 1000 684

11625 3500 14875 743 1700 1427 3500 14875 580 1800 1452 3500 14875 357 1700 1316 3500 14875 156 1000 759

12625 3500 14875 743 1700 1511 3500 14875 580 1800 1559 3500 14875 357 1700 1434 3500 14875 156 1000 833

13625 3500 14875 743 1700 1595 3500 14875 580 1800 1666 3500 14875 357 1700 1552 3500 14875 156 1000 907

14625 3500 14875 743 1700 1679 3500 14875 580 1800 1773 3500 14875 357 1700 1670 3500 14875 156 1000 981

14875 14875 14875 1700 1700 1700 14875 14875 1800 1800 1800 14875 14875 1700 1700 1700 14875 14875 1000 1000 1000

Page # 14

Montecarlo Limited Badmer-Sanchor-Gujarat Border Section of NH-15

PROJECT:

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN x1 x2 y1 y2 y x1 x2 y1 y2 y

3

4

5.2.3

0 0 120 120 120 0 0 120 120 120

0 2000 120 120 120 0 2000 120 120 120

0 2000 120 120 120 0 2000 120 120 120

2000 3500 3500 14875 120 127 127 300 123 129 2000 3500 3500 14875 120 127.2727 127.2727 300 123 129

CHECKED

2/10/2015 SHEET

GMS 3500 14875 127 300 144 3500 14875 127 300 144

3500 14875 127 300 160 3500 14875 127 300 160

3500 14875 127 300 175 3500 14875 127 300 175

3500 14875 127 300 190 3500 14875 127 300 190

3500 14875 127 300 205 3500 14875 127 300 205

3500 14875 127 300 220 3500 14875 127 300 220

3500 14875 127 300 235 3500 14875 127 300 235

3500 14875 127 300 251 3500 14875 127 300 251

3500 14875 127 300 266 3500 14875 127 300 266

3500 14875 127 300 281 3500 14875 127 300 281

3500 14875 127 300 296 3500 14875 127 300 296

14875 14875 300 300 300 14875 14875 300 300 300

4625 838 0 701 0 489 0 239 0 144 0 144 0

5625 922 0 808 0 608 0 313 0 160 0 160 0

6625 1006 0 915 0 726 0 388 0 175 0 175 0

7625 1090 0 1023 0 844 0 462 0 190 0 190 0

8625 1174 0 1130 0 962 0 536 0 205 0 205 0

9625 1258 0 1237 0 1080 0 610 0 220 0 220 0

10625 1342 0 1344 0 1198 0 684 0 235 0 235 0

11625 1427 0 1452 0 1316 0 759 0 251 0 251 0

12625 1511 0 1559 0 1434 0 833 0 266 0 266 0

13625 1595 0 1666 0 1552 0 907 0 281 0 281 0

14625 1679 0 1773 0 1670 0 981 0 296 0 296 0

14875 1700 0 1800 0 1700 0 1000 0 300 0 300 0

Y and Z Coordinates at distance 'x' from centre of cable in mm: Cable No. 6 5 1 2 3 4

x y z y z y z y z y z y z

0 680 0 500 0 300 0 120 0 120 0 120 0

625 680 0 500 0 300 0 120 0 120 0 120 0

1625 680 0 500 0 300 0 120 0 120 0 120 0

2625 706 0 534 0 324 0 135 0 123 0 123 0

3625 754 0 594 0 371 0 165 0 129 0 129 0

Page # 15

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

5.3

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Force in Cables at nodal points after Friction & Slip Losses in Outer Girder:

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

6

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

5

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

1

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

2

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

3

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

4

1 0.000 0.00000 1.00000 0.01 0.01

Nodal Points of the Cable 2 3 4 11.415 12.916 12.917 0.00000 0.08393 0.08393 0.96633 0.94598 0.94598 0.01 0.01 0.01 0.01 0.01 0.01

5 14.917 0.08393 0.94032 0.01 0.01

1 0.000 0.00000 1.00000 0.00 0.00

Nodal Points of the Cable 2 3 4 11.440 12.942 12.942 0.00000 0.10681 0.10681 0.96626 0.94159 0.94159 0.00 0.00 0.00 0.00 0.00 0.00

5 14.942 0.10681 0.93595 0.00 0.00

1 0.000 0.00000 1.00000 421.59 378.11

Nodal Points of the Cable 2 3 4 11.951 12.952 12.952 0.00000 0.11265 0.11265 0.96478 0.94046 0.94046 406.74 396.49 396.49 392.96 396.49 396.49

5 14.952 0.11265 0.93483 394.12 394.12

1 0.000 0.00000 1.00000 2670.08 2395.55

Nodal Points of the Cable 2 3 4 11.905 12.906 12.906 0.00000 0.07099 0.07099 0.96492 0.94846 0.94846 2576.40 2532.46 2532.46 2489.23 2532.46 2532.46

5 14.906 0.07099 0.94279 2517.32 2517.32

1 0.000 0.00000 1.00000 2670.08 2402.97

Nodal Points of the Cable 2 3 4 11.876 12.876 12.876 0.00000 0.01454 0.01454 0.96500 0.95931 0.95931 2576.62 2561.44 2561.44 2496.43 2511.61 2511.61

5 14.876 0.01454 0.95357 2546.12 2526.93

1 0.000 0.00000 1.00000 2670.08 2383.79

Nodal Points of the Cable 2 3 4 11.876 12.876 12.876 0.00000 0.01454 0.01454 0.96500 0.95931 0.95931 2576.62 2561.44 2561.44 2477.25 2492.43 2492.43

5 14.876 0.01454 0.95357 2546.12 2507.75

0.06

Page # 16

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

5.4

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

CHECKED

JP

2/10/2015 SHEET

GMS

Force in Cable at chosen sections after Friction & Slip Losses

6

Lx x Pf Ps

Support Section 1.750 1.750 0.01 0.01

5

Lx1 x Pf Ps

1.750 1.750 0.00 0.00

3.250 3.250 0.00 0.00

7.563 7.563 0.00 0.00

11.219 11.219 0.00 0.00

14.875 14.875 0.00 0.00

1

Lx1 x Pf Ps

1.750 1.750 419.42 380.29

3.250 3.250 417.55 382.15

7.563 7.563 412.20 387.51

11.219 11.219 407.65 392.05

14.875 14.875 394.21 394.21

2

Lx1 x Pf Ps

1.750 1.750 2656.31 2409.32

3.250 3.250 2644.51 2421.12

7.563 7.563 2610.57 2455.06

11.219 11.219 2581.80 2483.83

14.875 14.875 2517.55 2517.55

3

Lx1 x Pf Ps

1.750 1.750 2656.31 2416.75

3.250 3.250 2644.50 2428.55

7.563 7.563 2610.57 2462.49

11.219 11.219 2581.80 2491.26

14.875 14.875 2546.13 2526.92

4

Lx1 x Pf Ps

1.750 1.750 2656.31 2397.56

3.250 3.250 2644.50 2409.36

7.563 7.563 2610.57 2443.30

11.219 11.219 2581.80 2472.07

14.875 14.875 2546.13 2507.74

Cable No.

(*) Notations Used : Σx (m) = Σθ (rad) = Po = Px = Px1 = Lx1= Pf = Ps = 5.5

DESIGNED

Notation 1

Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm)

1/4th span section 7.563 7.563 0.01 0.01

3/8th span section 11.219 11.219 0.01 0.01

Mid span 14.875 14.875 0.01 0.01

Cumulative Length of Cable from jacking end in metres Cumulative angle of deviation in radian from jacking end Force at Jacking end before transfer (KN) Force at the nodal points before transfer (KN) Force at the nodal points after transfer (KN) Cumulative Length of Cable from jacking end (in metres) at various sections (m) Force at the critical sections before transfer (i,e before slip at anchorage) (KN) Force at the critical sections after transfer (i,e after slip at anchorage)(KN)

Elongation Calculation Component (*)

1/8th span section 3.250 3.250 0.01 0.01

Grip Length Cable No.

1

=

0.6 Nodal Points of the Cable 2 3 4

6

0.01 0.000

0.01 11.415

5

0.00 0.000

0.00 11.440

1

421.59 0.000

406.74 11.951

2

2670.08 0.000

2576.40 11.905

3

2670.08 0.000

2576.62 11.876

4

2670.08 0.000

2576.62 11.876

0.01 12.916 0.00 0.00 12.942 0.00 396.49 12.952 110.65 2532.46 12.906 110.47 2561.44 12.876 110.46 2561.44 12.876 110.46

5

0.01 12.917

0.01 14.917

0.00 12.942

0.00 14.942

396.49 12.952

394.12 14.952

2532.46 12.906

2517.32 14.906

2561.44 12.876

2546.12 14.876

2561.44 12.876

2546.12 14.876

Page # 17

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

5.6

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Horizontal & Vertical Component of Prestress Force in Outer Girder: Section

Sec-1

Stage of Prestressing

Cable No.

No. of Cables

Yord

θ

Ps.cosθ θ

(m)

(deg)

(KN)

2 2 2 1 2 2

6 5 1 2 3 4

0.000 0.000 0.158 1.000 1.000 1.000

1.553 1.613 1.503 0.876 0.275 0.275

4.809 6.120 6.455 4.068 0.833 0.833

0.01 0.00 377.88 2403.25 2416.49 2397.31 2403.25

0.02 0.00 568.05 2104.93 663.44 658.18 2104.93

0.00 0.00 42.75 170.90 35.15 34.87 170.90

5191.69

1889.69

112.77 0.00

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-2

0.364

6

0.000

1.428

4.809

0.01

0.02

2

5

0.000

1.454

6.120

0.00

0.00

0.00

2 1 2 2

1 2 3 4

0.158 1.000 1.000 1.000

1.335 0.769 0.253 0.253

6.455 4.068 0.833 0.833

379.73 2415.02 2428.29 2409.11 2415.02

506.81 1858.29 613.71 608.86 1858.29

42.96 171.74 35.32 35.04 171.74

5217.14

1729.39

113.32

0.01 0.00 385.05 2448.87 2462.22 2443.04 2448.87

0.01 0.00 327.24 1135.24 467.85 464.21 1135.24

0.00 0.00 43.56 174.14 35.81 35.54 174.14

5290.33

1259.32

114.91

0.01 0.00 389.57 2477.57 2490.99 2471.81 2477.57

0.01 0.00 170.96 506.00 340.86 338.23 506.00

0.00 0.00 44.07 176.18 36.23 35.95 176.18

5352.38

850.06

116.26

0.01 0.00 394.21 2517.55 2526.92 2507.74 2517.55

0.01 0.00 118.26 302.11 303.23 300.93 302.11

0.00 0.00 0.00 0.00 0.00 0.00 0.00

5428.89

722.43

0.00

2 2 2 1 2 2

6 5 1 2 3 4

2 2

3 4

0.7695 0.331 0.000 0.000 0.158 1.000 1.000 1.000

2 2 2 1 2 2

6 5 1 2 3 4

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

1.066 0.994 0.850 0.464 0.190 0.190

4.809 6.120 6.455 4.068 0.833 0.833

0.4636 0.2380 0.000 0.000 0.158 1.000 1.000 1.000

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-5

(KN)

2

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom 2 6 2 5 2 1 1 2 Sec-4

Ps.sinθ θ

0.8759

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-3

Ps.cosθ θ. Yord (KN.m)

0.760 0.604 0.439 0.204 0.137 0.137

4.809 6.120 6.455 4.068 0.833 0.833

0.2042 0.1588 0.000 0.000 0.158 1.000 1.000 1.000

0.680 0.500 0.300 0.120 0.120 0.120

0.000 0.000 0.000 0.000 0.000 0.000

0.1200 0.1331

(*) Notations Used : Yord (m) = Vertical Ordinate of Cable from soffit of deck θ (deg) = Cumulative angle of deviation in radian from jacking end Ps = Force at the critical sections after transfer (i,e after slip at anchorage) (KN)

Page # 18

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

6.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Check for Ultimate Capacity in Flexure in Outer Girder: Loadings

Sec-1 1.500 m 655 473 475 890

Sec-2 3.000 m 1208 898 990 1780

Sec-3 7.313 m 2396 1823 2085 3665

Sec-4 10.969 m 2977 2282 2585 4565

Sec-5 14.625 m 3173 2437 2750 4900

Location

Sec-1 1.500 m

Sec-2 3.000 m

Sec-3 7.313 m

Sec-4 10.969 m

Sec-5 14.625 m

Stress 1617.39

Design Ultimate Moment (KN-m) Prestressing Force after all losses (KN) Cable 6 from base d5 No of strands Cable 5 from base d4 No of cables Cable 1 from base d3 No of cables Cable 2 from base d2 No of cables Cable 3 from base d1 No of cables Cable 4 from base d1 No of cables Combined CG of cable (m) from botom Total Depth of Girder (m) D Distance of CG of cable from NA (m) εp Prestrain in strands Assume Neutral Axis (m) from top Xu D - Xu εsb Stain in extrene fibre Depth from top at strain level .002 From equal Triangles εs6s Strain at level of Cable 6 εs5s Strain at level of Cable 5 εs1s Strain at level of Cable 1 εs2s Strain at level of Cable 2 εs3s Strain at level of Cable 3 εs4s Strain at level of Cable 4

2492 7276 0

4876 7321 0

9969 7285 0

12408 7255 0

13259 7216 0

1407.13

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1495

1316

844

371

300

1st Stage DL 2nd Stage DL SIDL FPLL + CWLL

3

3

3

3

3

870 19 272 19 272 19 0.5260 2.225 1.5202 0.0063 0.179

759

462

165

120

19

19

19

19

251

190

129

120

19

19

19

19

251

190

129

120

19

19

19

19

0.4701 2.225 1.5761 0.0063 0.179

0.3094 2.225 1.7367 0.0063 0.179

0.1732 2.225 1.8729 0.0063 0.179

0.1289 2.225 1.9172 0.0062 0.179

2.0461

2.0461

2.0461

2.0461

2.0461

0.0400

0.0400

0.0400

0.0400

0.0400

0.0767

0.0767

0.0767

0.0767

0.0767

0.0000 0.0000 0.0108 0.0230 0.0347 0.0347

0.0000 0.0000 0.0143 0.0252 0.0351 0.0351

0.0000 0.0000 0.0235 0.0310 0.0363 0.0363

0.0000 0.0000 0.0328 0.0368 0.0375 0.0375

0.0000 0.0000 0.0342 0.0377 0.0377 0.0377

See Fig-4, IRC-112:2011 210.26

0

0.00722

3.00 0.15

1

0.225

Strain 0.00829

0.4467 fck

0.176 0.000

0.75

3.00 0.15 1

0.225

0.4467 fck

0.225 0.000

0.29

Page # 19

Stress in PT steel corresponding to .1% proof stress (fp 0.1k = .87 * f p)

1617

1617

1617

1617

1617

ε (fp 0.1k)

0.00721

0.00721

0.00721

0.00721

0.00721

εs6 = εs6s + εp

0.00000

0.00000

0.00000

0.00000

0.00000

OK

OK

OK

OK

OK

0.00000 OK 0.01708 OK 0.02931 OK 0.04101 OK 0.04101 OK 9588 9588

0.00000 OK 0.02062 OK 0.03152 OK 0.04146 OK 0.04146 OK 9588 9588

0.00000 OK 0.02983 OK 0.03730 OK 0.04262 OK 0.04262 OK 9588 9588

0.00000 OK 0.03905 OK 0.04309 OK 0.04379 OK 0.04379 OK 9588 9588

0.00000 OK 0.04041 OK 0.04393 OK 0.04393 OK 0.04393 OK 9588 9588

0

0

0

0

0

857

857

857

857

857

0

0

0

0

0

0

0

0

0

0

417 2640 2640 2640 0.0000 0.0000 0.5511 1.1761 1.7741 1.7741 12703

417 2640 2640 2640 0.0000 0.0000 0.7301 1.2871 1.7951 1.7951 13181

417 2640 2640 2640 0.0000 0.0000 1.2021 1.5841 1.8561 1.8561 14484

417 2640 2640 2640 0.0000 0.0000 1.6751 1.8811 1.9171 1.9171 15788

417 2640 2640 2640 0.0000 0.0000 1.7461 1.9261 1.9261 1.9261 15984

Demand capacity ratio

13560 2492 0.184

14039 4876 0.347

15342 9969 0.650

16645 12408 0.745

16841 13259 0.787

Check for MOR

OK

OK

OK

OK

OK

fp 0.1k

Strain in PT steel corresponding to .1% proof stress ( fp 0.1k /γm ) /Es

εs with prestrain > ε (fp.0.1k) Cable 6 CHECK Cable 5 CHECK Cable 1 CHECK Cable 2 CHECK Cable 3 CHECK Cable 4 CHECK Total prestressing force (KN) Forces in Concrete (KN)

εs5 = εs5s + εp εs1 = εs1s + εp εs2 = εs2s + εp εs3 = εs3s + εp εs4 = εs4s + εp Pjack

MOR of Concrete =Forces in Concrete x L.A.(KN.m) KN Force in Cable 6 Force in Cable 5

KN KN KN KN KN m m m m m m

Force in Cable 1 Force in Cable 2 Force in Cable 3 Force in Cable 4 L.A. of Cable 6 L.A. of Cable 5 L.A. of Cable 1 L.A. of Cable 2 L.A. of Cable 3 L.A. of Cable 4 MOR of Tendon =Forces in tendon x L.A.(KN.m) Ultimate Moment of resistance of section (KN.m) Ultimate MomentMu of loads (KN.m) Mu

Page # 20

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

7.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED FOR 30.650M SPAN

2/10/2015

CHECKED

JP

SHEET

GMS

Check for Shear Stresses at various Sections in Outer Girder: 7.1 Design BM and shear fores Loadings (KN) 1st Stage DL 2nd Stage DL SIDL FPLL + CWLL Total loss in Prestress (KN) Shear due to prestress (KN) Horizontal Comp. of prestress (KN) Ultimate Shear (KN) Cable coordinate Y from bottom 7.2 Check for section Cracked or Uncracked Stress at bottom due to all loads with loss Cracking stress f cr

= f ctm0.5 / γ m

Check 7.3 Design For Ultimate shear ( Clause 10.3 of IRC - 112 ) Design Shear Force (KN) strength reduction factor= 0.6(1-fck/310) Max Shear Force (KN) Width (mm) Overall Depth (mm) (D) Depth (mm) (D - Yord) Diameter of duct (mm) bwnom = bw - .5 Σφ if φ > bw /8

Vp NEd Vu

Yord

Sec-1 1.500 m 405 304 400 630 1156 -284 6439 1455 0.526

Sec-2 3.000 m 344 270 275 610 1111 -285 6521 1214 0.470

Sec-3 7.313 m 216 169 160 480 1147 -289 6592 736 0.309

Sec-4 10.969 m 108 88 65 365 1177 -292 6653 333 0.173

Sec-5 14.625 m 0 0 35 245 1216 0 6730 280 0.129

σ cb

7.174

8.132

3.536

2.438

2.226

fcr

-1.529

-1.529

-1.529

-1.529

-1.529

Uncracked

Uncracked

Uncracked

Uncracked

Uncracked

1455 0.513 6569 750.00 2225.0 1699.0 90.0 750.0

1214 0.513 2216 290.00 2225.0 1754.9 90.0 245.0

736 0.513 2419 290.00 2225.0 1915.6 90.0 245.0

333 0.513 2591 290.00 2225.0 2051.8 90.0 245.0

280 0.513 2647 290.00 2225.0 2096.1 90.0 245.0

OK

OK

OK

OK

VEd ν Vmax bw D d φ bwnom

CHECK FOR Vmax OK Design shear resistance of the section cracked in bending Comp. stress as CG due to Axial load (Mpa) σcp 3.86

Eq. 10.6 of IRC:112-2011 Eq. 10.5 of IRC:112-2011

4.02

4.02

4.02

4.02

Corss sectional area of PT steel (mm 2)

Asl

5928.01

5928.01

5928.01

5928.01

5928.01

ρ1= Asl /(bw x d ) <= .02

ρ1

K = 1+ sqrt( 200/d) <= 2 Vmin (KN) Shear resistance of section without shear reinf. (KN)

K Vmin

0.0047 1.3431 0.3237

0.0116 1.3376 0.3217

0.0107 1.3231 0.3165

0.0100 1.3122 0.3126

0.0098 1.3089 0.3114

VRd.c

1258.08

587.19

629.02

664.15

675.51

Vide 10.3.2 of IRC:112-2011

Minimum shear resistance (KN) VRd.c min 1150.01 Shear resistance Max( VRdc, VRdc min) (KN) VRd.c 1258.08 Design shear resistance of the section uncracked in bending

470.63 587.19

510.82 629.02

544.83 664.15

555.86 675.51

Eq. 10.1 of IRC:112-2011

fctd

= f ctk / γ m (KN)

fctd

1.529

1.529

1.529

1.529

1.529

k1 = 1 for post tensioned members Second moment of inertia of uncrcked section 4 (mm ) First moment of Area of cracked section (mm3)

k1

1.000

1.000

1.000

1.000

1.000

I

3.99E+11

1.03E+11

1.03E+11

1.03E+11

1.03E+11

S

2.96E+08

2.24E+08

2.24E+08

2.24E+08

2.24E+08

Shear resistance (KN) VRdc ( Cracked or Uncracked ) (KN)

VRd.c VRd.c

2897.95 2897.95

388.27 388.27

388.27 388.27

388.27 388.27

388.27 388.27

Shear Reinf. not required

Provide Shear Reinf.

Provide Shear Reinf.

Shear Reinf. not required

Shear Reinf. not required

Check Shear Reinforcement Requirement

Eq. 10.2 of IRC:112-2011 Eq. 10.3 of IRC:112-2011

Eq. 10.4 of IRC:112-2011

Page # 21

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED FOR 30.650M SPAN Design Shear force (KN) Comp. stress as CG due to Axial load (Mpa) αcw sin2θ = V NS/αcwbwzν1fcd/2 θ Cotθ Dia of bar used as shear reinforcement Nos of legs Spacing of bars mm Min shear reinf. ratio ρmin provided Check for ρmin provided Shear Force by shear reinf. (KN) VNS - VRd.c Check Shear (VNS - VRd.c)
VNS σcp

αcw sin2θ θ Cotθ

s ρmin ρmin Pro V Rd.s

Asw max Asw pro

2/10/2015

CHECKED

JP

SHEET

GMS 1455 3.86 1.19

1214 11.96 1.01

736 12.09 1.00

333 12.20 0.98

280 12.35 0.96

0.159 4.57 12.51 2.50 12 2 150 0.0011 0.0020

0.391 11.50 4.91 2.50 12 2 150 0.0011 0.0052

0.220 6.37 8.96 2.50 12 2 200 0.0011 0.0039

0.095 2.71 21.10 2.50 12 2 200 0.0011 0.0039

0.079 2.27 25.22 2.50 12 2 200 0.0011 0.0039

OK 2229 -1443

OK 2302 826

OK 1885 347

OK 2019 -55

OK 2062 -108

Eq. 10.7 of IRC:112-2011

OK 1858.97 226.19

OK 610.41 226.19

OK 800.82 226.19

OK 789.75 226.19

OK 775.54 226.19

Eq. 10.10 of IRC:112-2011

OK 600

OK 600

OK 600

OK 600

OK 600

OK

OK

OK

OK

OK

(NEd/Ac) Eq. 10.9 of IRC:112-2011 Eq. 10.8 of IRC:112-2011

vide cl.10.2.2.2 of IRC-112-2011

Eq. 10.20 OR 16.5 of IRC:112-2011

Eq. 16.6 & 16.8 of IRC:112-2011

Page # 22

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

8.0

DESIGNED DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN JP

CHECKED

SHEET

GMS

Calculation of Load due to Temperature Gradient in Outer Girder At Support 2.23 1.3490 1.0807 2.1959

Total Height of the girder C.G. of Girder & slab from bottom M.O.I. of the Section Area of the Section Modulus of Elasticity of Concrete Coefficient of thermal expansion of concrete

h Y I A Ec α

= = = = = =

Section Modulus at the top of Slab Section Modulus at the top of Girder Section Modulus at the bottom of Girder

ZTS ZTG ZBG

= = =

1.2336 1.6600 0.8011

h1 h2 h3

= = =

0.15 0.25 0.15

T1 T2 T3 8.1

2/10/2015

= = =

17.8 4.0 2.1

o o o

C C C

At Span 2.23 1.4774 0.8761 1.5178 1.70E+07 0.000012

1.1719 1.6764 0.5930

m m m4 m2 KN/m2 o C

m3 m3 m3

m m m

Computation of Stresses due to Rise in Temperature 17.8 0.150 1 2

4.0

0.250

Stress 3631.2 816.0

3.000 m 1.000 m

3.000 m 1.000 m 0.225 0.225

0.150

2.000

0.225 0.176

0.150

0.29

2.000

1.675

3

0.150

Y 0.15 0.25

428.4

Y

0.75

2.1

0.75

Section of Girder at Span Stresses at Span Section

Segment

8.1.1

1 2 3 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment KNm KN/m2 KN/m2 KN/m2

Final Stress

m

KN/m2

m

KN

m

m

0.150

3631.2

3.000

1000.62

0.059

0.688

688.87

3631.20

-810.90

-653.18

2167.1

0.075

816.0

3.000

156.06

0.185

0.562

87.76

816.00

-810.90

-456.60

-451.5

0.175

571.2

1.000

49.98

0.283

0.464

23.21

571.20

-810.90

0.150

428.4

0.750

24.10

2.175

-1.427

-34.40

428.40

-810.90

1290.76

908.3

1230.76

KN/m2

765.44

Stresses at Support Section

Segment

8.1.2

Section of Girder at Support

1 2 3 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment KNm KN/m2 KN/m2 KN/m2

Final Stress

m

KN/m2

m

KN

m

m

0.150

3631.2

3.000

1000.62

0.059

0.817

817.36

3631.20

-560.47

-748.60

2322.1

0.075

816.0

3.000

156.06

0.185

0.691

107.80

816.00

-560.47

-556.33

-300.8

0.175

571.2

1.000

49.98

0.283

0.593

29.62

571.20

-560.47

0.150

428.4

0.750

24.10

2.175

-1.299

-31.30

428.40

-560.47

1152.74

1020.7

1230.76

KN/m2

923.48

Page # 23

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

8.2

DESIGNED DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN JP

CHECKED

2/10/2015 SHEET

GMS

Computation of Stresses due to Fall in Temperature 10.6

1 2

0.7

Stress 0.25

-2162.4

0.2

-142.8

h

=

2.225

m

h1

=

0.250

m

T1

=

10.6

o

C

h2

=

0.200

m

T2

=

0.7

o

C

h3

=

0.200

m

T3

=

0.8

o

C

h4

=

0.250

m

T4

=

6.6

o

C

1.325

3

0.8

4

0.2

-163.2

0.25

-1346.4

6.6

Stresses at Span Section

Segment

8.2.1

1 2 3 4 5 4

Height

Stress

b

Force

y from top

e

m

KN/m2

m

KN

m

m

0.225

-2162.4

3.000

-846.17

0.085

0.662

0.025

-344.8

1.000

-6.09

0.236

0.512

-3.12

0.200

-142.8

1.000

-14.28

0.317

0.431

-6.15

-560.42

-2162.40

Final Stress KN/m2

669.77

332.77

-1159.9

-344.76

669.77

232.62

557.6

-142.80

669.77

657.60

-19.0

0.000

0.0

0.290

0.00

0.450

0.298

0.00

0.00

669.77

0.200

-163.2

0.520

-8.49

1.908

-1.161

9.85

-163.20

669.77

0.250

-1346.4

0.750

-141.53

1.948

-1.200

169.88

-1346.40

669.77

-1016.55

-389.96

Stresses at Support Section

Segment

8.2.2

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment KNm KN/m2 KN/m2 KN/m2

1 2 3 4 5 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment 2 2 KNm KN/m KN/m KN/m2

m

KN/m2

m

KN

m

m

0.225

-2162.4

3.000

-846.17

0.085

0.791

0.025

-344.8

1.000

-6.09

0.236

0.640

-3.90

0.200

-142.8

1.000

-14.28

0.317

0.559

-7.99

-669.08

-2162.40

KN/m2

464.63

418.79

-1279.0

-344.76

464.63

311.23

431.1

-142.80

464.63

644.88

-236.9

0.000

0.0

0.750

0.00

0.450

0.426

0.00

0.00

464.63

0.200

-163.2

0.750

-12.24

1.908

-1.032

12.64

-163.20

464.63

0.250

-1346.4

0.750

-141.53

1.948

-1.072

151.71

-1346.40

464.63

-1020.31

Final Stress

-516.63

Page # 24

Montecarlo Limited PROJECT:Badmer-Sanchor-Gujarat

Border Section of DOCUMENT NO.

DATE

NH-15 NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

9.0

Basic Design Data Stipulation

9.1

Prestressing and casting sequence

9.2

Strength of concrete at 1st stage prestressing Strength of concrete at 2nd stage prestressing

= =

Modulus Modulus Modulus Modulus

= = = =

3.10E+06 3.40E+06 3.40E+06 1.95E+07

t/m2 t/m2 t/m2 t/m2

= = = = = = = =

19 0.0000988 1.877E-03 1.000 2.158 0.765 5 349.03

T15 m2 m2

= = = =

1.0 1.2 1.2 1.2

= = = = =

3.82E-04 3.38E-04 3.25E-04 2.97E-04 0.00E+00

= = = = =

0.00E+00 5.75E-07 4.43E-07 6.37E-07 1.73E-06

=

2.50%

of of of of

Elasticity Elasticity Elasticity Elasticity

(Conc) 4th Day (Conc) 28th Day (Conc) 21st Day (Strands)

Theoritical Considered 20.02 30.00 38.14 45.00

UTS T

Factor for Shrinkage loss

Factor for Creep Loss

Factor for Relaxation Loss 1000hr relaxation

9.7

day day day day day day Mpa Mpa

Increase Factors for losses

4th day 21th day 28th day 56th day Infinity 9.6

4 21 28 49 56 7 40 45

Prestressing data

4th day 21th day 28th day 56th day Infinity 9.5

SHEET

GMS

= = = = = = = =

Elastic Shortening loss Relaxation loss Shrinkage loss Creep loss 9.4

CHECKED

JP

1st stage prestressing 2nd stage prestressing Casting of Deck Slab Shift of Bearing SIDL Age of deck slab at time of 2nd stage prestressing fck for Slab fck for Girder

Type of cables Area of 1 strand Area of one cable No of tendons stressed in 1st stage No of tendons stressed in 2nd stage Jacking Force No of Sections to be checked Prestressing force per cable (UTS) 9.3

DESIGNED

2/10/2015

Factors Differential Shrinkage and creep Strain due to differential shrinkage and creep Reduction factor due to differential creep

= =

2.00E-04 (As per BS:5400, P-4) 0.43 (As per BS:5400, P-4)

Page # 25

9.8

Total Shrinkage Strain

9.8.1

Autogenous shrinkage strain (Table 6.5)

E cs = E cd + E ca E ca

Grade of Concrete at 1st stage Grade of Concrete for Girder Grade of Concrete for Deck slab t 4 21 28 56 25550 9.8.2

= = =

Refer IRC 112:2011 Cl. 6.4.2.6 0.000035 For 1st stage prestress 0.000065 For Final stage of Girder 0.000055 For Deck slab

= = =

30 45 40

E ca (t)

= = = = =

0.000012 0.000039 0.000042 0.000050 0.000065

Drying shrinkage strain

E cd (t) βds (t,ts)

= =

Concrete Cross section

Ac

= = = = = = = = = = = =

0.8626 1.5178 5.75 8.2 300.04 370.19 0.7500 0.7325 50 0.000512 0.000443 0.000466

βds (t,ts)

= = = = =

0.00000 0.05025 0.07968 0.13901 0.98897

E cd (t)

= = = = =

0.000000 0.000017 0.000026 0.000046 0.000329

E cs = E cd + E ca

= = = = =

Perimeter of Cross section

u

Notional size (Table 6.6)

h0 Coefficient Kh

Relative humidity RH in % Unrestrained draying shrinkage

t 4 21 28 56 25550

ts 4 10 10 10 10

Drying shrinkage strain

9.8.3

Total Shrinkage Strain

9.8.4

Total Residual Shrinkage Strain

9.9

Final Creep coefficient Refer IRC 112:2011 Cl. 6.4.2.7 Creep Coefficient with time Grade of Concrete at 1st stage Grade of Concrete for Girder Grade of Concrete for Deck slab

εcud

Mpa Mpa Mpa

βds (t,ts). Kh . εcud (t-ts)/(t-ts)+0.04 sqrt(h0^3) Girder Only Composite Girder Girder Only Composite Girder Girder Only Composite Girder Girder Only Composite Girder For 1st stage prestress For Final stage of Girder For Deck slab

At At At At At

4 days 21 days 28 days 56 days 25550 days

0.000012 0.000056 0.000069 0.000097 0.000394

At At At At At

4 days 21 days 28 days 56 days 25550 days

= = = = =

0.000382 0.000338 0.000325 0.000297 0.000000

At At At At At

4 days 21 days 28 days 56 days 25550 days

φ

= =

1.4000 1.3532

φ (t-t0)

=

fcm fcm fcm

= = =

40 55 50

α

= = =

1.0 0.90 0.95

βH

= = = = =

700.065 676.199 676.199 781.416 781.416

Girder Only Composite Girder

β(t,t0). φ(α,t0) Mpa Mpa Mpa

At At At At At

4 days 21 days 28 days 56 days 25550 days

Page # 26

t

t0

4 21 28 56 25550

4 4 21 28 56

β(t-t0)

= = = = =

0.0000 0.3288 0.2530 0.3645 0.9910

At At At At At

4 days 21 days 28 days 56 days 25550 days

φ (t-t0)

= = = = =

0.0000 0.4449 0.3424 0.4932 1.3410

At At At At At

4 days 21 days 28 days 56 days 25550 days

Max comp stress in concrete due to DL + 1 st prestress Modulus of elasticity (Concrete at 1st stage) Initial strain at loading

= = =

4.01 Mpa 3100000 Mpa 0.000001

Utlimate creep Strain at time

= = = = =

0.000000 0.000001 0.000000 0.000001 0.000002

At At At At At

4 days 21 days 28 days 56 days 25550 days

Page # 27

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

10.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

2

3

4

5

m

1.500

3.000

7.313

10.969

14.625

m2 m m m4 m3 m3

1.5408 2.0000 1.0243 0.5336 0.5469 0.5209

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

m2 m m m4 m3 m3

2.1959 2.2250 1.3490 1.0807 1.2336 0.8011

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

No of Tendons of 19T15 Prestressing Force (P1) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

Nos. T m m

1.00 240.33 0.8759 0.1484 0.3776 0.9340

1.00 241.50 0.7695 0.2255 0.6042 1.7088

1.00 244.89 0.4636 0.5314 -0.1486 2.4542

1.00 247.76 0.2042 0.7908 -0.7869 3.0861

1.00 251.75 0.1200 0.8750 -0.9942 3.2913

Dead Load Moments - Ist stage

Tm

48.50

89.50

177.50

220.50

235.00

T/m2 T/m2

88.69 -93.11

220.26 -218.08

436.83 -432.50

542.65 -537.28

578.34 -572.61

Elastic Shortening loss (Eloss)

T

1.38

1.38

1.38

1.38

1.38

P1 - Eloss Stress due to P1 - Eloss

T

238.95

240.12

243.51

246.38

250.37

Top of Girder Bottom of Girder

T/m2 T/m2

90.22 223.17

145.07 410.32

-36.19 597.61

-193.87 760.34

-248.92 824.06

Top of Girder Bottom of Girder

T/m2 T/m2 T/m2 T/m2 m m T/m2 T

178.91 130.07 151.46 205.15 1.50 13.13 234.05 1.38

365.34 192.25 258.84 239.27 4.31

400.64 165.10 219.70 227.80 3.66

348.78 223.06 235.90 246.02 3.66

329.42 251.46 256.13 0.00 0.00

Details of Section property (Individual Beam Section)

Details of Section property (Composite Section) Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

10.4

GMS

1

Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

10.3

JP

SHEET

Unit

Distances of Sections from left support

10.2

2/10/2015

CHECKED

Summary of Stresses in Outer Girder due to Rare combination: Item

10.1

DESIGNED

Details of Stage I prestressing after 4 th day

Stress Due to dead load Top of Girder Bottom of Girder

Stress after Elastic Shortening loss

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon Check for loss due to elastic shortening 0.5 *234.05*1.00*0.0018772*1* (19500000/3100000)

Page # 28

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

10.5

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Losses From 4 to 21 day Creep loss due to GR I Tendons T -0.01 -0.01 1.94 1.94 Shrinkage loss due to GR I Tendons T =(0.000382041048085607-0.000337877609694026)*1.00*0.0018772*19500000*1.2 Relaxation loss due to GR I Tendons Relaxation factor = 1-10^(-1*(((21-4)*24/1000)^0.25)) 0.841 Relaxation loss due to GR I Tendons T 6.22 6.33 =0.841*(1-(0.7-(238.95/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2

-0.01 1.94

-0.01 1.94

-0.01 1.94

6.66

6.94

7.32

Total Loss

(C+S+R)

T

8.15

8.27

8.59

8.87

9.26

Top of Girder Bottom of Girder

T/m2 T/m2

-3.08 -7.62

-4.99 -14.13

1.28 -21.09

6.98 -27.38

9.20 -30.47

Stress before 2nd Stage Prestressing at 21 day Top of Girder Bottom of Girder

T/m2 T/m2

175.83 122.45

360.34 178.12

401.91 144.01

355.76 195.69

338.63 220.99

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI

T/m2 T/m2 m m T/m2

145.83 197.03 1.50 13.13 215.99

248.23 226.01 4.31

203.79 207.91 3.66

212.03 220.04 3.66

228.05 0.00 0.00

2.16 519.17 0.3640 0.660 -0.5584 1.9166

2.16 521.71 0.3315 0.664 -0.4737 2.7760

2.16 529.03 0.2380 0.757 -0.7037 3.0037

2.16 535.24 0.1588 0.836 -0.8987 3.1968

2.16 542.89 0.1331 0.862 -0.9620 3.2595

0.3776 0.9340 -0.5584 1.9166

0.6042 1.7088 -0.4737 2.7760

-0.1486 2.4542 -0.7037 3.0037

-0.7869 3.0861 -0.8987 3.1968

-0.9942 3.2913 -0.9620 3.2595

12.10 17.33

12.10 17.33

12.10 17.33

12.10 17.33

12.10 17.33

501.84

504.38

511.70

517.91

525.56

Stress Due to C+S+R

Creep loss (check) T -0.01 =(0-5.74951271393581E-07)*1.00*0.0018772*19500000*1.2*215.99/1000 10.7

Details of Stage II prestressing after 21th day No of Tendons of 19T15 Prestressing Force (P2) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

T m m

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom Elastic shortening loss due to Gr II Tendons Eloss in GR I Tendons Eloss in GR II Tendons P2 - Eloss Stress due to P2 - Eloss

T T T 2

Top of Girder Bottom of Girder

T/m T/m2

-280.25 961.85

-238.94 1400.19

-360.08 1537.01

-465.42 1655.62

-505.59 1713.05

Top of Girder Bottom of Girder

T/m2 T/m2

-4.57 -11.30

-7.31 -20.67

1.80 -29.68

9.52 -37.33

12.02 -39.81

Top of Girder Bottom of Girder

T/m2 T/m2

-108.99 1073.00

114.10 1557.64

43.63 1651.34

-100.14 1813.98

-154.94 1894.23

Stress at CG of GR Tendon I Stress at CG of GR Tendon II

T/m2 T/m2

555.37 857.89

1002.26 1318.38

1278.69 1459.99

1618.52 1661.98

1771.28 1757.88

Avg stress for each segment Segment length length Average Stress at CG of GR I Tendon Avg stress for each segment Segment length length Average Stress at CG of GR II Tendon

T/m2 m m T/m2 T/m2 m m T/m2

778.81 1.50 13.13 1339.43 1088.14 1.50 13.13 1491.99

1140.47 4.31

1448.61 3.66

1694.90 3.66

0.00 0.00

1389.19 4.31

1560.99 3.66

1709.93 3.66

0.00 0.00

Stress due to Eloss of Gr I

Stress after 2nd Stage Prestressing

Page # 29

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Increase in Average stress at cg of GR I Tendon Check for loss due to Elastic Shortening In Gr I due to GR II In GR II due to GR II

10.80

T/m

2

T T

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

1123.43 12.10 17.33

Losses from 21th to 28th day Creep Loss of GR II Tendons T 0.02 0.02 Shrinkage Loss of Gr. II Tendons T 1.25 1.25 =(0.000337877609694026-0.000324663036674289)*2.16*0.0018772*19500000*1.2 Relaxation Loss of Gr. II Tendons T 11.08 11.31

0.02 1.25

0.02 1.25

0.02 1.25

11.95

12.50

13.18

Creep Loss of Gr I Tendons T 0.01 0.01 Shrinkage loss of Gr I Tendons T 0.58 0.58 =(0.000337877609694026-0.000324663036674289)*1.00*0.0018772*19500000*1.2 Relaxation loss of Gr. I Tendons T 0.18 0.18

0.01 0.58

0.01 0.58

0.01 0.58

0.19

0.20

0.21

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

0.77 12.35 13.12

0.77 12.58 13.35

0.78 13.23 14.01

0.79 13.77 14.56

0.80 14.45 15.25

Top of Girder Bottom of Girder

T/m2 T/m2

6.61 -24.39

5.49 -36.23

9.42 -41.64

13.00 -46.46

14.70 -49.73

Top of Girder Bottom of Girder

T/m2 T/m2

-102.38 1048.61

119.59 1521.40

53.06 1609.70

-87.14 1767.52

-140.25 1844.50

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

544.55 839.14

982.08 1289.07

1248.89 1424.43

1578.13 1620.24

1725.41 1712.44

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

763.31 1.50 13.13 1307.65 1064.10 1.50 13.13 1455.67

1115.48 4.31

1413.51 3.66

1651.77 3.66

0.00 0.00

Stresses due to C+S+R

Stress before casting of Deck Slab

1356.75 4.31

1522.33 3.66

1666.34 3.66

0.00 0.00

Relaxation Factor GR II Cables =1-10^(-1*(((28-21)*24/1000)^0.25)) 0.771 Check for relaxation loss of GR II Cables =0.771*(1-(0.7-(501.84/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(5.74951271393581E-07-4.42505819593384E-07)*2.16*0.0018772*19500000*1.2*1455.673/1000 0.02 Relaxation Factor for GR I Cables =1-10^(-1*(((28-4)*24/1000)^0.25))-0.841 0.024 Relaxation Loss of GR I Cables =0.024*(1-(0.7-(238.95/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(5.74951271393581E-07-4.42505819593384E-07)*1.00*0.0018772*19500000*1.2*1307.651/1000 0.01 10.9

Casting of Deck Slab at 28th day Shuttering / Working Live Load Moments Stress due to shuttering load (for casting of Deck Slab) Top of Girder Bottom of Girder Dead Load Moments -IInd stage : Deck Slab Stress Due to dead load Top of Girder Bottom of Girder

Tm

22.21

42.26

86.36

108.02

115.24

T/m T/m2

40.62 -42.64

104.00 -102.97

212.54 -210.43

265.83 -263.20

283.60 -280.79

Tm

35.00

66.50

135.00

169.00

180.50

64.00 -67.19

163.66 -162.04

332.24 -328.94

415.91 -411.79

444.21 -439.81

2

2

T/m T/m2

Page # 30

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

Stress at CG of GR I Tendons Stress at CG of GR II Tendons Gain due to dead load of Deck Slab Stress due to Gain

CHECKED

JP

2/10/2015 SHEET

GMS

T/m2 T/m2

-9.74 -43.31

-36.73 -108.05

-175.69 -250.25

-327.27 -346.06

-386.77 -380.99

T

-1.11

-2.91

-7.71

-11.56

-13.02

2

Top of Girder Bottom of Girder

T/m T/m2

0.04 0.10

0.24 0.68

-0.28 4.64

-2.77 10.87

-4.14 13.71

Stress due to release of Shuttering / Working Live load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -13.38 27.73

-36.06 -25.21 71.26

-73.70 -51.52 145.63

-92.18 -64.44 182.15

-98.34 -68.74 194.32

Stress after release of shuttering load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -11.10 966.60

-36.06 362.28 1328.34

-73.70 546.03 1220.60

-92.18 527.40 1285.55

-98.34 514.68 1331.93

0.0719 1.0459 -0.3431 1.6849

0.0548 1.8526 -0.3190 2.5912

-0.2063 2.3684 -0.3987 2.7488

-0.4276 2.8058 -0.4663 2.8824

-0.4995 2.9478 -0.4883 2.9258

Creep Loss of Gr II Tendons T -0.01 -0.01 Shrinkage loss of Gr II Tendons T 2.63 2.63 =(0.000324663036674289-0.000296944931164533)*2.16*0.0018772*19500000*1.2 Relaxation loss of Gr. II Tendons T 1.71 0.25

-0.01 2.63

-0.01 2.63

-0.01 2.63

1.41

1.98

2.17

Creep Loss of Gr I Tendons T -0.01 -0.01 Shrinkage loss of Gr I Tendons T 1.22 1.22 =(0.000324663036674289-0.000296944931164533)*1.00*0.0018772*19500000*1.2 Relaxation loss of Gr. I Tendons T 1.76 0.35

-0.01 1.22

-0.01 1.22

-0.01 1.22

0.37

0.39

0.41

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom 10.10

DESIGNED

Losses from 28 to 56 day

T T T

2.97 4.32 7.29

1.56 2.86 1.56

1.58 4.03 1.58

1.59 4.60 1.59

1.62 4.79 1.62

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

1.27 0.09 -10.39

0.83 -0.30 -10.31

1.93 0.24 -14.81

2.82 0.75 -17.72

3.14 0.93 -18.77

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-16.74 -11.01 956.22

-35.23 361.98 1318.03

-71.76 546.27 1205.79

-89.35 528.15 1267.84

-95.19 515.61 1313.16

T/m2 T/m2

532.63 780.19 741.42 1.50 13.13 1068.85 969.88 1.50 13.13 1155.89

950.20 1159.57 1001.56 4.31

1052.92 1127.30 1122.61 3.66

1192.30 1209.10 1228.80 3.66

1265.30 1260.09 0.00 0.00

1143.43 4.31

1168.20 3.66

1234.59 3.66

0.00 0.00

Stresses due to C+S+R

Stress before SIDL at 56 day

Stress at CG of Tendon GR I Stress at CG of Tendon GR II Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2

T/m2

Page # 31

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Relaxation Factor for GR II Cables =1-10^(-1*(((56-21)*24/1000)^0.25))-0.771 0.119 Relaxation Loss of Gr. II Cables at mid span =0.119*(1-(0.7-(501.837/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of Gr II Cables =(4.42505819593384E-07-6.37455052754964E-07)*2.16*0.0018772*19500000*1.2*1155.89/1000 -0.01 Relaxation Factor for GR I Cables =1-10^(-1*(((56-4)*24/1000)^0.25))-0.841-0.024 0.047 Relaxation Loss of Gr. I Cables at mid span =0.047*(1-(0.7-(238.948/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of Gr I Cables =(4.42505819593384E-07-6.37455052754964E-07)*1.00*0.0018772*19500000*1.2*1068.85/1000 -0.01 10.11

SIDL applied at 56th day SIDL Moments Stress due to SIDL

Tm

30.00

62.00

130.00

161.00

171.50

2

T/m T/m2 T/m2

24.32 18.07 -37.45

52.91 36.98 -104.55

110.93 77.55 -219.22

137.39 96.04 -271.50

146.35 102.30 -289.20

T/m2 T/m2

-13.13 -27.34

-50.10 -81.09

-150.43 -183.90

-233.96 -242.31

-265.71 -263.15

T

-0.78

-2.42

-5.89

-8.15

-8.97

T/m2 T/m2

-0.30 1.35

-0.57 6.15

-3.25 16.81

-7.04 25.77

-8.73 29.34

Creep, Shrinkage & Relaxation losses from 56 day upto Creep loss of GR II Shrinkage loss of GR II =(0.000296944931164533)*2.16*0.0018772*19500000*1.2 Relaxation loss of GR II

infinity T 0.05 T 28.15

0.05 28.15

0.05 28.15

0.05 28.15

0.05 28.15

T

30.33

30.95

32.72

34.22

36.07

Creep loss of GR I Shrinkage loss of GR I =(0.000296944931164533)*1.00*0.0018772*19500000*1.2 Relaxation loss of GR I

T T

0.02 13.04

0.02 13.04

0.02 13.04

0.02 13.04

0.02 13.04

T

15.44

15.72

16.53

17.22

18.17

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

28.50 58.52 87.02

28.78 59.14 87.92

29.59 60.91 90.50

30.28 62.42 92.69

31.24 64.27 95.51

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2

18.03 3.22 -128.42

17.29 -5.35 -206.57

30.39 3.30 -237.52

42.05 11.02 -264.86

46.98 13.91 -280.12

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

25.31 9.98 791.70

34.39 393.05 1013.06

66.31 623.87 765.86

83.05 628.16 757.25

89.42 623.10 773.18

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

449.36 649.43

774.52 910.30

732.95 748.96

744.07 747.00

764.18 763.20

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

611.94 1.50 13.13 714.58 779.87 1.50 13.13 778.14

753.73 4.31

738.51 3.66

754.12 3.66

0.00 0.00

829.63 4.31

747.98 3.66

755.10 3.66

0.00 0.00

Top of Deck Slab Top of Girder Bottom of Girder Stress at CG of Gr I Tendons Stress at CG of Gr II Tendons Gain due to SIDL stress due to gain Top of Girder Bottom of Girder

Stress due to C+S+R

Stress during Service at infinity

Page # 32

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

GMS

Relaxation Factor for GR II = = 2 + ( 1- 0.771 - 0.119) Relaxation Loss of GR II Cables at mid span =2.110*(1-(0.7-(501.84/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(6.37455052754964E-07)*2.16*0.0018772*19500000*1.2*778.143/1000

2.110

0.05

Relaxation Factor for GR I = = 2+ (1- 0.841 - 0.024 - 0.047) Relaxation Loss of GR I Cables at mid span =2.09*(1-(0.7-(238.9/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(6.37455052754964E-07)*1.00*0.0018772*19500000*1.2*714.576/1000 10.12

2/10/2015 SHEET

2.088

0.02

CWLL from 56th day onwards Tm

Moment Due to Live Load (Sagging) Stresses due to Live Load (Sagging)

2

59.5

118.50

244.50

304.50

326.50

Top of Deck Slab Top of Girder Bottom of Girder

T/m T/m2 T/m2

48.23 35.84 -74.27

101.12 70.69 -199.83

208.64 145.85 -412.30

259.84 181.64 -513.48

278.62 194.77 -550.58

Stress at service with Live Load (Sagging) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

73.54 45.82 717.43

135.52 463.74 813.23

274.96 769.72 353.56

342.89 809.81 243.77

368.03 817.86 222.60

T m T/m2 T/m2 T/m2

191.57 0.7635 -86.60 175.35 -95.34

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

280.53 1008.60 164.81

305.67 1016.66 143.65

Stress due to Differential Shrinkage & Creep P e Top of Deck Slab Top of Girder Bottom of Girder

Stress at service with differential shrinkage and differential creep effect 2 Top of Deck Slab T/m -13.05 2 Top of Girder T/m 221.17 2 Bottom of Girder T/m 622.09

(with Live Load) 73.15 212.60 662.53 968.52 734.28 274.60

Stress at service with differential shrinkage and differential creep effect (without Live Load) 2 Top of Deck Slab T/m -61.29 -27.97 3.95 20.69 2 Top of Girder T/m 185.33 591.84 822.66 826.96 2 Bottom of Girder T/m 696.36 934.11 686.90 678.30 Check under Live Load (sag) with Temp Stress at Service with 100% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -13.05 73.15 212.60 280.53 2 Top of Girder T/m 221.17 662.53 968.52 1008.60 2 T/m Bottom of Girder 622.09 734.28 274.60 164.81

305.67 1016.66 143.65

Stress due to Temp (Rise) (Eigen stresses) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

216.71 -45.15 90.83

216.71 -45.15 90.83

216.71 -45.15 90.83

Stress at Service with 100% Live Load (sag) + 60%Temp rise ( LL as leading load) 2 Top of Deck Slab T/m 126.27 203.18 342.62 2 Top of Girder T/m 203.13 635.44 941.43 2 Bottom of Girder T/m 683.33 788.78 329.10

410.56 981.51 219.31

435.70 989.57 198.15

Stress due to Temp (Fall) (Eigen Stresses) Top of Deck Slab Top of Girder Bottom of Girder

-115.99 55.76 -1.90

-115.99 55.76 -1.90

-115.99 55.76 -1.90

(LL as leading load) -89.79 3.56 143.00 247.04 695.99 1001.97 607.88 733.14 273.46

210.94 1042.06 163.67

236.08 1050.11 142.51

T/m2 T/m2 T/m2

Stress at Service with 100% Live Load (sag) + 60%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

232.21 -30.08 102.07

-127.90 43.11 -23.69

216.71 -45.15 90.83

27.05 821.89 694.23

-115.99 55.76 -1.90

Page # 33

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

Stress at Service with 75% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -25.11 47.87 2 Top of Girder T/m 212.21 644.86 2 Bottom of Girder T/m 640.66 784.24

2/10/2015 SHEET

GMS

160.44 932.05 377.68

215.57 963.19 293.19

236.02 967.96 281.30

Stress at Service with 75% Live Load (sag) + 100%Temp rise ( TL as leading load) 2 Top of Deck Slab T/m 207.10 264.59 377.15 2 Top of Girder T/m 182.13 599.71 886.90 2 Bottom of Girder T/m 742.72 875.06 468.50

432.28 918.04 384.01

452.73 922.81 372.12

Stress at Service with 75% Live Load (sag) + 100%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

99.58 1018.95 291.28

120.03 1023.73 279.39

(TL as leading load) -153.01 -68.11 44.45 255.32 700.62 987.82 616.97 782.33 375.77

Page # 34

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

11.1

11.1.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder due to Rare combination: Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1440.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

1920.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 400.64 178.91 401.91 175.83 114.10 -154.94 119.59 -140.25 546.03 -11.10 546.27 -11.01 628.16 9.98 817.86 45.82 1016.66 221.17 826.96 185.33

Bottom max +ve max -ve 251.46 130.07 220.99 122.45 1894.23 1073.00 1844.50 1048.61 1331.93 966.60 1318.03 956.22 1013.06 757.25 813.23 222.60 734.28 143.65 934.11 678.30

-18.01 -16.74 89.42 368.03 305.67 27.05

-98.34 -95.19 25.31 73.54 -13.05 -61.29

452.73

126.27

989.57

182.13

875.06

236.08

-153.01

1050.11

247.04

782.33

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req. R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

198.15

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

142.51

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

Item

Unit

1

2

3

4

5

Chainage of Section from left support

m

1.500

3.000

7.313

10.969

14.625

Total Loss in Prestress

T

115.59

111.10

114.68

117.72

121.63

=

580.72

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -153.01 t/m2 0.084 m Top of girder = 255.32 t/m3 0.141 m Tensile Force = 6.45 t mm Ast Required = 268.76 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 35

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

11.2

11.2.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder (Superior condition): Load factor for prestressing force ( cl.7.9.5, IRC -112:2011)

Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

=

1.10

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1500.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

2000.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 396.79 188.51 398.57 184.17 100.65 -229.51 109.14 -208.15 508.45 -30.24 508.69 -30.10 587.29 -8.08 753.95 27.76 952.75 203.11 786.08 167.27

Bottom max +ve max -ve 333.29 153.82 291.73 143.10 2144.99 1196.87 2072.70 1160.11 1560.13 1078.10 1540.18 1065.54 1121.04 862.84 921.21 370.33 842.26 291.38 1042.09 767.50

-18.01 -16.43 102.91 381.53 319.17 40.55

-98.34 -94.99 31.04 79.28 -7.32 -55.55

466.23

132.01

925.66

164.07

983.04

249.58

-147.28

986.20

228.98

890.31

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req. R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe R/F Req. Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

345.87

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

290.23

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

Item

Unit

1

2

3

4

5

Chainage of Section from left support

m

1.500

3.000

7.313

10.969

14.625

Total Loss in Prestress

T

152.67

147.15

151.49

155.16

159.14

=

765.61

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -147.28 t/m2 0.086 m Top of girder = 237.26 t/m3 0.139 m Tensile Force = 6.35 t mm Ast Required = 264.40 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 36

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

11.3

11.3.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder (Inferior condition): Load factor for prestressing force ( cl.7.9.5, IRC -112:2011)

Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

=

0.90

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1500.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

2000.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

-18.01 -16.99 77.86 356.48 294.12 15.50

-98.34 -95.38 20.44 68.67 -17.92 -66.15

Top of girder max +ve max -ve 404.47 169.33 405.32 167.32 127.29 -86.47 130.23 -82.87 589.75 8.41 590.46 8.46 689.05 28.58 883.82 64.43 1082.61 239.78 887.84 203.93

Bottom max +ve max -ve 169.54 101.78 148.60 87.82 1641.84 948.76 1611.36 934.88 1155.38 852.87 1145.43 844.35 892.46 596.05 692.63 58.36 613.68 -20.59 813.51 517.10

441.17

121.41

1055.52

200.74

754.46

224.52

-157.88

1116.07

265.64

661.73

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req. R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe R/F Req Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

33.90

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

-21.74

-295.1

2208.0

-313.0

2160.0

Safe

Safe

Safe

Safe

Item

Unit

1

2

3

4

5

Chainage of Section from left support

m

1.500

3.000

7.313

10.969

14.625

Total Loss in Prestress

T

84.06

80.45

83.35

85.82

89.56

=

423.24

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -157.88 t/m2 0.082 m Top of girder = 273.93 t/m3 0.143 m Tensile Force = 6.49 t mm Ast Required = 270.58 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 37

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

12.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Design of Shear Connector Outer girder:

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

As per IRC 112 : 2011 Clause 10.3.4

Shear Force Super Imposed Dead Load

Live Load Effective width of transformed section Depth of Deck slab Depth of Girder Distance of C.G. of bottom fiber M.I. of the composite section Type of reinforcement Width of top flange of the girder

Thk. of deck slab Width of deck slab Interface width bi NA of composite section Force in deck slab Force in flange

Unit (KN) (KN) (m) (m) (m) (m) (m4) (mm) mm mm mm mm KN KN

β Transverse Shear force VEd Lever arm Z Interface shear stress VEdi (Mpa) (Rough surface) µ α (angle of reinf. To interface) fyd Perm. Stress in steel σn Co-existing normal stress No. of legs Dia of stirrup (mm) Spacing Provided (mm) As -Area of Reinf. Crossing joint Aj - Interface area of joint (mm2/m) As/Aj VRdi VEdi <= VRdi

Sec-1 400 630 3.00 0.225 2 1.3490 1.0807 Fe 500 1000

Distance of Section from Support Sec-2 Sec-3 Sec-4 Sec-5 275 160 65 35 610 480 365 245 3.00 3.00 3.00 3.00 0.225 0.225 0.225 0.225 2 2 2 2 1.4774 1.4774 1.4774 1.4774 0.8761 0.8761 0.8761 0.8761 Fe 500 Fe 500 Fe 500 Fe 500 1000 1000 1000 1000

225 3000 1000 876.00 10720.8

225 3000 1000 747.60 10720.8

225 3000 1000 747.60 10720.8

225 3000 1000 747.60 10720.8

225 3000 1000 747.60 10720.8

12744.35 4522.84 0.457 0.703

4522.84 0.703

4522.84 0.703

4522.84 0.703

1030

885

640

430

280

1802.6 0.26 0.70 90.00 435.00 0.00

1853.96 0.34

1853.96 0.24

1853.96 0.16

1853.96 0.11

4L-

0.70 90.00 435.00 0.00 4L-

0.70 90.00 435.00 0.00 4L-

0.70 90.00 435.00 0.00 4L-

0.70 90.00 435.00 0.00 4L-

12 mm @

12 mm @

12 mm @

12 mm @

12 mm @

150 150 200 200 3016 3016 2262 2262 mm2/m mm2/m 1000000 1000000 1000000 1000000 0.00302 0.00302 0.00226 0.00226 0.875 0.875 0.689 0.689 Mpa OK OK OK OK

200 2262 1000000 0.00226 0.689 OK

KN mm

Mpa Mpa Nos mm mm

VL = V Ae Y / I VL V Ae Y I

= = = = =

Longitudinal Shear per unit length Vertical Shear Area of transformed section on one side of interface Distance of centroid of the area under consideration from NA of composite section Moment of Inertia of the section

Qu = As * fu * 10-3 Qu As fu S.No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Ultimate Shear capacity = As * fu * 10-3 The c/s area of anchorage connector The ultimate tensile strength of steel

= = =

Description of Cal. for Sec-1 V = Ae = Y = I = VL = Legs = Dia = Spacing = As = fu = Qu =

400+630 0.225*3 2-1.349+0.1125 1.0807 1030*0.675*0.7635/1.0807 4 12 150 4*pi()*12^2/4*1000/150 500 3016*500 Status Ast Required Minimum reinforcement (i) 0.15 % of the contact area (ii) 130 mm2 Therefore min reinforcement Status

Unit KN m4 m m4 KN mm mm mm2 Mpa KN mm2 mm2 mm2 mm2

Distance of Section from Support Sec-1 Sec-2 Sec-3 Sec-4 Sec-5 1030.00 885.00 640.00 430.00 280.00 0.675 0.675 0.675 0.675 0.675 0.764 0.635 0.635 0.635 0.635 1.0807 0.8761 0.8761 0.8761 0.8761 491.2 433.0 313.2 210.4 137.0 4L4L4L4L4L12 mm @

12 mm @

12 mm @

12 mm @

12 mm @

150 3016 500 1508 OK 0

150 3016 500 1508 OK 0

200 2262 500 1131 OK 0

200 2262 500 1131 OK 0

200 2262 500 1131 OK 0

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

Page # 38

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section DOCUMENT NO. of NH-15

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

13.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Design of End Anchorage:

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

As per clause 17 of IRC: 18 - 2000

Size of Anchor Block C/C spacing of Cable Width of web bulb Ultimate Cable force Pk Max Force in one cable Max Force after friction and slip Grade of Concrete of Girder First Stage Prestressing after the casting of Girder Type of reinforcement

= = = = = = = = =

310 700 750 3490 2670 2416 45 4 Fe 500

mm mm mm KN KN KN Mpa days

700

750

13.1

Permissible Bearing Stress behind Anchorages: fcj

=

30.00 Mpa

= =

0.0961 m^2 0.49 m^2

fb from (i) fb from (ii)

= =

32516.13 KN/m^2 24000.00 KN/m^2

Hence fb

=

24000.00 KN/m^2

Max force in cable after friction and slip loss

=

fb developed

=

Smaller of (i) and (ii) (i) fb = 0.48 fcj sqrt (A2/A1) (ii) fb = 0.8 fcj A1 = A2 =

0.31*0.31 0.7*0.7

2416.49 KN 25146 KN/m^2

Hence Not OK Hence allowable stress behind anchorage has been suitably increased by providing hoop reinforcement. CEB-FIP model code has been used to calculate the increase in permissible bearing stress. According to the above code, increase in permissible stress ∆F = 1.3 * u/s * As * (fyd -(Ac1-Ac2)*fcd*(1-(8*Msdu)/(u/π * Nsdu)) Using

16 φ spirals with

320 mm

ID and

90 mm Spacing

Page # 39

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section DOCUMENT NO. of NH-15

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Where, u = perimeter of hoop = pi*(0.32 + 0.016) s = hoop spacing As = Cross sectional area of hoop reinforcement fyd = design strength of hoop = 0.87 * 500 AC1 = 320 * 320 AC2 = Area of concrete within hoop reinforcement = pi/4 * 0.32^2 fcd = 0.8 * fcj / 1.5 Msdu = Maximum moment in hoop reinforcement zone

= = =

∆F = 1.3*u/s *As*fyd -(Ac1-Ac2)fcd*(1-(8*Msdu)/(u/π * Nsdu))

=

Increase in permissible stress = ∆F / A1

=

10218.0 KN/m^2

Required permissible stress =

=

1145.6 KN/m^2

= = = = =

1.056 0.090 201 435 102400

m m mm^2 N/mm^2 mm2

80424.8 mm^2 16.00 N/mm^2 0.00 981.95 KN

Hence OK 13.2

Bursting Reinforcement:

2Yo = 700

310

= 2Ypo

2Ypo 2Yo

= =

= =

700 310

Ypo / Yo

=

=

0.4429

= =

0.1428571 498.62 KN

From Table 13.1 of IRC-112:2011 Fbst / Pk Fbst

= =

Allowable stress in steel = 0.87fy = Ast required = 498.62* 1000 / 435 Provide

Nos. Dia. legged

0.87*500

= =

435.0 N/mm^2 1146 mm^2

3 16 2

Provide 3 nos 2 legged T16 in the form of spiral as mentioned above Area of Steel provided

This reinforcement shall be provided in a zone 0.2 Yo = 2Yo = 700 mm Therefore revised spacing of the spiral shall be

=

1206 mm^2 OK 70 mm from face to

45 mm

Page # 40

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

14.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

SHEET

GMS

Provision of Untensioned Reinforcement in Beams

= = = =

Thickness of web Width of bottom bulb Area of cross section of the Girder alone at Mid Span Area of cross section of the Girder alone at Support

14.1

Minimum reinforcement in Vertical direction:

14.1.1

In Web 0.18% of Area = 0.18/100 * 290 * 1000

290 750 0.8626 1.5408

mm mm m^2 m^2

As per clause 15.2 of IRC: 18 - 2000

=

522 mm^2/m

Area of Reinforcement provided

=

785 mm^2/m OK

In bottom flange 0.18% of Area = 0.18/100 * 750 * 1000

=

1350 mm^2/m

=

1571 mm^2/m OK

Provide

14.1.2

2/10/2015

Provide

2 legged

4 legged

10 φ @

10 φ @

Area of Reinforcement provided

200 c/c

200 c/c

14.2

Minimum reinforcement in Longitudinal direction: As per clause 15.3 of IRC: 18 - 2000

14.2.1

Minimum reinforcement in Beam at Mid Span = 0.15/100 * 0.862625 * 1000 Provide

16 nos. 12 nos. Area of Reinforcement provided

14.2.2

12 φ along the periphery of the girder. 12 =

Minimum reinforcement in Beam at Support = 0.15/100 * 1.5408 * 1000 Provide

16 nos. 12 nos. Area of Reinforcement provided

=

=

12 φ along the periphery of the girder. 12 =

1294 mm^2/m

3167 mm^2/m OK

2311 mm^2/m

3167 mm^2/m OK

Page # 41

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

14.3

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Lifting Arrangement of Girder: The girders are proposed to be lifted by inserting the required number of bars near the support point. Reaction at each end of girder

=

=

370.98 KN

Force resisted by 32mm dia bar

=

=

164.88 KN

No of bars required

=

=

2.30 no

370.98 / 164.88

Provide 4 no's of 32 mm dia bars at each end. Shear Force resisted by 32mm dia bar

=

No of bars required

=

OR

370.98 / 140.75

Provide 4 no's of 32 mm dia bars at each end.

OR

Provide 2 no's of 32 mm dia U bars at each end. =

140.75 KN

=

2.70 no

Provide 2 no's of 32 mm dia U bars at each end.

Page # 42

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

15.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

2

3

4

5

m

1.500

3.000

7.313

10.969

14.625

m2 m m m4 m3 m3

1.5408 2.0000 1.0243 0.5336 0.5469 0.5209

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

m2 m m m4 m3 m3

2.1959 2.2250 1.3490 1.0807 1.2336 0.8011

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

No of Tendons of 19T15 Prestressing Force (P1) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

Nos. T m m

1.00 240.33 0.8759 0.1484 0.3776 0.9340

1.00 241.50 0.7695 0.2255 0.6042 1.7088

1.00 244.89 0.4636 0.5314 -0.1486 2.4542

1.00 247.76 0.2042 0.7908 -0.7869 3.0861

1.00 251.75 0.1200 0.8750 -0.9942 3.2913

Dead Load Moments - Ist stage

Tm

48.50

89.50

177.50

220.50

235.00

T/m2 T/m2

88.69 -93.11

220.26 -218.08

436.83 -432.50

542.65 -537.28

578.34 -572.61

Elastic Shortening loss (Eloss)

T

1.38

1.38

1.38

1.38

1.38

P1 - Eloss Stress due to P1 - Eloss

T

238.95

240.12

243.51

246.38

250.37

Top of Girder Bottom of Girder

T/m2 T/m2

90.22 223.17

145.07 410.32

-36.19 597.61

-193.87 760.34

-248.92 824.06

Top of Girder Bottom of Girder

T/m2 T/m2 T/m2 T/m2 m m T/m2 T

178.91 130.07 151.46 205.15 1.50 13.13 234.05 1.38

365.34 192.25 258.84 239.27 4.31

400.64 165.10 219.70 227.80 3.66

348.78 223.06 235.90 246.02 3.66

329.42 251.46 256.13 0.00 0.00

Details of Section property (Individual Beam Section)

Details of Section property (Composite Section) Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

15.4

GMS

1

Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

15.3

JP

SHEET

Unit

Distances of Sections from left support

15.2

2/10/2015

CHECKED

Summary of Stresses in Outer Girder due to frequent combination: Item

15.1

DESIGNED

Details of Stage I prestressing after 4 th day

Stress Due to dead load Top of Girder Bottom of Girder

Stress after Elastic Shortening loss

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon Check for loss due to elastic shortening 0.5 *234.05*1.00*0.0018772*1* (19500000/3100000)

Page # 43

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

15.5

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Losses From 4 to 21 day Creep loss due to GR I Tendons T -0.01 -0.01 1.94 1.94 Shrinkage loss due to GR I Tendons T =(0.000382041048085607-0.000337877609694026)*1.00*0.0018772*19500000*1.2 Relaxation loss due to GR I Tendons Relaxation factor = 1-10^(-1*(((21-4)*24/1000)^0.25)) 0.841 Relaxation loss due to GR I Tendons T 6.22 6.33 =0.841*(1-(0.7-(238.95/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2

-0.01 1.94

-0.01 1.94

-0.01 1.94

6.66

6.94

7.32

Total Loss

(C+S+R)

T

8.15

8.27

8.59

8.87

9.26

Top of Girder Bottom of Girder

T/m2 T/m2

-3.08 -7.62

-4.99 -14.13

1.28 -21.09

6.98 -27.38

9.20 -30.47

Stress before 2nd Stage Prestressing at 21 day Top of Girder Bottom of Girder

T/m2 T/m2

175.83 122.45

360.34 178.12

401.91 144.01

355.76 195.69

338.63 220.99

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI

T/m2 T/m2 m m T/m2

145.83 197.03 1.50 13.13 215.99

248.23 226.01 4.31

203.79 207.91 3.66

212.03 220.04 3.66

228.05 0.00 0.00

2.16 519.17 0.3640 0.660 -0.5584 1.9166

2.16 521.71 0.3315 0.664 -0.4737 2.7760

2.16 529.03 0.2380 0.757 -0.7037 3.0037

2.16 535.24 0.1588 0.836 -0.8987 3.1968

2.16 542.89 0.1331 0.862 -0.9620 3.2595

0.3776 0.9340 -0.5584 1.9166

0.6042 1.7088 -0.4737 2.7760

-0.1486 2.4542 -0.7037 3.0037

-0.7869 3.0861 -0.8987 3.1968

-0.9942 3.2913 -0.9620 3.2595

12.10 17.33

12.10 17.33

12.10 17.33

12.10 17.33

12.10 17.33

501.84

504.38

511.70

517.91

525.56

Stress Due to C+S+R

Creep loss (check) T -0.01 =(0-5.74951271393581E-07)*1.00*0.0018772*19500000*1.2*215.99/1000 15.7

Details of Stage II prestressing after 21th day No of Tendons of 19T15 Prestressing Force (P2) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

T m m

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom Elastic shortening loss due to Gr II Tendons Eloss in GR I Tendons Eloss in GR II Tendons P2 - Eloss Stress due to P2 - Eloss

T T T 2

Top of Girder Bottom of Girder

T/m T/m2

-280.25 961.85

-238.94 1400.19

-360.08 1537.01

-465.42 1655.62

-505.59 1713.05

Top of Girder Bottom of Girder

T/m2 T/m2

-4.57 -11.30

-7.31 -20.67

1.80 -29.68

9.52 -37.33

12.02 -39.81

Top of Girder Bottom of Girder

T/m2 T/m2

-108.99 1073.00

114.10 1557.64

43.63 1651.34

-100.14 1813.98

-154.94 1894.23

Stress at CG of GR Tendon I Stress at CG of GR Tendon II

T/m2 T/m2

555.37 857.89

1002.26 1318.38

1278.69 1459.99

1618.52 1661.98

1771.28 1757.88

Avg stress for each segment Segment length length Average Stress at CG of GR I Tendon Avg stress for each segment Segment length length Average Stress at CG of GR II Tendon

T/m2 m m T/m2 T/m2 m m T/m2

778.81 1.50 13.13 1339.43 1088.14 1.50 13.13 1491.99

1140.47 4.31

1448.61 3.66

1694.90 3.66

0.00 0.00

1389.19 4.31

1560.99 3.66

1709.93 3.66

0.00 0.00

Stress due to Eloss of Gr I

Stress after 2nd Stage Prestressing

Page # 44

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Increase in Average stress at cg of GR I Tendon Check for loss due to Elastic Shortening In Gr I due to GR II In GR II due to GR II

15.80

T/m

2

T T

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

1123.43 12.10 17.33

Losses from 21th to 28th day Creep Loss of GR II Tendons T 0.02 0.02 Shrinkage Loss of Gr. II Tendons T 1.25 1.25 =(0.000337877609694026-0.000324663036674289)*2.16*0.0018772*19500000*1.2 Relaxation Loss of Gr. II Tendons T 11.08 11.31

0.02 1.25

0.02 1.25

0.02 1.25

11.95

12.50

13.18

Creep Loss of Gr I Tendons T 0.01 0.01 Shrinkage loss of Gr I Tendons T 0.58 0.58 =(0.000337877609694026-0.000324663036674289)*1.00*0.0018772*19500000*1.2 Relaxation loss of Gr. I Tendons T 0.18 0.18

0.01 0.58

0.01 0.58

0.01 0.58

0.19

0.20

0.21

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

0.77 12.35 13.12

0.77 12.58 13.35

0.78 13.23 14.01

0.79 13.77 14.56

0.80 14.45 15.25

Top of Girder Bottom of Girder

T/m2 T/m2

6.61 -24.39

5.49 -36.23

9.42 -41.64

13.00 -46.46

14.70 -49.73

Top of Girder Bottom of Girder

T/m2 T/m2

-102.38 1048.61

119.59 1521.40

53.06 1609.70

-87.14 1767.52

-140.25 1844.50

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

544.55 839.14

982.08 1289.07

1248.89 1424.43

1578.13 1620.24

1725.41 1712.44

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

763.31 1.50 13.13 1307.65 1064.10 1.50 13.13 1455.67

1115.48 4.31

1413.51 3.66

1651.77 3.66

0.00 0.00

Stresses due to C+S+R

Stress before casting of Deck Slab

1356.75 4.31

1522.33 3.66

1666.34 3.66

0.00 0.00

Relaxation Factor GR II Cables =1-10^(-1*(((28-21)*24/1000)^0.25)) 0.771 Check for relaxation loss of GR II Cables =0.771*(1-(0.7-(501.84/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(5.74951271393581E-07-4.42505819593384E-07)*2.16*0.0018772*19500000*1.2*1455.673/1000 0.02 Relaxation Factor for GR I Cables =1-10^(-1*(((28-4)*24/1000)^0.25))-0.841 0.024 Relaxation Loss of GR I Cables =0.024*(1-(0.7-(238.95/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(5.74951271393581E-07-4.42505819593384E-07)*1.00*0.0018772*19500000*1.2*1307.651/1000 0.01 15.9

Casting of Deck Slab at 28th day Shuttering / Working Live Load Moments Stress due to shuttering load (for casting of Deck Slab) Top of Girder Bottom of Girder Dead Load Moments -IInd stage : Deck Slab Stress Due to dead load Top of Girder Bottom of Girder

Tm

22.21

42.26

86.36

108.02

115.24

T/m T/m2

40.62 -42.64

104.00 -102.97

212.54 -210.43

265.83 -263.20

283.60 -280.79

Tm

35.00

66.50

135.00

169.00

180.50

64.00 -67.19

163.66 -162.04

332.24 -328.94

415.91 -411.79

444.21 -439.81

2

2

T/m T/m2

Page # 45

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

Stress at CG of GR I Tendons Stress at CG of GR II Tendons Gain due to dead load of Deck Slab Stress due to Gain

CHECKED

JP

2/10/2015 SHEET

GMS

T/m2 T/m2

-9.74 -43.31

-36.73 -108.05

-175.69 -250.25

-327.27 -346.06

-386.77 -380.99

T

-1.11

-2.91

-7.71

-11.56

-13.02

2

Top of Girder Bottom of Girder

T/m T/m2

0.04 0.10

0.24 0.68

-0.28 4.64

-2.77 10.87

-4.14 13.71

Stress due to release of Shuttering / Working Live load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -13.38 27.73

-36.06 -25.21 71.26

-73.70 -51.52 145.63

-92.18 -64.44 182.15

-98.34 -68.74 194.32

Stress after release of shuttering load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -11.10 966.60

-36.06 362.28 1328.34

-73.70 546.03 1220.60

-92.18 527.40 1285.55

-98.34 514.68 1331.93

0.0719 1.0459 -0.3431 1.6849

0.0548 1.8526 -0.3190 2.5912

-0.2063 2.3684 -0.3987 2.7488

-0.4276 2.8058 -0.4663 2.8824

-0.4995 2.9478 -0.4883 2.9258

Creep Loss of Gr II Tendons T -0.01 -0.01 Shrinkage loss of Gr II Tendons T 2.63 2.63 =(0.000324663036674289-0.000296944931164533)*2.16*0.0018772*19500000*1.2 Relaxation loss of Gr. II Tendons T 1.71 0.25

-0.01 2.63

-0.01 2.63

-0.01 2.63

1.41

1.98

2.17

Creep Loss of Gr I Tendons T -0.01 -0.01 Shrinkage loss of Gr I Tendons T 1.22 1.22 =(0.000324663036674289-0.000296944931164533)*1.00*0.0018772*19500000*1.2 Relaxation loss of Gr. I Tendons T 1.76 0.35

-0.01 1.22

-0.01 1.22

-0.01 1.22

0.37

0.39

0.41

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom 15.10

DESIGNED

Losses from 28 to 56 day

T T T

2.97 4.32 7.29

1.56 2.86 1.56

1.58 4.03 1.58

1.59 4.60 1.59

1.62 4.79 1.62

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

1.27 0.09 -10.39

0.83 -0.30 -10.31

1.93 0.24 -14.81

2.82 0.75 -17.72

3.14 0.93 -18.77

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-16.74 -11.01 956.22

-35.23 361.98 1318.03

-71.76 546.27 1205.79

-89.35 528.15 1267.84

-95.19 515.61 1313.16

T/m2 T/m2

532.63 780.19 741.42 1.50 13.13 1068.85 969.88 1.50 13.13 1155.89

950.20 1159.57 1001.56 4.31

1052.92 1127.30 1122.61 3.66

1192.30 1209.10 1228.80 3.66

1265.30 1260.09 0.00 0.00

1143.43 4.31

1168.20 3.66

1234.59 3.66

0.00 0.00

Stresses due to C+S+R

Stress before SIDL at 56 day

Stress at CG of Tendon GR I Stress at CG of Tendon GR II Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2

T/m2

Page # 46

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Relaxation Factor for GR II Cables =1-10^(-1*(((56-21)*24/1000)^0.25))-0.771 0.119 Relaxation Loss of Gr. II Cables at mid span =0.119*(1-(0.7-(501.837/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of Gr II Cables =(4.42505819593384E-07-6.37455052754964E-07)*2.16*0.0018772*19500000*1.2*1155.89/1000 -0.01 Relaxation Factor for GR I Cables =1-10^(-1*(((56-4)*24/1000)^0.25))-0.841-0.024 0.047 Relaxation Loss of Gr. I Cables at mid span =0.047*(1-(0.7-(238.948/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of Gr I Cables =(4.42505819593384E-07-6.37455052754964E-07)*1.00*0.0018772*19500000*1.2*1068.85/1000 -0.01 15.11

SIDL applied at 56th day SIDL Moments Stress due to SIDL

Tm

30.00

62.00

130.00

161.00

171.50

2

T/m T/m2 T/m2

24.32 18.07 -37.45

52.91 36.98 -104.55

110.93 77.55 -219.22

137.39 96.04 -271.50

146.35 102.30 -289.20

T/m2 T/m2

-13.13 -27.34

-50.10 -81.09

-150.43 -183.90

-233.96 -242.31

-265.71 -263.15

T

-0.78

-2.42

-5.89

-8.15

-8.97

T/m2 T/m2

-0.30 1.35

-0.57 6.15

-3.25 16.81

-7.04 25.77

-8.73 29.34

Creep, Shrinkage & Relaxation losses from 56 day upto Creep loss of GR II Shrinkage loss of GR II =(0.000296944931164533)*2.16*0.0018772*19500000*1.2 Relaxation loss of GR II

infinity T 0.05 T 28.15

0.05 28.15

0.05 28.15

0.05 28.15

0.05 28.15

T

30.33

30.95

32.72

34.22

36.07

Creep loss of GR I Shrinkage loss of GR I =(0.000296944931164533)*1.00*0.0018772*19500000*1.2 Relaxation loss of GR I

T T

0.02 13.04

0.02 13.04

0.02 13.04

0.02 13.04

0.02 13.04

T

15.44

15.72

16.53

17.22

18.17

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

28.50 58.52 87.02

28.78 59.14 87.92

29.59 60.91 90.50

30.28 62.42 92.69

31.24 64.27 95.51

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2

18.03 3.22 -128.42

17.29 -5.35 -206.57

30.39 3.30 -237.52

42.05 11.02 -264.86

46.98 13.91 -280.12

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

25.31 9.98 791.70

34.39 393.05 1013.06

66.31 623.87 765.86

83.05 628.16 757.25

89.42 623.10 773.18

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

449.36 649.43

774.52 910.30

732.95 748.96

744.07 747.00

764.18 763.20

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

611.94 1.50 13.13 714.58 779.87 1.50 13.13 778.14

753.73 4.31

738.51 3.66

754.12 3.66

0.00 0.00

829.63 4.31

747.98 3.66

755.10 3.66

0.00 0.00

Top of Deck Slab Top of Girder Bottom of Girder Stress at CG of Gr I Tendons Stress at CG of Gr II Tendons Gain due to SIDL stress due to gain Top of Girder Bottom of Girder

Stress due to C+S+R

Stress during Service at infinity

Page # 47

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

GMS

Relaxation Factor for GR II = = 2 + ( 1- 0.771 - 0.119) Relaxation Loss of GR II Cables at mid span =2.110*(1-(0.7-(501.84/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(6.37455052754964E-07)*2.16*0.0018772*19500000*1.2*778.143/1000

2.110

0.05

Relaxation Factor for GR I = = 2+ (1- 0.841 - 0.024 - 0.047) Relaxation Loss of GR I Cables at mid span =2.09*(1-(0.7-(238.9/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(6.37455052754964E-07)*1.00*0.0018772*19500000*1.2*714.576/1000 15.12

2/10/2015 SHEET

2.088

0.02

CWLL from 56th day onwards Tm

Moment Due to Live Load (Sagging) Stresses due to Live Load (Sagging)

2

44.50

89.00

183.50

228.50

245.00

Top of Deck Slab Top of Girder Bottom of Girder

T/m T/m2 T/m2

36.07 26.81 -55.55

75.95 53.09 -150.08

156.59 109.46 -309.44

194.99 136.31 -385.32

209.07 146.15 -413.15

Stress at service with Live Load (Sagging) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

61.38 36.79 736.15

110.34 446.14 862.98

222.90 733.33 456.42

278.04 764.47 371.93

298.48 769.25 360.04

T m T/m2 T/m2 T/m2

191.57 0.7635 -86.60 175.35 -95.34

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

(with Live Load) 47.98 160.54 644.93 932.13 784.03 377.47

215.68 963.26 292.97

236.12 968.04 281.08

Stress due to Differential Shrinkage & Creep P e Top of Deck Slab Top of Girder Bottom of Girder

Stress at service with differential shrinkage and differential creep effect 2 Top of Deck Slab T/m -25.21 2 Top of Girder T/m 212.14 2 Bottom of Girder T/m 640.81

Stress at service with differential shrinkage and differential creep effect (without Live Load) 2 Top of Deck Slab T/m -61.29 -27.97 3.95 20.69 2 Top of Girder T/m 185.33 591.84 822.66 826.96 2 Bottom of Girder T/m 696.36 934.11 686.90 678.30 Check under Live Load (sag) with Temp Stress at Service with 100% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -25.21 47.98 160.54 215.68 2 Top of Girder T/m 212.14 644.93 932.13 963.26 2 T/m Bottom of Girder 640.81 784.03 377.47 292.97 Stress due to Temp (Rise) (Eigen stresses) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

216.71 -45.15 90.83

216.71 -45.15 90.83

Stress at Service with 100% Live Load (sag) + 60%Temp rise ( LL as leading load) 2 Top of Deck Slab T/m 114.11 178.01 290.57 2 Top of Girder T/m 194.09 617.84 905.04 2 Bottom of Girder T/m 702.05 838.52 431.96

345.70 936.17 347.47

366.15 940.95 335.58

Stress due to Temp (Fall) (Eigen Stresses) Top of Deck Slab Top of Girder Bottom of Girder

-115.99 55.76 -1.90

-115.99 55.76 -1.90

-115.99 55.76 -1.90

(LL as leading load) -101.95 -21.61 90.95 238.00 678.39 965.58 626.60 782.88 376.33

146.09 996.72 291.83

166.53 1001.50 279.94

Stress at Service with 100% Live Load (sag) + 60%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

-127.90 43.11 -23.69

216.71 -45.15 90.83

236.12 968.04 281.08

216.71 -45.15 90.83

T/m2 T/m2 T/m2

232.21 -30.08 102.07

27.05 821.89 694.23

-115.99 55.76 -1.90

Page # 48

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

Stress at Service with 75% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -34.23 28.99 2 Top of Girder T/m 205.44 631.66 2 Bottom of Girder T/m 654.70 821.55

2/10/2015 SHEET

GMS

121.39 904.76 454.83

166.93 929.19 389.30

183.86 931.50 384.37

Stress at Service with 75% Live Load (sag) + 100%Temp rise ( TL as leading load) 2 Top of Deck Slab T/m 197.98 245.71 338.11 2 Top of Girder T/m 175.36 586.51 859.61 2 Bottom of Girder T/m 756.77 912.37 545.65

383.64 884.04 480.13

400.57 886.35 475.20

Stress at Service with 75% Live Load (sag) + 100%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

50.94 984.95 387.40

67.87 987.26 382.47

(TL as leading load) -162.13 -86.99 5.41 248.55 687.42 960.52 631.01 819.64 452.92

Page # 49

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

16.0

16.1

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder due to frequent combination: Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1440.0 -250.1

0.36 fcj No Tension

1620.0 0.0

15% over service stage 2/3 modulus of ruture

1620.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

1920.0 -302.9

0.36 fcj No Tension

1440.0 0.0

15% over service stage 2/3 modulus of ruture

1440.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 400.64 178.91 401.91 175.83 114.10 -154.94 119.59 -140.25 546.03 -11.10 546.27 -11.01 628.16 9.98 769.25 36.79 968.04 212.14 826.96 185.33

Bottom max +ve max -ve 251.46 130.07 220.99 122.45 1894.23 1073.00 1844.50 1048.61 1331.93 966.60 1318.03 956.22 1013.06 757.25 862.98 360.04 784.03 281.08 934.11 678.30

-18.01 -16.74 89.42 298.48 236.12 27.05

-98.34 -95.19 25.31 61.38 -25.21 -61.29

400.57

114.11

940.95

175.36

912.37

166.53

-162.13

1001.50

238.00

819.64

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1440.0 1440.0 2160.0 2160.0 2160.0 2160.0 1620.0 1620.0 1620.0 1620.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req. R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1440.0 1440.0 1440.0 1440.0

335.58

-295.1

1440.0

-313.0

1620.0

Safe

Safe

Safe

Safe

279.94

-295.1

1440.0

-313.0

1620.0

Safe

Safe

Safe

Safe

Item

Unit

1

2

3

4

5

Chainage of Section from left support

m

1.500

3.000

7.313

10.969

14.625

Total Loss in Prestress

T

115.59

111.10

114.68

117.72

121.63

=

580.72

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -162.13 t/m2 0.089 m Top of girder = 248.55 t/m3 0.136 m Tensile Force = 7.20 t mm Ast Required = 300.03 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

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DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

17.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Check for crack width in Outer Girder:

17.1 Crack width check Bottom girder: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Sec-1 1.500 m 0.00 12 150

Sec-2 3.000 m 0.00 12 150

Sec-3 7.313 m 0.00 12 150

Sec-4 10.969 m 0.00 12 150

Sec-5 14.625 m 0.00 12 150

280

280

280

280

280

Table-12.2 of IRC:112-2011

280

280

280

280

280

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

Sec-1 1.500 m 11.10 12 150

Sec-2 3.000 m 0.00 12 150

Sec-3 7.313 m 0.00 12 150

Sec-4 10.969 m 0.00 12 150

Sec-5 14.625 m 0.00 12 150

280

280

280

280

280

Table-12.2 of IRC:112-2011

280

280

280

280

280

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

17.2 Crack width check Top of girder: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Page # 51

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

17.3 Crack width check Top of slab: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Sec-1 1.500 m 162.13 10 200

Sec-2 3.000 m 86.99 10 200

Sec-3 7.313 m 86.99 10 200

Sec-4 10.969 m 92.18 10 200

Sec-5 14.625 m 98.34 10 200

320

320

320

320

320

Table-12.2 of IRC:112-2011

240

240

240

240

240

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

Page # 52

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

18.0

DESIGNED

CHECKED

JP

GMS

SHEET

Defection Check

Please note that the value of defection is taken from stadd file:

( cl. 12.4, IRC 112-2011)

Max defection Due to Self wt & Deck slab wt = 38.802 mm Girder only condition SIDL-3 lane = 7.143 mm FPLL = 0.000 mm LL-3 lane = 12.78 mm Prestress = -31.20 mm Girder only condition Self wt & Deck slab wt +SIDL-3 lane+LL-3 lane+Prestress =

27.526 mm

Total deflection

=

27.526 mm

Permissible deflection

=

20.000 mm

=

12.780 mm

= =

29.25 mm 36.56 mm

CHECK

Deflection check for live load : LL-3 lane Permissible deflection

Hence OK (Span/1000 for LL-2lane) (Span/800 for LL-3lane)

de the Precamber of 38.802 mm at the center see the details in the respective drawing. 18.1

Deflection Calculation for prestressing force Deflection

=

-P.e / 6 EI

x ( 2 l12 + 6 l1 l2 + 3 l22)

Effective Prestressing Force Eccentricity CG of Girder only from bottom CG of Cable from bottom

P e y yc

= = = =

7748.54 0.6735 0.9950 0.3215

KN m m

Length of the beam

l1

=

12875.0

m

l2

=

2000.0

m

E I

= =

Modulus of Elasticity Moment of Inertia

Deflection

=

(Trapezoidal tandons)

(After friction & slip loss)

m

34000.00 Mpa 4 0.4084 m -31.20

mm

Page 53

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

1.0

1.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN

CHECKED

2/10/2015 SHEET

GMS

Section Properties of Inner Longitudinal Members after 28days of Casting of Deck Slab: C/C Expansion Joint Distance between C/L of Brg. and C/L of Exp. Joint C/C spacing of Bearing Skew Angle No of longitudinal girders C/C spacing of Longitudinal Girder

= = = = = =

30.650 0.700 29.250 0.0 4 3.00

No of Intermediate Cross girders C/C spacing of Cross Girder

= =

1 14.625 m

Thickenss of End Cross girder Thickenss of Intermediate Cross girder

= =

0.450 m 0.000 m

Projection of girder beyond cl of brg Projection of girder beyond end cross girder

= =

0.400 m 0.175 m

Deck Width Cantilever length Depth of L-Girder Thickness of section between polystyryn block above top flange Thickness of Deck slab Thickness of Deck slab at Exp. Joint

= = = = =

12.000 1.500 2.000 0.000 0.225 0.375

Grade of Concrete of Deck Slab Grade of Concrete of Girder Time after casting of Deck Slab Grade of Untensioned Steel

= = = =

40 Mpa 45 Mpa 28 days Fe 500

m m m deg m

m m m m m m

Inner L - Girder at the Span 3.000 m

Effective Width of beams Beff = bw + beff1 + beff2

1.000 m

beff1 = 0.2b1+0.1 l0 beff2 = 0.2b2+0.1 l0

0.225 0.150

beff C/C Spacing of L-girder dist to edge of cant.

0.225

2.000

l0 = 0.7 x L0 = L0 =

29.25

20.48

m

m

( Fig-7.1 & Eq-7.1, IRC-112-2011) = = =

3.000 m 3.000 m 1.500 m

[Cl. 305.15.2 IRC 21]

0.290

fcj E of Deck Slab E of Girder

Y 0.150 0.250

= = =

40.00 MPa 33000.00 MPa 34000.00 MPa

Io

Io + Ay2

0.750

Io

SL.No. Deck Slab Section between polystryn block Rctangular Top Flange Triangular Top Flange Web+Top & Bott. Rect. Bulb Triangular Bottom Bulb Rectangular Bottom Bulb Composite Section Σ Girder Only Σ

Ix

A

y

Ay

Ay2

0.65515 0.00000 0.15000 0.02663 0.46400 0.03450 0.18750 1.51777 0.86263 ΣA

2.11250 2.00000 1.92500 1.82500 1.05000 0.30000 0.12500

1.38400 0.00000 0.28875 0.04859 0.48720 0.01035 0.02344 2.24233 0.85833 Σ Ay

2.92370 0.00000 0.55584 0.08868 0.51156 0.00311 0.00293 4.0858 1.1621 2 Σ Ay

Section Properties of Composite Section: = Area Dist. of cg from bottom fibre = = M.I of inner girder = Torsioanl M.I of inner girder

ΣA Yb =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

Ix

0.002764 2.92646 0.00495 0.000000 0.00000 0.000281 0.55613 0.00225 0.000008 0.08869 0.098987 0.61055 0.01018 0.000043 0.00315 0.00816 0.000977 0.00391 0.1031 4.18887 0.02555 0.100 1.26241 0.02060 2 Σ Ix Σ (Io+Ay ) Σ Io

= = = =

1.5178 1.4774 0.8761 0.0255

b

deq

3.00

0.225

1.000 m

0.198

0.29

1.45

0.750

0.354

m2 m m4 m4

Page # 54

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

1.2

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN Section Properties of Girder: Area Dist. of cg from bottom fibre M.I of inner girder Torsioanl M.I of inner girder Inner L - Girder at the Support

= = = =

CHECKED

GMS

= = = =

ΣA Yb =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

2/10/2015 SHEET

0.8626 0.9950 0.4084 0.0206

m2 m m4 m4

11 20 21 30 31 40 41 50

_ENDLGSU 11 20 21 30 31 40 41 50 3.000 m 1.000 m 0.225 0.176

0.150

beff C/C Spacing of L-girder

= =

3.000 m 3.000 m

= = =

40.0 MPa 33000 MPa 34000 MPa

2.000

fcj E of Deck Slab E of Girder

Y

0.750

Io

SL.No. Deck Slab Section between polystryn block Rctangular Top Flange Triangular Top Flange Web+Top Rectangle Flange Composite Section Σ Girder Only Σ

Ix

A

y

Ay

Ay2

0.65515 0.00000 0.15000 0.00330 1.38750 2.19595 1.54080 ΣA

2.11250 2.00000 1.92500 1.84120 0.92500

1.38400 0.00000 0.28875 0.00608 1.28344 2.96226 1.57826 Σ Ay

2.92370 0.00000 0.55584 0.01119 1.18718 4.6779 1.7542 Σ Ay2

Io

Io + Ay2

Ix

0.002764 2.92646 0.00495 0.000000 0.00000 0.000281 0.55613 0.00151 0.000000 0.01119 0.395727 1.58291 0.19787 0.399 5.07668 0.20433 0.396 2.15022 0.19938 2 Σ Ix Σ Io Σ (Io+Ay )

Section Properties of Composite Section: = Area Dist. of cg from bottom fibre = = M.I of inner girder = Torsioanl M.I of inner girder

ΣA Y =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

= = = =

2.1959 1.3490 1.0807 0.2043

m2 m m4 m4

Section Properties of Girder: Area Dist. of cg from bottom fibre M.I of inner girder Torsioanl M.I of inner girder

= = = =

ΣA Y =Σ(A.y) / ΣA Iz = Σ(Io+A.y2)-ΣA.Y2 Ix

= = = =

1.5408 1.0243 0.5336 0.19938

m2 m m4 m4

= =

0.5 * 3 * b^3 * d^3 / (10 (b^2 + d^2) 3 * b^3 * d^3 / (10 (b^2 + d^2)

Note: Ix

b 3.00

d 0.23

1.000

0.173

0.75

1.83

For Deck Slab For Other members

Page # 55

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

3.0

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Calculations of Dead Load BM & SF for Inner Girder: C/C spacing of Bearing C/C spacing of Longitudinal Girder Length of cantilever portion Area of Girder at the Span Area of Girder at the Support Depth of L-Girder Flange width of L-Girder Bulb width of L-Girder Bulb thickness of L-Girder Haunch thickness on top of bulb Thickness of End X-Girder Thick. of Intermediate X-Girder Thickness of Deck slab Thick. of Deck slab at Exp. Jt. Desity of Concrete

= = = = = = = = = = = = = = =

= = = = = = = = = = = = = =

3.1

Dead Load Calculation:

3.1.1

Self Weight of Precast Girder (DL Stage -1)

3.1.1.1 Self weight of beam

=

0.8626 * 25

29.250 3.000 1.500 0.8626 1.5408 2.000 1.000 0.750 0.250 0.150 0.450 0.000 0.225 0.375 25

m m m m2 m2 m m m m m m m m m KN/m3

=

21.57 KN/m

=

16.95 KN/m

3.1.1.2 Web thickening at ends C/L of Exp. Jt. C/L of Brg.

0.3000

0.4000

1.500 m

1.500 m

Extra widening at the Supprot 3.1.1.3

3.1.2

3.1.3

Wt due to extra widening (uni)

=

(1.5408 - 0.8626)*25

Wt due to extra widening (vary)

=

=

17 to 0 KN/m

Add wt of concrete above top flange between polystyryn blocks

=

=

0.00 KN/m

Weight of Cross girder to be cast with L-Girder Intermediate Cross Girder

=

(1*2-0.8626-(1-0.75)*0.4)*0*25

=

0.00 KN

End Cross Girder

=

(1*2-1.5408-(1-0.75)*0.4)*0.45*25

=

4.04 KN

DL of Deck Slab & X - Girder (DL Stage - 2) Weight of Deck Slab

=

(1.5+1.5)*0.225*25

=

16.88 KN/m

Weight of Inner X-Girder

=

(3-1)*(2-0.4)*0*25

=

0.00 KN/m

Weight of End X-Girder

=

(3-1)*(2-0.4)*0.45*25

=

36.00 KN/m

Page # 56

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

3.2

Calculations of Bending Moment and Shear Force:

3.2.1

DL Stage 1 Loading 4.04 KN

0.0 KN 7.313 m

7.313 m

16.95 KN/m

R1

1.500 m

3.2.2

CHECKED

JP

0.0 KN

4.04 KN 7.313 m

16.95 KN/m

1.50 m

Sec-1 1.500 m 483.9 295.8

R1 =

Sec-2 3.000 m 890.6 250.7

2/10/2015 SHEET

GMS

R2 29.250 m

Support Reaction

BM (KNm) SF (KN)

DESIGNED

21.57 KN/m

0.400 m

Item

0.0 KN 7.313 m

DATE

NHAI/MC/SSEP/NH-15/DOC/001

0.400 m

372.99 KN

Sec-3 7.313 m 1771.2 157.7

Sec-4 10.969 m 2203.6 78.8

Sec-5 14.625 m 2347.8 0.0

0.0 KN 7.313 m

0.0 KN

7.313 m

DL Stage 2 Loading 36.00 KN

0.0 KN 7.313 m

36.00 KN 7.313 m

16.88 KN/m

R1

R2

0.700 m

29.250 m

Support Reaction

Item BM (KNm) SF (KN)

Sec-1 1.500 m 347.1 221.5

R1 =

Sec-2 3.000 m 660.3 196.2

0.700 m

294.6 KN

Sec-3 7.313 m 1349.4 123.4

Sec-4 10.969 m 1687.8 61.7

Sec-5 14.625 m 1800.6 0.0

Page # 57

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

3.3

3.3.1

3.3.2

3.3.3

3.3.4

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

SIDL Loads: Effective Span = Distance between C/L of Brg. To C/L of Exp. Jt.

= =

29.25 m 0.70 m

Width of Footpath / Footway Unit weight of RCC Unit weight of PCC

= = =

= = =

0.00 m 25.00 KN/m^3 25.00 KNm^3

Width of Footpath Avg. Height of raised Footpath

= =

= =

0.750 m 0.225 m

Weight of Footpath

=

Weight of Footpath:

0.75 x 0.225 x 25

=

3.97 KN/m

Weight of RCC Kerb: Width of Kerb Height of Kerb

= =

Weight of Kerb Wt of RCC railing / m

= =

0 x 0.25 x 25 = 0.00 KN/m ((0.175 x 0.2 x 2 x 2) + ( 0.25 x 0.275 x 0.86)) x 24 / 2 = 0.000 KN/m

Weight of Kerb + Railing

=

0+0

= =

Volume of C/Barrier

=

Weight of RCC Crash barrier Wt of pipe on c/barrier / m

= =

(0.5*0.05*1.01)+(0.175*1.01)+(0.5*0.05*0.5) (0.05*0.4)+(0.5*0.225*0.25)+(0.225*0.165) = 0.352 x 25 = =

0.352 m^3 8.8 KN/m 0.200 KN/m

Weight of RCC Crash barrier+Pipe

=

8.8 + 0.2

9.900 KN/m

=

P' - (40 x L - 300) / 9 when 7.5 rel="nofollow"> L <= 30.0m (P' - 260 + (4800 / L) x (16.5 - W) / 15 when L > 30.0m 500.00 kg/m^2 = 403.40 kg/m^2 = 4.034 KN/m^2

=

0.000 m 0.250 m

0.000 KN/m

Weight of RCC Crash barrier

=

Footpath Live Load: As per IRC: 6-2000, Clause 209.4(b) Intensity of FPLL P P' P

Footpath Live Load 3.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

=

= =

4.034 x 0.75

=

3.10 KN/m

Addition Shutterng load considered is 1.8 KN/m2 Addition construction stage load considered is 1.8 KN/m2 = 3.6x 1.0 x 2.85 = 10.80 KN/m

Calculation of BM & SF for Shuttering Load Shuttering and Working Live Load

10.80

R1 0.700 m

BM (KNm) SF (KN)

R2 0.700 m

29.250 m

Support Reaction Item

KN/m

Sec-1 1.50 m 222.1 141.8

R1 = Sec-2 3.00 m 422.6 125.6

165.5 KN Sec-3 7.31 m 863.6 79.0

Sec-4 10.97 m 1080.2 39.5

Sec-5 14.63 m 1152.4 0.0

Page # 58

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Inner Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

Sec-1 1.500 m 655 473 245

Sec-2 3.000 m 1208 898 370

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(ULS COMBINATION) Sec-3 7.313 m 2396 1823 730

Sec-4 10.969 m 2977 2282 905

Sec-5 14.625 m 3173 2437 960

ULS FACTOR 1.35 1.35 girders and hence neglected.

1015

1850

3300

4020

4295

1015

1850

3300

4020

4295

Sec-1 1.500 m 405 304 175

Sec-2 3.000 m 344 270 140

Sec-3 7.313 m 216 169 85

Sec-4 10.969 m 108 88 40

Sec-5 14.625 m 0 0 5

790

665

525

460

375

790

665

525

460

375

Summary of Shear Force in Inner Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

ULS FACTOR 1.35 1.35

The moments in both the outer girders are calculated and the critical inner girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 59

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Inner Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

Sec-1 1.500 m 485 350 170

Sec-2 3.000 m 895 665 270

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(RARE COMBINATION) Sec-3 7.313 m 1775 1350 535

Sec-4 10.969 m 2205 1690 665

Sec-5 14.625 m 2350 1805 705

SLS RARE FACTOR 1.00 1.00 girders and hence neglected.

675

1235

2200

2680

2865

675

1235

2200

2680

2865

Sec-1 1.500 m 300 225 125

Sec-2 3.000 m 255 200 95

Sec-3 7.313 m 160 125 60

Sec-4 10.969 m 80 65 30

Sec-5 14.625 m 0 0 5

525

445

350

310

250

525

445

350

310

250

Summary of Shear Force in Inner Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

SLS RARE FACTOR 1.00 1.00

The moments in both the outer girders are calculated and the critical inner girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 60

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

4.1

SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL

CWLL+FPLL (Max Envolope)

4.2

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Summary of Bending Moment in Inner Girder(KNm)

70R (W) 70R (W) + 1LCA 1L Class A 2L Class A 3L Class A Maximum

Sec-1 1.500 m 485 350 170

Sec-2 3.000 m 895 665 270

DATE

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

(FREQUENT COMBINATION) Sec-3 7.313 m 1775 1350 535

Sec-4 10.969 m 2205 1690 665

Sec-5 14.625 m 2350 1805 705

SLS FC FACTOR 1.00 1.00 girders and hence neglected.

510

925

1650

2010

2150

510

925

1650

2010

2150

Sec-1 1.500 m 300 225 125

Sec-2 3.000 m 255 200 95

Sec-3 7.313 m 160 125 60

Sec-4 10.969 m 80 65 30

Sec-5 14.625 m 0 0 5

395

335

265

230

190

395

335

265

230

190

Summary of Shear Force in Inner Girder (KN) SECTIONS LOADINGS 1st Stage DL 2nd Stage DL SIDL + FPDL 70R (W) 70R (W) + 1LCA CWLL+FPLL 1L Class A (Max Envolope) 2L Class A 3L Class A Maximum *

SLS FC FACTOR 1.00 1.00

The moments in both the outer girders are calculated and the critical inner girder is checked for the stresses.The moments are rounded to the nearest 5.

Page # 61

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

Calculations fo Friction and Slip Losses in Inner Girder:

5.1

Basic Prestressing Data Type of Cables & Sheathing Nominal Diameter Nominal Area Tensile Strength Minimum Breaking Load Young's Modulus of Elasticity Jacking Force at Transfer (% of Breaking Load) Slip at Jacking end (assumed) Coefficient of Friction for Galvanized Sheathing Wobble Friction Coefficient for Galvanized Sheathing Relaxation of prestressing steel at 70% uts Relaxation of prestressing steel at 50% uts Age of concrete for 1st Stage prestressing Age of concrete for 2nd Stage prestressing Dia of Prestressing Duct Concrete Grade of Girder Concrete Grade for Deck Slab

D A Fu Pn Eps Pj s µ k Re1 Re2 td1 td2 qd Fcu1 Fcu2

Load factor for prestressing force Details of Prestressing Cables

2/10/2015

CHECKED

JP

5.0

5.2

DATE

SHEET

GMS

= = = = = = = = = = = = = = = = = =

19T13 12.7 98.7 1860.0 183.7 195 76.5 6 0.20 0.003 2.5 0 4 21 90 45 40 1.00

Galvanized mm sq.mm MPa KN Gpa % (Refer cl.7.9.2, IRC-112:2011) mm per radian (Refer Table 7.1, per metre IRC-112:2011) % (Refer Table 6.2, IRC-112:2011) % days days mm MPa MPa

Angle θ 1 2

E1 : Rise in cable at the Jacking end E2 : Rise in cable at the end of curved portion C.L of Symmetry

E3 : Effective Cover to Cable

L3 : Curved in Plan 3

L1 : Straight Portion

L2 : Curved in Elevation

Jacking End

5

4

Soffit Level

L4 : Straight in Plan

Elevation of Cable Angle γ Angle α

P2

Plan Deviation, P1 L5

L6

Half length of the cable :

Plan of Cable 14.875 m

Cable No.

Strands per cable

Stage of Prestressing

L1

L2

L3

L4

P1

P2

L5

6 5 1 2 3 4

0 0 3 19 19 19

2 2 2 1 2 2

10.875 10.375 11.875 11.875 11.875 11.875

1.000 1.500 1.000 1.000 1.000 1.000

0.000 0.000 0.000 0.000 0.000 0.000

3.000 3.000 2.000 2.000 2.000 2.000

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

Cable No.

Strands per cable

E2

Angle θ (degrees)

Angle α (degrees)

E3 (Effective cover to cable)

Angle γ (degrees)

L6

6 5 1 2 3 4

0 0 3 19 19 19

0.0448 0.0876 0.0566 0.0356 0.0073 0.0073

5.1240 6.6650 6.4545 4.0675 0.8333 0.8333

0.000 0.000 0.000 0.000 0.000 0.000

0.680 0.500 0.300 0.120 0.120 0.120

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000

Stage of E1 Prestressing (Rise in cable at the jacking end) 2 2 2 1 2 2

1.020 1.300 1.400 0.880 0.180 0.180

Page # 62

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

5.2.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN

CHECKED

2/10/2015 SHEET

GMS

y' Coordinates at distance 'x' from centre of cable (mid span) in mm in Inner Girder:

5.2.1.1 Salient points of cables: Cable No. 6 5 1 2 3 4

x y x y x y x y x y x y

0 680 0 500 0 300 0 120 0 120 0 120

Cable Ordinates 3000 4500 680 725 3000 4500 500 588 3000 4500 300 357 3000 4500 120 156 3000 4500 120 127 3000 4500 120 127

14875 1700 14875 1800 14875 1700 14875 1000 14875 300 14875 300

5.2.1.2 Coordinates ('x' & 'y') of cables at different locations: Cable No. x

6

5

1

2

x1 x2 y1 y2 y x1 x2 y1 y2 y x1 x2 y1 y2 y x1 x2 y1 y2 y

0 0 0 680 680 680 0 0 500 500 500 0 0 300 300 300 0 0 120 120 120

625 0 3000 680 680 680 0 3000 500 500 500 0 3000 300 300 300 0 3000 120 120 120

1625 0 3000 680 680 680 0 3000 500 500 500 0 3000 300 300 300 0 3000 120 120 120

2625 0 3000 680 680 680 0 3000 500 500 500 0 3000 300 300 300 0 3000 120 120 120

3625 3000 4500 680 725 699 3000 4500 500 588 537 3000 4500 300 357 324 3000 4500 120 156 135

4625 4500 14875 725 1700 737 4500 14875 588 1800 602 4500 14875 357 1700 373 4500 14875 156 1000 166

5625 4500 14875 725 1700 831 4500 14875 588 1800 719 4500 14875 357 1700 502 4500 14875 156 1000 247

6625 4500 14875 725 1700 925 4500 14875 588 1800 836 4500 14875 357 1700 632 4500 14875 156 1000 329

7625 4500 14875 725 1700 1019 4500 14875 588 1800 953 4500 14875 357 1700 761 4500 14875 156 1000 410

8625 4500 14875 725 1700 1113 4500 14875 588 1800 1070 4500 14875 357 1700 891 4500 14875 156 1000 491

9625 4500 14875 725 1700 1207 4500 14875 588 1800 1187 4500 14875 357 1700 1020 4500 14875 156 1000 573

10625 4500 14875 725 1700 1301 4500 14875 588 1800 1303 4500 14875 357 1700 1150 4500 14875 156 1000 654

11625 4500 14875 725 1700 1395 4500 14875 588 1800 1420 4500 14875 357 1700 1279 4500 14875 156 1000 735

12625 4500 14875 725 1700 1489 4500 14875 588 1800 1537 4500 14875 357 1700 1409 4500 14875 156 1000 817

13625 4500 14875 725 1700 1583 4500 14875 588 1800 1654 4500 14875 357 1700 1538 4500 14875 156 1000 898

14625 4500 14875 725 1700 1677 4500 14875 588 1800 1771 4500 14875 357 1700 1668 4500 14875 156 1000 980

14875 14875 14875 1700 1700 1700 14875 14875 1800 1800 1800 14875 14875 1700 1700 1700 14875 14875 1000 1000 1000

Page # 63

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

3

4

5.2.3

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR DESIGNED JP 30.650M SPAN x1 x2 y1 y2 y x1 x2 y1 y2 y

0 0 120 120 120 0 0 120 120 120

0 3000 120 120 120 0 3000 120 120 120

0 3000 120 120 120 0 3000 120 120 120

0 3000 120 120 120 0 3000 120 120 120

DATE

3000 4500 120 127 123 3000 4500 120 127 123

CHECKED

2/10/2015 SHEET

GMS 4500 14875 127 300 129 4500 14875 127 300 129

4500 14875 127 300 146 4500 14875 127 300 146

4500 14875 127 300 163 4500 14875 127 300 163

4500 14875 127 300 179 4500 14875 127 300 179

4500 14875 127 300 196 4500 14875 127 300 196

4500 14875 127 300 213 4500 14875 127 300 213

4500 14875 127 300 229 4500 14875 127 300 229

4500 14875 127 300 246 4500 14875 127 300 246

4500 14875 127 300 263 4500 14875 127 300 263

4500 14875 127 300 279 4500 14875 127 300 279

4500 14875 127 300 296 4500 14875 127 300 296

14875 14875 300 300 300 14875 14875 300 300 300

4625 737 0 602 0 373 0 166 0 129 0 129 0

5625 831 0 719 0 502 0 247 0 146 0 146 0

6625 925 0 836 0 632 0 329 0 163 0 163 0

7625 1019 0 953 0 761 0 410 0 179 0 179 0

8625 1113 0 1070 0 891 0 491 0 196 0 196 0

9625 1207 0 1187 0 1020 0 573 0 213 0 213 0

10625 1301 0 1303 0 1150 0 654 0 229 0 229 0

11625 1395 0 1420 0 1279 0 735 0 246 0 246 0

12625 1489 0 1537 0 1409 0 817 0 263 0 263 0

13625 1583 0 1654 0 1538 0 898 0 279 0 279 0

14625 1677 0 1771 0 1668 0 980 0 296 0 296 0

14875 1700 0 1800 0 1700 0 1000 0 300 0 300 0

Y and Z Coordinates at distance 'x' from centre of cable in mm: Cable No. x 6 5 1 2 3 4

y z y z y z y z y z y z

0 680 0 500 0 300 0 120 0 120 0 120 0

625 680 0 500 0 300 0 120 0 120 0 120 0

1625 680 0 500 0 300 0 120 0 120 0 120 0

2625 680 0 500 0 300 0 120 0 120 0 120 0

3625 699 0 537 0 324 0 135 0 123 0 123 0

Page # 64

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

5.3

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Force in Cables at nodal points after Friction & Slip Losses in Inner Girder:

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

6

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

5

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

1

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

2

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

3

Component (*)

Cable No.

Σx (m) Σθ (rad) Z= ( exp )-(µΣθ+kΣx) Px = Po * Z (KN) Px1

4

1 0.000 0.00000 1.00000 0.00 0.00

Nodal Points of the Cable 2 3 4 10.919 11.920 11.920 0.00000 0.08943 0.08943 0.96777 0.94777 0.94777 0.00 0.00 0.00 0.00 0.00 0.00

5 14.920 0.08943 0.93928 0.00 0.00

1 0.000 0.00000 1.00000 0.00 0.00

Nodal Points of the Cable 2 3 4 10.446 11.948 11.948 0.00000 0.11633 0.11633 0.96915 0.94260 0.94260 0.00 0.00 0.00 0.00 0.00 0.00

5 14.948 0.11633 0.93416 0.00 0.00

1 0.000 0.00000 1.00000 421.59 378.14

Nodal Points of the Cable 2 3 4 11.951 12.952 12.952 0.00000 0.11265 0.11265 0.96478 0.94046 0.94046 406.74 396.49 396.49 392.99 396.49 396.49

5 14.952 0.11265 0.93483 394.12 394.12

1 0.000 0.00000 1.00000 2670.08 2395.72

Nodal Points of the Cable 2 3 4 11.905 12.906 12.906 0.00000 0.07099 0.07099 0.96492 0.94846 0.94846 2576.40 2532.46 2532.46 2489.40 2532.46 2532.46

5 14.906 0.07099 0.94279 2517.32 2517.32

1 0.000 0.00000 1.00000 2670.08 2403.12

Nodal Points of the Cable 2 3 4 11.876 12.876 12.876 0.00000 0.01454 0.01454 0.96500 0.95931 0.95931 2576.62 2561.44 2561.44 2496.58 2511.76 2511.76

5 14.876 0.01454 0.95357 2546.12 2527.08

1 0.000 0.00000 1.00000 2670.08 2384.09

Nodal Points of the Cable 2 3 4 11.876 12.876 12.876 0.00000 0.01454 0.01454 0.96500 0.95931 0.95931 2576.62 2561.44 2561.44 2477.54 2492.72 2492.72

5 14.876 0.01454 0.95357 2546.12 2508.05

0.06

Page # 65

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

5.4

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

CHECKED

DESIGNED

JP

2/10/2015 SHEET

GMS

Force in Cable at chosen sections after Friction & Slip Losses

6

Lx1 x Pf Ps

Support Section 1.750 1.750 0.00 0.00

1/8th span section 3.250 3.250 0.00 0.00

1/4th span section 7.563 7.563 0.00 0.00

3/8th span section 11.219 11.219 0.00 0.00

5

Lx1 x Pf Ps

1.750 1.750 0.00 0.00

3.250 3.250 0.00 0.00

7.563 7.563 0.00 0.00

11.219 11.219 0.00 0.00

14.875 14.875 0.00 0.00

1

Lx1 x Pf Ps

1.750 1.750 419.42 380.32

3.250 3.250 417.55 382.18

7.563 7.563 412.20 387.54

11.219 11.219 407.65 392.08

14.875 14.875 394.21 394.21

2

Lx1 x Pf Ps

1.750 1.750 2656.31 2409.49

3.250 3.250 2644.51 2421.29

7.563 7.563 2610.57 2455.23

11.219 11.219 2581.80 2484.00

14.875 14.875 2517.55 2517.55

3

Lx1 x Pf Ps

1.750 1.750 2656.31 2416.89

3.250 3.250 2644.50 2428.70

7.563 7.563 2610.57 2462.63

11.219 11.219 2581.80 2491.41

14.875 14.875 2546.13 2527.07

4

Lx1 x Pf Ps

1.750 1.750 2656.31 2397.86

3.250 3.250 2644.50 2409.66

7.563 7.563 2610.57 2443.60

11.219 11.219 2581.80 2472.37

14.875 14.875 2546.13 2508.04

Cable No.

Notation

(*) Notations Used : Σx (m) = Σθ (rad) = Po = Px = Px1 = Lx1= Pf = Ps = 5.5

DATE

NHAI/MC/SSEP/NH-15/DOC/001

Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm) Px Σx (m) Elongation (mm)

14.875 14.875 0.00 0.00

Cumulative Length of Cable from jacking end in metres Cumulative angle of deviation in radian from jacking end Force at Jacking end before transfer (KN) Force at the nodal points before transfer (KN) Force at the nodal points after transfer (KN) Cumulative Length of Cable from jacking end (in metres) at various sections (m) Force at the critical sections before transfer (i,e before slip at anchorage) (KN) Force at the critical sections after transfer (i,e after slip at anchorage)(KN)

Elongation Calculation Component (*)

Mid span

Grip Length Cable No.

1

=

0.6 Nodal Points of the Cable 2 3 4

6

0.00 0.000

0.00 10.919

5

0.00 0.000

0.00 10.446

1

421.59 0.000

406.74 11.951

2

2670.08 0.000

2576.40 11.905

3

2670.08 0.000

2576.62 11.876

4

2670.08 0.000

2576.62 11.876

0.00 11.920 0.00 0.00 11.948 0.00 396.49 12.952 110.76 2532.46 12.906 110.58 2561.44 12.876 110.57 2561.44 12.876 110.57

5

0.00 11.920

0.00 14.920

0.00 11.948

0.00 14.948

396.49 12.952

394.12 14.952

2532.46 12.906

2517.32 14.906

2561.44 12.876

2546.12 14.876

2561.44 12.876

2546.12 14.876

Page # 66

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

5.6

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED FOR 30.650M SPAN

2/10/2015

CHECKED

JP

SHEET

GMS

Horizontal & Vertical Component of Prestress Force in Inner Girder: Section

Sec-1

Stage of Prestressing

Cable No.

No. of Cables

2 2 2 1 2 2

6 5 1 2 3 4

0.000 0.000 0.158 1.000 1.000 1.000

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-2

(m) 1.544 1.597 1.503 0.876 0.275 0.275

(deg) 5.124 6.665 6.455 4.068 0.833 0.833

(KN) 0.00 0.00 377.91 2403.42 2416.64 2397.60 2403.42

Ps.cosθ θ. Yord (KN.m) 0.00 0.00 568.10 2105.08 663.48 658.26 2105.08

Ps.sinθ θ (KN) 0.00 0.00 42.75 170.91 35.15 34.87 170.91

5192.15

1889.84

112.78 0.00

0.364

6

0.000

1.410

5.124

0.00

0.00

2

5

0.000

1.423

6.665

0.00

0.00

0.00

2 1 2 2

1 2 3 4

0.158 1.000 1.000 1.000

1.335 0.769 0.253 0.253

6.455 4.068 0.833 0.833

379.76 2415.19 2428.44 2409.41 2415.19

506.84 1858.42 613.75 608.93 1858.42

42.96 171.75 35.32 35.05 171.75

5217.61

1729.52

113.33

0.00 0.00 385.08 2449.04 2462.37 2443.34 2449.04

0.00 0.00 327.27 1135.32 467.88 464.26 1135.32

0.00 0.00 43.56 174.15 35.82 35.54 174.15

5290.79

1259.41

114.92

0.00 0.00 389.59 2477.74 2491.14 2472.11 2477.74

0.00 0.00 170.97 506.03 340.88 338.27 506.03

0.00 0.00 44.08 176.20 36.23 35.96 176.20

5352.85

850.12

116.27

0.00 0.00 394.21 2517.55 2527.07 2508.04 2517.55

0.00 0.00 118.26 302.11 303.25 300.96 302.11

0.00 0.00 0.00 0.00 0.00 0.00 0.00

5429.32

722.48

0.00

2 2 2 1 2 2

6 5 1 2 3 4

2 2

3 4

0.7695 0.331 0.000 0.000 0.158 1.000 1.000 1.000

2 2 2 1 2 2

6 5 1 2 3 4

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

1.025 0.922 0.850 0.464 0.190 0.190

5.124 6.665 6.455 4.068 0.833 0.833

0.4636 0.2380 0.000 0.000 0.158 1.000 1.000 1.000

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-5

Ps.cosθ θ

2

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom 2 6 2 5 2 1 1 2 Sec-4

θ

0.8759

Total Stage 1 CG of Tendons from bottom Total Stage 2 CG of Tendons from bottom

Sec-3

Yord

0.711 0.543 0.439 0.204 0.137 0.137

19.341 16.831 6.455 4.068 0.833 0.833

0.2042 0.1588 0.000 0.000 0.158 1.000 1.000 1.000

0.680 0.500 0.300 0.120 0.120 0.120

0.000 0.000 0.000 0.000 0.000 0.000

0.1200 0.1331

(*) Notations Used : Yord (m) = Vertical Ordinate of Cable from soffit of deck θ (deg) = Cumulative angle of deviation in radian from jacking end Ps = Force at the critical sections after transfer (i,e after slip at anchorage) (KN)

Page # 67

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

6.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Check for Ultimate Capacity in Flexure in Outer Girder: Loadings

Sec-1 1.500 m 655 473 245 1015

Sec-2 3.000 m 1208 898 370 1850

Sec-3 7.313 m 2396 1823 730 3300

Sec-4 10.969 m 2977 2282 905 4020

Sec-5 14.625 m 3173 2437 960 4295

Location

Sec-1 1.500 m

Sec-2 3.000 m

Sec-3 7.313 m

Sec-4 10.969 m

Sec-5 14.625 m

Stress 1617.39

Design Ultimate Moment (KN-m) Prestressing Force after all losses (KN) Cable 6 from base d5 No of strands Cable 5 from base d4 No of cables Cable 1 from base d3 No of cables Cable 2 from base d2 No of cables Cable 3 from base d1 No of cables Cable 4 from base d1 No of cables Combined CG of cable (m) from botom Total Depth of Girder (m) D Distance of CG of cable from NA (m) εp Prestrain in strands Assume Neutral Axis (m) from top Xu D - Xu εsb Stain in extrene fibre Depth from top at strain level .002 From equal Triangles εs6s Strain at level of Cable 6 εs5s Strain at level of Cable 5 εs1s Strain at level of Cable 1 εs2s Strain at level of Cable 2 εs3s Strain at level of Cable 3 εs4s Strain at level of Cable 4

2387 7276 0

4326 7321 0

8249 7285 0

10183 7255 0

10864 7216 0

1407.13

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1495

1316

844

371

300

1st Stage DL 2nd Stage DL SIDL FPLL + CWLL

3

3

3

3

3

870 19 272 19 272 19 0.5260 2.225 1.5204 0.0063 0.179

759

462

165

120

19

19

19

19

0.4701 2.225 1.5762 0.0063 0.179

0.3094 2.225 1.7369 0.0063 0.179

0.1732 2.225 1.8731 0.0063 0.179

0.1289 2.225 1.9174 0.0062 0.179

2.0463

2.0463

2.0463

2.0463

2.0463

0.0401

0.0401

0.0401

0.0401

0.0401

0.0766

0.0766

0.0766

0.0766

0.0766

0.0000 0.0000 0.0108 0.0230 0.0348 0.0348

0.0000 0.0000 0.0143 0.0252 0.0352 0.0352

0.0000 0.0000 0.0236 0.0310 0.0364 0.0364

0.0000 0.0000 0.0328 0.0369 0.0376 0.0376

0.0000 0.0000 0.0342 0.0377 0.0377 0.0377

19

19

19

19

251

190

129

120

19

19

19

19

251

190

129

120

See Fig-4, IRC-112:2011 210.26

0

0.00722

3.00 0.15

1

0.225

Strain 0.00829

0.4467 fck

0.176 0.000

0.75

3.00 0.15 1

0.225

0.4467 fck

0.225 0.000

0.29

Page # 68

Stress in PT steel corresponding to .1% proof stress (fp 0.1k = .87 * f p)

1617

1617

1617

1617

1617

ε (fp 0.1k)

0.00721

0.00721

0.00721

0.00721

0.00721

εs6 = εs6s + εp

0.00000

0.00000

0.00000

0.00000

0.00000

OK

OK

OK

OK

OK

0.00000 OK 0.01710 OK 0.02934 OK 0.04106 OK 0.04106 OK 9578 9578

0.00000 OK 0.02064 OK 0.03156 OK 0.04151 OK 0.04151 OK 9578 9578

0.00000 OK 0.02986 OK 0.03734 OK 0.04267 OK 0.04267 OK 9578 9578

0.00000 OK 0.03910 OK 0.04313 OK 0.04384 OK 0.04384 OK 9578 9578

0.00000 OK 0.04045 OK 0.04398 OK 0.04398 OK 0.04398 OK 9578 9578

0

0

0

0

0

856

856

856

856

856

0

0

0

0

0

0

0

0

0

0

416 2637 2637 2637 0.0000 0.0000 0.5513 1.1763 1.7743 1.7743 12692

416 2637 2637 2637 0.0000 0.0000 0.7303 1.2873 1.7953 1.7953 13170

416 2637 2637 2637 0.0000 0.0000 1.2023 1.5843 1.8563 1.8563 14471

416 2637 2637 2637 0.0000 0.0000 1.6753 1.8813 1.9173 1.9173 15773

416 2637 2637 2637 0.0000 0.0000 1.7463 1.9263 1.9263 1.9263 15969

Demand capacity ratio

13547 2387 0.176

14025 4326 0.308

15327 8249 0.538

16629 10183 0.612

16825 10864 0.646

Check for MOR

OK

OK

OK

OK

OK

fp 0.1k

Strain in PT steel corresponding to .1% proof stress ( fp 0.1k /γm ) /Es

εs with prestrain > ε (fp.0.1k) Cable 6 CHECK Cable 5 CHECK Cable 1 CHECK Cable 2 CHECK Cable 3 CHECK Cable 4 CHECK Total prestressing force (KN) Forces in Concrete (KN)

εs5 = εs5s + εp εs1 = εs1s + εp εs2 = εs2s + εp εs3 = εs3s + εp εs4 = εs4s + εp Pjack

MOR of Concrete =Forces in Concrete x L.A.(KN.m) KN Force in Cable 6 Force in Cable 5

KN KN KN KN KN m m m m m m

Force in Cable 1 Force in Cable 2 Force in Cable 3 Force in Cable 4 L.A. of Cable 6 L.A. of Cable 5 L.A. of Cable 1 L.A. of Cable 2 L.A. of Cable 3 L.A. of Cable 4 MOR of Tendon =Forces in tendon x L.A.(KN.m) Ultimate Moment of resistance of section (KN.m) Ultimate MomentMu of loads (KN.m) Mu

Page # 69

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

7.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED FOR 30.650M SPAN

2/10/2015

CHECKED

JP

SHEET

GMS

Check for Shear Stresses at various Sections in Outer Girder: 7.1 Design BM and shear fores Loadings (KN) 1st Stage DL 2nd Stage DL SIDL FPLL + CWLL Total loss in Prestress (KN) Shear due to prestress (KN) Horizontal Comp. of prestress (KN) Ultimate Shear (KN) Cable coordinate Y from bottom 7.2 Check for section Cracked or Uncracked Stress at bottom due to all loads with loss Cracking stress f cr

= f ctm0.5 / γ m

Check 7.3 Design For Ultimate shear ( Clause 10.3 of IRC - 112 ) Design Shear Force (KN) strength reduction factor= 0.6(1-fck/310) Max Shear Force (KN) Width (mm) Overall Depth (mm) (D) Depth (mm) (D - Yord) Diameter of duct (mm) bwnom = bw - .5 Σφ if φ > bw /8

Vp NEd Vu

Yord

Sec-1 1.500 m 405 304 175 790 1156 -284 6440 1390 0.526

Sec-2 3.000 m 344 270 140 665 1111 -285 6522 1134 0.470

Sec-3 7.313 m 216 169 85 525 1147 -289 6593 706 0.309

Sec-4 10.969 m 108 88 40 460 1177 -292 6653 403 0.173

Sec-5 14.625 m 0 0 5 375 1216 0 6731 380 0.129

σ cb

7.233

8.606

5.143

4.499

4.434

fcr

-1.529

-1.529

-1.529

-1.529

-1.529

Uncracked

Uncracked

Uncracked

Uncracked

Uncracked

1390 0.513 6569 750.00 2225.0 1699.0 90.0 750.0

1134 0.513 2216 290.00 2225.0 1754.9 90.0 245.0

706 0.513 2419 290.00 2225.0 1915.6 90.0 245.0

403 0.513 2591 290.00 2225.0 2051.8 90.0 245.0

380 0.513 2647 290.00 2225.0 2096.1 90.0 245.0

OK

OK

OK

OK

VEd ν Vmax bw D d φ bwnom

CHECK FOR Vmax OK Design shear resistance of the section cracked in bending Comp. stress as CG due to Axial load (Mpa) σcp 3.86

Eq. 10.6 of IRC:112-2011 Eq. 10.5 of IRC:112-2011

4.02

4.02

4.02

4.02

Corss sectional area of PT steel (mm 2)

Asl

5922.00

5922.00

5922.00

5922.00

5922.00

ρ1= Asl /(bw x d ) <= .02

ρ1

K = 1+ sqrt( 200/d) <= 2 Vmin (KN) Shear resistance of section without shear reinf. (KN)

K Vmin

0.0046 1.3431 0.3237

0.0116 1.3376 0.3217

0.0107 1.3231 0.3165

0.0100 1.3122 0.3126

0.0097 1.3089 0.3114

VRd.c

1258.00

587.10

628.92

664.05

675.40

Vide 10.3.2 of IRC:112-2011

Minimum shear resistance (KN) VRd.c min 1150.10 Shear resistance Max( VRdc, VRdc min) (KN) VRd.c 1258.00 Design shear resistance of the section uncracked in bending

470.63 587.10

510.83 628.92

544.83 664.05

555.86 675.40

Eq. 10.1 of IRC:112-2011

fctd

= f ctk / γ m (KN)

fctd

1.529

1.529

1.529

1.529

1.529

k1 = 1 for post tensioned members Second moment of inertia of uncrcked section 4 (mm ) First moment of Area of cracked section (mm3)

k1

1.000

1.000

1.000

1.000

1.000

I

3.99E+11

1.03E+11

1.03E+11

1.03E+11

1.03E+11

S

2.96E+08

2.24E+08

2.24E+08

2.24E+08

2.24E+08

Shear resistance (KN) VRdc ( Cracked or Uncracked ) (KN)

VRd.c VRd.c

2898.07 2898.07

388.27 388.27

388.27 388.27

388.27 388.27

388.27 388.27

Shear Reinf. not required

Provide Shear Reinf.

Provide Shear Reinf.

Provide Shear Reinf.

Shear Reinf. not required

Check Shear Reinforcement Requirement

Eq. 10.2 of IRC:112-2011 Eq. 10.3 of IRC:112-2011

Eq. 10.4 of IRC:112-2011

Page # 70

Montecarlo Limited PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED FOR 30.650M SPAN Design Shear force (KN) Comp. stress as CG due to Axial load (Mpa) αcw sin2θ = V NS/αcwbwzν1fcd/2 θ Cotθ Dia of bar used as shear reinforcement Nos of legs Spacing of bars mm Min shear reinf. ratio ρmin provided Check for ρmin provided Shear Force by shear reinf. (KN) VNS - VRd.c Check Shear (VNS - VRd.c)
VNS σcp

αcw sin2θ θ Cotθ

s ρmin ρmin Pro V Rd.s

Asw max Asw pro

2/10/2015

CHECKED

JP

SHEET

GMS 1390 3.86 1.19

1134 11.96 1.01

706 12.09 1.00

403 12.21 0.98

380 12.35 0.96

0.152 4.36 13.10 2.50 12 2 150 0.0011 0.0020

0.365 10.71 5.29 2.50 12 2 150 0.0011 0.0052

0.212 6.11 9.35 2.50 12 2 200 0.0011 0.0039

0.114 3.29 17.42 2.50 12 2 200 0.0011 0.0039

0.107 3.09 18.55 2.50 12 2 200 0.0011 0.0039

OK 2229 -1508

OK 2302 746

OK 1885 317

OK 2019 15

OK 2062 -8

Eq. 10.7 of IRC:112-2011

OK 1859.01 226.19

OK 610.30 226.19

OK 800.68 226.19

OK 789.61 226.19

OK 775.43 226.19

Eq. 10.10 of IRC:112-2011

OK 600

OK 600

OK 600

OK 600

OK 600

OK

OK

OK

OK

OK

(NEd/Ac) Eq. 10.9 of IRC:112-2011 Eq. 10.8 of IRC:112-2011

vide cl.10.2.2.2 of IRC-112-2011

Eq. 10.20 OR 16.5 of IRC:112-2011

Eq. 16.6 & 16.8 of IRC:112-2011

Page # 71

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

8.0

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN JP

2/10/2015

CHECKED

SHEET

GMS

Calculation of Load due to Temperature Gradient in Inner Girder At Support 2.23 1.3490 1.0807 2.1959

Total Height of the girder C.G. of Girder & slab from bottom M.O.I. of the Section Area of the Section Modulus of Elasticity of Concrete Coefficient of thermal expansion of concrete

h Y I A Ec α

= = = = = =

Section Modulus at the top of Slab Section Modulus at the top of Girder Section Modulus at the bottom of Girder

ZTS ZTG ZBG

= = =

1.2336 1.6600 0.8011

h1 h2 h3

= = =

0.15 0.25 0.15

T1 T2 T3 8.1

DATE

= = =

17.8 4.0 2.1

o o o

C C C

At Span 2.23 1.4774 0.8761 1.5178 1.70E+07 0.000012

1.1719 1.6764 0.5930

m m m4 m2 KN/m2 o C

m3 m3 m3

m m m

Computation of Stresses due to Rise in Temperature 17.8 0.150 1 2

4.0

0.250

Stress 3631.2 816.0

3.000 m 1.000 m

3.000 m 1.000 m 0.225 0.225

0.150

2.000

0.225 0.176

0.150

0.29

2.000

1.675

3

0.150

Y 0.15 0.25

428.4

Y

0.75

2.1

0.75

Section of Girder at Span Stresses at Span Section

Segment

8.1.1

1 2 3 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment 2 2 KNm KN/m KN/m KN/m2

Final Stress

m

KN/m2

m

KN

m

m

0.150

3631.2

3.000

1000.62

0.059

0.688

688.87

3631.20

-810.90

-653.18

2167.1

0.075

816.0

3.000

156.06

0.185

0.562

87.76

816.00

-810.90

-456.60

-451.5

0.175

571.2

1.000

49.98

0.283

0.464

23.21

571.20

-810.90

0.150

428.4

0.750

24.10

2.175

-1.427

-34.40

428.40

-810.90

1290.76

908.3

1230.76

KN/m2

765.44

Stresses at Support Section

Segment

8.1.2

Section of Girder at Support

1 2 3 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment 2 2 KNm KN/m KN/m KN/m2

Final Stress

m

KN/m2

m

KN

m

m

0.150

3631.2

3.000

1000.62

0.059

0.817

817.36

3631.20

-560.47

-748.60

2322.1

0.075

816.0

3.000

156.06

0.185

0.691

107.80

816.00

-560.47

-556.33

-300.8

0.175

571.2

1.000

49.98

0.283

0.593

29.62

571.20

-560.47

0.150

428.4

0.750

24.10

2.175

-1.299

-31.30

428.40

-560.47

1152.74

1020.7

1230.76

KN/m2

923.48

Page # 72

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

8.2

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN JP

CHECKED

2/10/2015 SHEET

GMS

Computation of Stresses due to Fall in Temperature 10.6

1 2

0.7

Stress 0.25

-2162.4

0.2

-142.8

h

=

2.225

m

h1

=

0.250

m

T1

=

10.6

o

C

=

0.7

o

C

h2

=

0.200

m

T2

h3

=

0.200

m

T3

=

0.8

o

C

h4

=

0.250

m

T4

=

6.6

o

C

1.325

3

0.8

4

0.2

-163.2

0.25

-1346.4

6.6

Stresses at Span Section

Segment

8.2.1

1 2 3 4 5 4

Height

Stress

b

Force

y from top

e

m

KN/m2

m

KN

m

m

0.225

-2162.4

3.000

-846.17

0.085

0.662

0.025

-344.8

1.000

-6.09

0.236

0.512

-3.12

0.200

-142.8

1.000

-14.28

0.317

0.431

-6.15

-560.42

Final Stress KN/m2

669.77

332.77

-1159.9

-344.76

669.77

232.62

557.6

-142.80

669.77

657.60

-19.0

-2162.40

0.000

0.0

0.290

0.00

0.450

0.298

0.00

0.00

669.77

0.200

-163.2

0.520

-8.49

1.908

-1.161

9.85

-163.20

669.77

0.250

-1346.4

0.750

-141.53

1.948

-1.200

169.88

-1346.40

669.77

-1016.55

-389.96

Stresses at Support Section

Segment

8.2.2

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment 2 2 KNm KN/m KN/m2 KN/m

1 2 3 4 5 4

Height

Stress

b

Force

y from top

e

Stresses Stress due Stress due Assuming to release to release Moment End of Axial of Restrained Force Moment 2 2 KNm KN/m KN/m KN/m2

m

KN/m2

m

KN

m

m

0.225

-2162.4

3.000

-846.17

0.085

0.791

0.025

-344.8

1.000

-6.09

0.236

0.640

-3.90

0.200

-142.8

1.000

-14.28

0.317

0.559

-7.99

-669.08

KN/m2

464.63

418.79

-1279.0

-344.76

464.63

311.23

431.1

-142.80

464.63

644.88

-236.9

-2162.40

0.000

0.0

0.750

0.00

0.450

0.426

0.00

0.00

464.63

0.200

-163.2

0.750

-12.24

1.908

-1.032

12.64

-163.20

464.63

0.250

-1346.4

0.750

-141.53

1.948

-1.072

151.71

-1346.40

464.63

-1020.31

Final Stress

-516.63

Page # 73

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

9.0

Basic Design Data Stipulation

9.1

Prestressing and casting sequence

9.2

= = = =

3.10E+06 3.40E+06 3.40E+06 1.95E+07

t/m2 t/m2 t/m2 t/m2

= = = = = = = =

19 0.0000987 1.875E-03 1.000 2.158 0.765 5 349.03

T15 m2 m2

= = = =

1.0 1.2 1.2 1.2

= = = = =

3.82E-04 3.38E-04 3.25E-04 2.97E-04 0.00E+00

= = = = =

0.00E+00 5.75E-07 4.43E-07 6.37E-07 1.73E-06

=

2.50%

Elasticity Elasticity Elasticity Elasticity

(Conc) 4th Day (Conc) 28th Day (Conc) 21st Day (Strands)

4 21 28 49 56 7 40 45

day day day day day day Mpa Mpa

Theoritical Considered 20.02 30.00 38.14 45.00

Prestressing data

UTS T

Increase Factors for losses

Factor for Shrinkage loss

Factor for Creep Loss

Factor for Relaxation Loss 1000hr relaxation

9.7

SHEET

Modulus Modulus Modulus Modulus

of of of of

2/10/2015

GMS

= =

4th day 21th day 28th day 56th day Infinity 9.6

CHECKED

JP

Strength of concrete at 1st stage prestressing Strength of concrete at 2nd stage prestressing

4th day 21th day 28th day 56th day Infinity 9.5

DESIGNED

= = = = = = = =

Elastic Shortening loss Relaxation loss Shrinkage loss Creep loss 9.4

NHAI/MC/SSEP/NH-15/DOC/001

1st stage prestressing 2nd stage prestressing Casting of Deck Slab Shift of Bearing SIDL Age of deck slab at time of 2nd stage prestressing fck for Slab fck for Girder

Type of cables Area of 1 strand Area of one cable No of tendons stressed in 1st stage No of tendons stressed in 2nd stage Jacking Force No of Sections to be checked Prestressing force per cable (UTS) 9.3

DATE

Factors Differential Shrinkage and creep Strain due to differential shrinkage and creep Reduction factor due to differential creep

= =

2.00E-04 (As per BS:5400, P-4) 0.43 (As per BS:5400, P-4)

Page # 74

9.8

Total Shrinkage Strain

9.8.1

Autogenous shrinkage strain (Table 6.5)

E cs = E cd + E ca E ca

Grade of Concrete at 1st stage Grade of Concrete for Girder Grade of Concrete for Deck slab t 4 21 28 56 25550 9.8.2

= = =

Refer IRC 112:2011 Cl. 6.4.2.6 0.000035 For 1st stage prestress 0.000065 For Final stage of Girder 0.000055 For Deck slab

= = =

30 45 40

E ca (t)

= = = = =

0.000012 0.000039 0.000042 0.000050 0.000065

Drying shrinkage strain

E cd (t) βds (t,ts)

= =

Concrete Cross section

Ac

= = = = = = = = = = = =

0.8626 1.5178 5.75 8.2 300.04 370.19 0.7500 0.7325 50 0.000512 0.000443 0.000466

βds (t,ts)

= = = = =

0.00000 0.05025 0.07968 0.13901 0.98897

E cd (t)

= = = = =

0.000000 0.000017 0.000026 0.000046 0.000329

E cs = E cd + E ca

= = = = =

Perimeter of Cross section

u

Notional size (Table 6.6)

h0 Coefficient Kh

Relative humidity RH in % Unrestrained draying shrinkage

t 4 21 28 56 25550

ts 4 10 10 10 10

Drying shrinkage strain

9.8.3

Total Shrinkage Strain

9.8.4

Total Residual Shrinkage Strain

9.9

Final Creep coefficient Refer IRC 112:2011 Cl. 6.4.2.7 Creep Coefficient with time Grade of Concrete at 1st stage Grade of Concrete for Girder Grade of Concrete for Deck slab

εcud

Mpa Mpa Mpa

βds (t,ts). Kh . εcud (t-ts)/(t-ts)+0.04 sqrt(h0^3) Girder Only Composite Girder Girder Only Composite Girder Girder Only Composite Girder Girder Only Composite Girder For 1st stage prestress For Final stage of Girder For Deck slab

At At At At At

4 days 21 days 28 days 56 days 25550 days

0.000012 0.000056 0.000069 0.000097 0.000394

At At At At At

4 days 21 days 28 days 56 days 25550 days

= = = = =

0.000382 0.000338 0.000325 0.000297 0.000000

At At At At At

4 days 21 days 28 days 56 days 25550 days

φ

= =

1.4000 1.3532

φ (t-t0)

=

fcm fcm fcm

= = =

40 55 50

α

= = =

1.0 0.90 0.95

βH

= = = = =

700.065 676.199 676.199 781.416 781.416

Girder Only Composite Girder

β(t,t0). φ(α,t0) Mpa Mpa Mpa

At At At At At

4 days 21 days 28 days 56 days 25550 days

Page # 75

t

t0

4 21 28 56 25550

4 4 21 28 56

β(t-t0)

= = = = =

0.0000 0.3288 0.2530 0.3645 0.9910

At At At At At

4 days 21 days 28 days 56 days 25550 days

φ (t-t0)

= = = = =

0.0000 0.4449 0.3424 0.4932 1.3410

At At At At At

4 days 21 days 28 days 56 days 25550 days

Max comp stress in concrete due to DL + 1 st prestress Modulus of elasticity (Concrete at 1st stage) Initial strain at loading

= = =

4.01 Mpa 3100000 Mpa 0.000001

Utlimate creep Strain at time

= = = = =

0.000000 0.000001 0.000000 0.000001 0.000002

At At At At At

4 days 21 days 28 days 56 days 25550 days

Page # 76

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

10.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

GMS

2

3

4

5

m

1.500

3.000

7.313

10.969

14.625

m2 m m m4 m3 m3

1.5408 2.0000 1.0243 0.5336 0.5469 0.5209

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

m2 m m m4 m3 m3

2.1959 2.2250 1.3490 1.0807 1.2336 0.8011

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

No of Tendons of 19T15 Prestressing Force (P1) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

Nos. T m m

1.00 240.35 0.8759 0.1484 0.3776 0.9340

1.00 241.52 0.7695 0.2255 0.6042 1.7088

1.00 244.90 0.4636 0.5314 -0.1486 2.4542

1.00 247.77 0.2042 0.7908 -0.7869 3.0861

1.00 251.75 0.1200 0.8750 -0.9942 3.2913

Dead Load Moments - Ist stage

Tm

48.50

89.50

177.50

220.50

235.00

T/m2 T/m2

88.69 -93.11

220.26 -218.08

436.83 -432.50

542.65 -537.28

578.34 -572.61

Elastic Shortening loss (Eloss)

T

1.38

1.38

1.38

1.38

1.38

P1 - Eloss Stress due to P1 - Eloss

T

238.97

240.14

243.52

246.39

250.37

Details of Section property (Individual Beam Section)

Details of Section property (Composite Section) Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

10.4

JP

SHEET

1

Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

10.3

2/10/2015

CHECKED

Unit

Distances of Sections from left support

10.2

DESIGNED

Summary of Stresses in Inner Girder due to Rare combination: Item

10.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

Details of Stage I prestressing after 4 th day

Stress Due to dead load Top of Girder Bottom of Girder

2

Top of Girder Bottom of Girder

T/m T/m2

90.23 223.19

145.09 410.36

-36.20 597.65

-193.89 760.40

-248.92 824.07

Top of Girder Bottom of Girder

T/m2 T/m2 T/m2 T/m2 m m T/m2 T

178.91 130.09 151.47 205.17 1.50 13.13 234.09 1.38

365.35 192.28 258.86 239.30 4.31

400.63 165.15 219.73 227.84 3.66

348.77 223.12 235.95 246.04 3.66

329.42 251.46 256.14 0.00 0.00

Stress after Elastic Shortening loss

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon Check for loss due to elastic shortening 0.5 *234.09*1.00*0.0018753*1* (19500000/3100000)

Page # 77

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

10.5

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Losses From 4 to 21 day Creep loss due to GR I Tendons T -0.01 -0.01 1.94 1.94 Shrinkage loss due to GR I Tendons T =(0.000382041048085607-0.000337877609694026)*1.00*0.0018753*19500000*1.2 Relaxation loss due to GR I Tendons Relaxation factor = 1-10^(-1*(((21-4)*24/1000)^0.25)) 0.841 Relaxation loss due to GR I Tendons T 6.22 6.33 =0.841*(1-(0.7-(238.97/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2

-0.01 1.94

-0.01 1.94

-0.01 1.94

6.66

6.94

7.32

Total Loss

(C+S+R)

T

8.15

8.27

8.59

8.87

9.26

Top of Girder Bottom of Girder

T/m2 T/m2

-3.08 -7.62

-4.99 -14.13

1.28 -21.09

6.98 -27.38

9.20 -30.46

Stress before 2nd Stage Prestressing at 21 day Top of Girder Bottom of Girder

T/m2 T/m2

175.83 122.47

360.35 178.15

401.91 144.06

355.75 195.74

338.62 221.00

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI

T/m2 T/m2 m m T/m2

145.84 197.05 1.50 13.13 216.02

248.25 226.04 4.31

203.83 207.95 3.66

212.08 220.07 3.66

228.06 0.00 0.00

2.16 519.21 0.3640 0.660 -0.5584 1.9167

2.16 521.76 0.3315 0.664 -0.4737 2.7761

2.16 529.08 0.2380 0.757 -0.7037 3.0037

2.16 535.28 0.1588 0.836 -0.8987 3.1968

2.16 542.93 0.1331 0.862 -0.9620 3.2595

0.3776 0.9340 -0.5584 1.9167

0.6042 1.7088 -0.4737 2.7761

-0.1486 2.4542 -0.7037 3.0037

-0.7869 3.0861 -0.8987 3.1968

-0.9942 3.2913 -0.9620 3.2595

12.08 17.32

12.08 17.32

12.08 17.32

12.08 17.32

12.08 17.32

501.90

504.44

511.76

517.97

525.62

Stress Due to C+S+R

Creep loss (check) T -0.01 =(0-5.74951271393581E-07)*1.00*0.0018753*19500000*1.2*216.02/1000 10.7

Details of Stage II prestressing after 21th day No of Tendons of 19T15 Prestressing Force (P2) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

T m m

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom Elastic shortening loss due to Gr II Tendons Eloss in GR I Tendons Eloss in GR II Tendons P2 - Eloss Stress due to P2 - Eloss

T T T 2

Top of Girder Bottom of Girder

T/m T/m2

-280.29 961.97

-238.97 1400.36

-360.12 1537.20

-465.48 1655.82

-505.65 1713.24

Top of Girder Bottom of Girder

T/m2 T/m2

-4.56 -11.29

-7.30 -20.65

1.80 -29.66

9.51 -37.29

12.01 -39.77

Top of Girder Bottom of Girder

T/m2 T/m2

-109.01 1073.15

114.08 1557.86

43.58 1651.60

-100.22 1814.27

-155.02 1894.47

Stress at CG of GR Tendon I Stress at CG of GR Tendon II

T/m2 T/m2

555.44 858.01

1002.39 1318.57

1278.88 1460.21

1618.77 1662.24

1771.50 1758.11

Avg stress for each segment Segment length length Average Stress at CG of GR I Tendon Avg stress for each segment Segment length length Average Stress at CG of GR II Tendon

T/m2 m m T/m2 T/m2 m m T/m2

778.91 1.50 13.13 1339.62 1088.29 1.50 13.13 1492.21

1140.63 4.31

1448.83 3.66

1695.13 3.66

0.00 0.00

1389.39 4.31

1561.23 3.66

1710.17 3.66

0.00 0.00

Stress due to Eloss of Gr I

Stress after 2nd Stage Prestressing

Page # 78

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Increase in Average stress at cg of GR I Tendon Check for loss due to Elastic Shortening In Gr I due to GR II In GR II due to GR II

10.80

DATE

NHAI/MC/SSEP/NH-15/DOC/001

T/m

2

T T

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

1123.59 12.08 17.32

Losses from 21th to 28th day Creep Loss of GR II Tendons T 0.02 0.02 Shrinkage Loss of Gr. II Tendons T 1.25 1.25 =(0.000337877609694026-0.000324663036674289)*2.16*0.0018753*19500000*1.2 Relaxation Loss of Gr. II Tendons T 11.09 11.31

0.02 1.25

0.02 1.25

0.02 1.25

11.96

12.51

13.19

Creep Loss of Gr I Tendons T 0.01 0.01 Shrinkage loss of Gr I Tendons T 0.58 0.58 =(0.000337877609694026-0.000324663036674289)*1.00*0.0018753*19500000*1.2 Relaxation loss of Gr. I Tendons T 0.18 0.18

0.01 0.58

0.01 0.58

0.01 0.58

0.19

0.20

0.21

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

0.77 12.36 13.12

0.77 12.58 13.35

0.78 13.23 14.01

0.79 13.78 14.57

0.80 14.45 15.25

Top of Girder Bottom of Girder

T/m2 T/m2

6.61 -24.40

5.50 -36.24

9.43 -41.65

13.00 -46.48

14.70 -49.74

Top of Girder Bottom of Girder

T/m2 T/m2

-102.40 1048.75

119.57 1521.62

53.01 1609.95

-87.21 1767.79

-140.32 1844.72

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

544.62 839.25

982.20 1289.24

1249.07 1424.64

1578.37 1620.49

1725.62 1712.65

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

763.41 1.50 13.13 1307.83 1064.25 1.50 13.13 1455.88

1115.64 4.31

1413.72 3.66

1651.99 3.66

0.00 0.00

Stresses due to C+S+R

Stress before casting of Deck Slab

1356.94 4.31

1522.57 3.66

1666.57 3.66

0.00 0.00

Relaxation Factor GR II Cables =1-10^(-1*(((28-21)*24/1000)^0.25)) 0.771 Check for relaxation loss of GR II Cables =0.771*(1-(0.7-(501.90/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(5.74951271393581E-07-4.42505819593384E-07)*2.16*0.0018753*19500000*1.2*1455.884/1000 0.02 Relaxation Factor for GR I Cables =1-10^(-1*(((28-4)*24/1000)^0.25))-0.841 0.024 Relaxation Loss of GR I Cables =0.024*(1-(0.7-(238.97/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(5.74951271393581E-07-4.42505819593384E-07)*1.00*0.0018753*19500000*1.2*1307.833/1000 0.01 10.9

Casting of Deck Slab at 28th day Shuttering / Working Live Load Moments Stress due to shuttering load (for casting of Deck Slab) Top of Girder Bottom of Girder Dead Load Moments -IInd stage : Deck Slab Stress Due to dead load Top of Girder Bottom of Girder

Tm

22.21

42.26

86.36

108.02

115.24

T/m2 T/m2

40.62 -42.64

104.00 -102.97

212.54 -210.43

265.83 -263.20

283.60 -280.79

Tm

35.00

66.50

135.00

169.00

180.50

T/m2 T/m2

64.00 -67.19

163.66 -162.04

332.24 -328.94

415.91 -411.79

444.21 -439.81

Page # 79

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

T/m2 T/m2

-9.74 -43.31

-36.73 -108.06

-175.69 -250.25

-327.27 -346.06

-386.77 -380.99

T

-1.11

-2.90

-7.70

-11.55

-13.00

Top of Girder Bottom of Girder

T/m2 T/m2

0.04 0.10

0.24 0.68

-0.28 4.64

-2.77 10.86

-4.14 13.69

Stress due to release of Shuttering / Working Live load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -13.38 27.73

-36.06 -25.21 71.26

-73.70 -51.52 145.63

-92.18 -64.44 182.15

-98.34 -68.74 194.32

Stress after release of shuttering load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -11.13 966.75

-36.06 362.26 1328.55

-73.70 545.99 1220.84

-92.18 527.33 1285.82

-98.34 514.62 1332.14

0.0719 1.0459 -0.3431 1.6849

0.0548 1.8526 -0.3190 2.5912

-0.2063 2.3684 -0.3987 2.7488

-0.4276 2.8058 -0.4663 2.8824

-0.4995 2.9478 -0.4883 2.9258

Creep Loss of Gr II Tendons T -0.01 -0.01 Shrinkage loss of Gr II Tendons T 2.62 2.62 =(0.000324663036674289-0.000296944931164533)*2.16*0.0018753*19500000*1.2 Relaxation loss of Gr. II Tendons T 1.71 0.25

-0.01 2.62

-0.01 2.62

-0.01 2.62

1.41

1.98

2.17

Creep Loss of Gr I Tendons T -0.01 -0.01 Shrinkage loss of Gr I Tendons T 1.22 1.22 =(0.000324663036674289-0.000296944931164533)*1.00*0.0018753*19500000*1.2 Relaxation loss of Gr. I Tendons T 1.76 0.35

-0.01 1.22

-0.01 1.22

-0.01 1.22

0.37

0.39

0.41

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

Stress at CG of GR I Tendons Stress at CG of GR II Tendons Gain due to dead load of Deck Slab Stress due to Gain

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom 10.10

DATE

NHAI/MC/SSEP/NH-15/DOC/001

Losses from 28 to 56 day

T T T

2.97 4.32 7.29

1.56 2.86 1.56

1.58 4.02 1.58

1.59 4.59 1.59

1.61 4.78 1.61

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

1.27 0.09 -10.38

0.83 -0.30 -10.30

1.93 0.24 -14.80

2.82 0.75 -17.71

3.14 0.93 -18.76

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-16.74 -11.04 956.36

-35.24 361.97 1318.25

-71.77 546.22 1206.04

-89.35 528.07 1268.11

-95.19 515.55 1313.38

T/m2 T/m2

532.71 780.31 741.52 1.50 13.13 1069.04 970.03 1.50 13.13 1156.10

950.33 1159.75 1001.72 4.31

1053.11 1127.51 1122.82 3.66

1192.54 1209.35 1229.03 3.66

1265.51 1260.30 0.00 0.00

1143.63 4.31

1168.43 3.66

1234.82 3.66

0.00 0.00

Stresses due to C+S+R

Stress before SIDL at 56 day

Stress at CG of Tendon GR I Stress at CG of Tendon GR II Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2

T/m2

Page # 80

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Relaxation Factor for GR II Cables =1-10^(-1*(((56-21)*24/1000)^0.25))-0.771 0.119 Relaxation Loss of Gr. II Cables at mid span =0.119*(1-(0.7-(501.898/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of Gr II Cables =(4.42505819593384E-07-6.37455052754964E-07)*2.16*0.0018753*19500000*1.2*1156.10/1000 -0.01 Relaxation Factor for GR I Cables =1-10^(-1*(((56-4)*24/1000)^0.25))-0.841-0.024 0.047 Relaxation Loss of Gr. I Cables at mid span =0.047*(1-(0.7-(238.969/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of Gr I Cables =(4.42505819593384E-07-6.37455052754964E-07)*1.00*0.0018753*19500000*1.2*1069.04/1000 -0.01 10.11

SIDL applied at 56th day SIDL Moments Stress due to SIDL

Tm

17.00

27.00

53.50

66.50

70.50

T/m2 T/m2 T/m2

13.78 10.24 -21.22

23.04 16.11 -45.53

45.65 31.91 -90.22

56.75 39.67 -112.14

60.16 42.06 -118.88

T/m2 T/m2

-7.44 -15.49

-21.82 -35.31

-61.91 -75.68

-96.64 -100.08

-109.23 -108.18

T

-0.44

-1.05

-2.42

-3.36

-3.69

-0.17 0.76

-0.25 2.68

-1.34 6.91

-2.91 10.63

-3.58 12.05

Creep, Shrinkage & Relaxation losses from 56 day upto Creep loss of GR II Shrinkage loss of GR II =(0.000296944931164533)*2.16*0.0018753*19500000*1.2 Relaxation loss of GR II

infinity T 0.05 T 28.12

0.05 28.12

0.05 28.12

0.05 28.12

0.05 28.12

T

30.35

30.96

32.73

34.24

36.09

Creep loss of GR I Shrinkage loss of GR I =(0.000296944931164533)*1.00*0.0018753*19500000*1.2 Relaxation loss of GR I

T T

0.02 13.03

0.02 13.03

0.02 13.03

0.02 13.03

0.02 13.03

T

15.44

15.72

16.53

17.22

18.17

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

28.49 58.52 87.01

28.77 59.13 87.91

29.58 60.91 90.49

30.27 62.41 92.68

31.23 64.26 95.49

18.03 3.22 -128.40

17.29 -5.35 -206.53

30.39 3.30 -237.48

42.05 11.01 -264.82

46.97 13.90 -280.06

Top of Deck Slab Top of Girder Bottom of Girder Stress at CG of Gr I Tendons Stress at CG of Gr II Tendons Gain due to SIDL stress due to gain Top of Girder Bottom of Girder

2

T/m T/m2

Stress due to C+S+R Top of Deck Slab Top of Girder Bottom of Girder

T/m2

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

14.90 2.26 807.51

4.85 372.48 1068.86

2.94 580.10 885.25

6.54 575.85 901.79

8.36 567.92 926.49

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

454.86 660.96

800.94 953.44

814.52 848.93

868.50 875.90

904.98 902.63

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

627.90 1.50 13.13 790.97 807.20 1.50 13.13 865.02

807.73 4.31

841.51 3.66

886.74 3.66

0.00 0.00

901.19 4.31

862.42 3.66

889.27 3.66

0.00 0.00

T/m

2

Stress during Service at infinity

Page # 81

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

GMS

Relaxation Factor for GR II = = 2 + ( 1- 0.771 - 0.119) Relaxation Loss of GR II Cables at mid span =2.110*(1-(0.7-(501.90/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(6.37455052754964E-07)*2.16*0.0018753*19500000*1.2*865.020/1000

2.110

0.05

Relaxation Factor for GR I = = 2+ (1- 0.841 - 0.024 - 0.047) Relaxation Loss of GR I Cables at mid span =2.09*(1-(0.7-(239.0/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(6.37455052754964E-07)*1.00*0.0018753*19500000*1.2*790.971/1000 10.12

2/10/2015 SHEET

2.088

0.02

CWLL from 56th day onwards Tm

67.5

123.50

220.00

268.00

286.50

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

54.72 40.66 -84.26

105.39 73.67 -208.26

187.74 131.24 -370.99

228.70 159.87 -451.93

244.48 170.91 -483.13

Stress at service with Live Load (Sagging) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

69.62 42.92 723.25

110.23 446.15 860.60

190.68 711.34 514.27

235.23 735.72 449.86

252.84 738.83 443.36

T m T/m2 T/m2 T/m2

191.57 0.7635 -86.60 175.35 -95.34

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

(with Live Load) 47.87 128.31 644.94 910.13 781.65 435.31

172.87 934.51 370.90

190.48 937.62 364.41

Moment Due to Live Load (Sagging) Stresses due to Live Load (Sagging)

Stress due to Differential Shrinkage & Creep P e Top of Deck Slab Top of Girder Bottom of Girder

Stress at service with differential shrinkage and differential creep effect 2 Top of Deck Slab T/m -16.98 2 Top of Girder T/m 218.27 2 Bottom of Girder T/m 627.91

Stress at service with differential shrinkage and differential creep effect (without Live Load) 2 Top of Deck Slab T/m -71.70 -57.52 -59.42 -55.83 2 Top of Girder T/m 177.61 571.27 778.89 774.64 2 Bottom of Girder T/m 712.17 989.91 806.30 822.83 Check under Live Load (sag) with Temp Stress at Service with 100% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -16.98 47.87 128.31 172.87 2 Top of Girder T/m 218.27 644.94 910.13 934.51 2 Bottom of Girder T/m 627.91 781.65 435.31 370.90 Stress due to Temp (Rise) (Eigen stresses) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

216.71 -45.15 90.83

216.71 -45.15 90.83

Stress at Service with 100% Live Load (sag) + 60%Temp rise ( LL as leading load) 2 Top of Deck Slab T/m 122.35 177.90 258.34 2 Top of Girder T/m 200.22 617.85 883.04 2 Bottom of Girder T/m 689.15 836.15 489.81

302.90 907.42 425.40

320.51 910.53 418.91

Stress due to Temp (Fall) (Eigen Stresses) Top of Deck Slab Top of Girder Bottom of Girder

-115.99 55.76 -1.90

-115.99 55.76 -1.90

-115.99 55.76 -1.90

(LL as leading load) -93.72 -21.72 58.72 244.14 678.40 943.59 613.70 780.51 434.17

103.28 967.97 369.76

120.89 971.08 363.27

Stress at Service with 100% Live Load (sag) + 60%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

-127.90 43.11 -23.69

216.71 -45.15 90.83

190.48 937.62 364.41

216.71 -45.15 90.83

T/m2 T/m2 T/m2

232.21 -30.08 102.07

-54.00 766.71 847.54

-115.99 55.76 -1.90

Page # 82

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

Stress at Service with 75% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -30.66 21.52 2 Top of Girder T/m 208.10 626.52 2 Bottom of Girder T/m 648.98 833.72

2/10/2015 SHEET

GMS

81.38 877.32 528.06

115.70 894.55 483.89

129.36 894.89 485.19

Stress at Service with 75% Live Load (sag) + 100%Temp rise ( TL as leading load) 2 Top of Deck Slab T/m 201.55 238.24 298.09 2 Top of Girder T/m 178.02 581.37 832.17 2 Bottom of Girder T/m 751.04 924.54 618.89

332.41 849.40 574.71

346.07 849.74 576.02

Stress at Service with 75% Live Load (sag) + 100%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

-0.29 950.31 481.98

13.37 950.66 483.29

(TL as leading load) -158.56 -94.46 -34.61 251.21 682.29 933.08 625.29 831.81 526.16

Page # 83

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

11.1

11.1.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Inner Girder due to Rare combination: Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1440.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

1920.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 400.63 178.91 401.91 175.83 114.08 -155.02 119.57 -140.32 545.99 -11.13 546.22 -11.04 580.10 2.26 738.83 42.92 937.62 218.27 778.89 177.61

Bottom max +ve max -ve 251.46 130.09 221.00 122.47 1894.47 1073.15 1844.72 1048.75 1332.14 966.75 1318.25 956.36 1068.86 807.51 860.60 443.36 781.65 364.41 989.91 712.17

-18.01 -16.74 14.90 252.84 190.48 -54.00

-98.34 -95.19 2.94 69.62 -16.98 -71.70

346.07

122.35

910.53

178.02

924.54

120.89

-158.56

971.08

244.14

Item

Unit

1

2

Chainage of Section from left support

m

1.500

Total Loss in Prestress

T

115.57

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

418.91

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

831.81

363.27

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

3

4

5

3.000

7.313

10.969

14.625

111.09

114.67

117.71

121.61

=

580.65

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -158.56 t/m2 0.087 m Top of girder = 251.21 t/m3 0.138 m Tensile Force = 6.90 t mm Ast Required = 287.59 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 84

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

11.2

11.2.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder (Superior condition): Load factor for prestressing force ( cl.7.9.5, IRC -112:2011)

Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

=

1.10

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1500.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

2000.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 396.79 188.51 398.57 184.18 100.63 -229.59 109.13 -208.23 508.40 -30.26 508.64 -30.12 543.52 -15.81 677.86 24.86 876.65 200.21 742.31 159.54

Bottom max +ve max -ve 333.29 153.84 291.74 143.12 2145.24 1197.03 2072.94 1160.25 1560.36 1078.25 1540.42 1065.69 1176.84 878.65 968.58 591.09 889.63 512.13 1097.88 783.31

-18.01 -16.43 21.86 266.34 203.98 -40.50

-98.34 -94.99 10.03 75.35 -11.24 -65.96

359.57

128.08

849.56

159.96

1032.52

134.39

-152.82

910.11

226.07

Item

Unit

1

2

Chainage of Section from left support

m

1.500

Total Loss in Prestress

T

152.66

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe R/F Req Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

566.63

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

939.79

510.99

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

3

4

5

3.000

7.313

10.969

14.625

147.14

151.48

155.16

159.13

=

765.56

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -152.82 t/m2 0.089 m Top of girder = 233.15 t/m3 0.136 m Tensile Force = 6.81 t mm Ast Required = 283.63 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 85

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

11.3

11.3.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Outer Girder (Inferior condition): Load factor for prestressing force ( cl.7.9.5, IRC -112:2011)

Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

=

0.90

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1500.0 -250.1

0.48 fcj No Tension

2160.0 0.0

service stage 2/3 modulus of ruture

2160.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

2000.0 -302.9

0.48 fcj No Tension

1920.0 0.0

service stage 2/3 modulus of ruture

2208.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 404.47 169.34 405.32 167.33 127.27 -86.49 130.22 -82.89 589.68 8.38 590.39 8.43 635.43 20.86 804.78 61.52 1003.57 236.87 834.22 196.21

Bottom max +ve max -ve 169.55 101.82 148.61 87.86 1642.07 948.91 1611.58 935.02 1155.59 853.01 1145.64 844.49 948.26 728.09 740.00 279.12 661.05 200.17 869.31 632.75

-18.01 -16.99 10.03 241.28 178.92 -61.92

-98.34 -95.38 -4.76 64.75 -21.85 -76.57

334.51

117.48

976.48

196.63

803.94

109.33

-163.43

1037.03

262.74

Item

Unit

1

2

Chainage of Section from left support

m

1.500

Total Loss in Prestress

T

84.04

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1500.0 1500.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0 2160.0

Status in Slab Tension Comp.

Safe Safe R/F Req Safe R/F Req R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1920.0 1920.0 1920.0 1920.0

254.66

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

711.21

199.02

-295.1

1920.0

-313.0

2160.0

Safe

Safe

Safe

Safe

3

4

5

3.000

7.313

10.969

14.625

80.43

83.34

85.80

89.54

=

423.15

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -163.43 t/m2 0.085 m Top of girder = 269.82 t/m3 0.140 m Tensile Force = 6.94 t mm Ast Required = 288.97 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 86

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

12.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE DESIGNED JP FOR 30.650M SPAN Design of Shear Connector Inner girder: Shear Force Super Imposed Dead Load

Live Load Effective width of transformed section Depth of Deck slab Depth of Girder Distance of C.G. of bottom fiber M.I. of the composite section Type of reinforcement Width of top flange of the girder

Thk. of deck slab Width of deck slab Interface width bi NA of composite section Force in deck slab Force in flange

CHECKED

2/10/2015 SHEET

GMS

As per clause 611.4.2 of IRC: 22 Unit (KN) (KN) (m) (m) (m) (m) (m4) (mm) mm mm mm mm KN KN

β Transverse Shear force VEd Lever arm Z Interface shear stress VEdi (Mpa) (Rough surface) µ α (angle of reinf. To interface) fyd Perm. Stress in steel σn Co-existing normal stress No. of legs Dia of stirrup (mm) Spacing Provided (mm) As -Area of Reinf. Crossing joint Aj - Interface area of joint (mm2/m) As/Aj VRdi VEdi <= VRdi

DATE

NHAI/MC/SSEP/NH-15/DOC/001

KN mm

Distance of Section from Support Sec-1 Sec-2 Sec-3 Sec-4 Sec-5 175 140 85 40 5 790 665 525 460 375 3.00 3.00 3.00 3.00 3.00 0.225 0.225 0.225 0.225 0.225 2 2 2 2 2 1.3490 1.4774 1.4774 1.4774 1.4774 1.0807 0.8761 0.8761 0.8761 0.8761 Fe 500 Fe 500 Fe 500 Fe 500 Fe 500 1000 1000 1000 1000 1000 225 225 3000 3000 1000 1000 876.00 747.60 10720.8 10720.8 12744.35 4522.84 0.457 0.703 965 805 1802.6 1853.96 0.24 0.31 0.70 0.70 90.00 90.00 435.00 435.00 0.00 0.00 4L4L-

225 3000 1000 747.60 10720.8 4522.84 0.703 610 1853.96 0.23 0.70 90.00 435.00 0.00 4L-

225 3000 1000 747.60 10720.8 4522.84 0.703 500 1853.96 0.19 0.70 90.00 435.00 0.00 4L-

Mpa Mpa Nos 12 mm @ 12 mm @ 12 mm @ 12 mm @ mm mm 150 150 200 200 3016 3016 2262 2262 mm2/m mm2/m 1000000 1000000 1000000 1000000 0.00302 0.00302 0.00226 0.00226 0.875 0.875 0.689 0.689 Mpa OK OK OK OK

225 3000 1000 747.60 10720.8 4522.84 0.703 380 1853.96 0.14 0.70 90.00 435.00 0.00 4L12 mm @

200 2262 1000000 0.00226 0.689 OK

VL = V Ae Y / I VL V Ae Y I

= = = = =

Longitudinal Shear per unit length Vertical Shear Area of transformed section on one side of interface Distance of centroid of the area under consideration from NA of composite section Moment of Inertia of the section

Qu = As * fu * 10-3 Qu As fu S.No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

= = =

Ultimate Shear capacity = A s * fu * 10-3 The c/s area of anchorage connector The ultimate tensile strength of steel

Description of Cal. for Sec-1 V = Ae = Y = I = VL = Legs = Dia = Spacing = As = fu = Qu =

175+790 0.225*3 2-1.349+0.1125 1.0807 965*0.675*0.7635/1.0807 4 12 150 4*pi()*12^2/4*1000/150 500 3016*500 Status Ast Required Minimum reinforcement (i) 0.15 % of the contact area (ii) 130 mm 2 Therefore min reinforcement Status

Unit KN m4 m m4 KN mm mm mm2 Mpa KN mm2 mm2 mm2 mm2

Sec-1 965.00 0.675 0.764 1.0807 460.2 4L-

Distance of Section from Support Sec-2 Sec-3 Sec-4 Sec-5 805.00 610.00 500.00 380.00 0.675 0.675 0.675 0.675 0.635 0.635 0.635 0.635 0.8761 0.8761 0.8761 0.8761 393.9 298.5 244.7 185.9 4L4L4L4L-

12 mm @

12 mm @

12 mm @

12 mm @

12 mm @

150 3016 500 1508 OK 0

150 3016 500 1508 OK 0

200 2262 500 1131 OK 0

200 2262 500 1131 OK 0

200 2262 500 1131 OK 0

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

1500 130 1500 OK

Page # 87

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

13.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

GMS

2

3

4

5

m

1.500

3.000

7.313

10.969

14.625

m2 m m m4 m3 m3

1.5408 2.0000 1.0243 0.5336 0.5469 0.5209

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

0.8626 2.0000 0.9950 0.4084 0.4063 0.4104

m2 m m m4 m3 m3

2.1959 2.2250 1.3490 1.0807 1.2336 0.8011

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

1.5178 2.2250 1.4774 0.8761 1.1719 0.5930

No of Tendons of 19T15 Prestressing Force (P1) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

Nos. T m m

1.00 240.35 0.8759 0.1484 0.3776 0.9340

1.00 241.52 0.7695 0.2255 0.6042 1.7088

1.00 244.90 0.4636 0.5314 -0.1486 2.4542

1.00 247.77 0.2042 0.7908 -0.7869 3.0861

1.00 251.75 0.1200 0.8750 -0.9942 3.2913

Dead Load Moments - Ist stage

Tm

48.50

89.50

177.50

220.50

235.00

T/m2 T/m2

88.69 -93.11

220.26 -218.08

436.83 -432.50

542.65 -537.28

578.34 -572.61

Elastic Shortening loss (Eloss)

T

1.38

1.38

1.38

1.38

1.38

P1 - Eloss Stress due to P1 - Eloss

T

238.97

240.14

243.52

246.39

250.37

Details of Section property (Individual Beam Section)

Details of Section property (Composite Section) Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

13.3

JP

SHEET

1

Area of the section Depth of the section CG of section from bottom Inertia of section Top Section Modulus Bottom Section Modulus

13.3

2/10/2015

CHECKED

Unit

Distances of Sections from left support

13.2

DESIGNED

Summary of Stresses in Outer Girder due to frequent combination: Item

13.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

Details of Stage I prestressing after 4 th day

Stress Due to dead load Top of Girder Bottom of Girder

2

Top of Girder Bottom of Girder

T/m T/m2

90.23 223.19

145.09 410.36

-36.20 597.65

-193.89 760.40

-248.92 824.07

Top of Girder Bottom of Girder

T/m2 T/m2 T/m2 T/m2 m m T/m2 T

178.91 130.09 151.47 205.17 1.50 13.13 234.09 1.38

365.35 192.28 258.86 239.30 4.31

400.63 165.15 219.73 227.84 3.66

348.77 223.12 235.95 246.04 3.66

329.42 251.46 256.14 0.00 0.00

Stress after Elastic Shortening loss

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon Check for loss due to elastic shortening 0.5 *234.09*1.00*0.0018753*1* (19500000/3100000)

Page # 88

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

13.5

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Losses From 4 to 21 day Creep loss due to GR I Tendons T -0.01 -0.01 1.94 1.94 Shrinkage loss due to GR I Tendons T =(0.000382041048085607-0.000337877609694026)*1.00*0.0018753*19500000*1.2 Relaxation loss due to GR I Tendons Relaxation factor = 1-10^(-1*(((21-4)*24/1000)^0.25)) 0.841 Relaxation loss due to GR I Tendons T 6.22 6.33 =0.841*(1-(0.7-(238.97/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2

-0.01 1.94

-0.01 1.94

-0.01 1.94

6.66

6.94

7.32

Total Loss

(C+S+R)

T

8.15

8.27

8.59

8.87

9.26

Top of Girder Bottom of Girder

T/m2 T/m2

-3.08 -7.62

-4.99 -14.13

1.28 -21.09

6.98 -27.38

9.20 -30.46

Stress before 2nd Stage Prestressing at 21 day Top of Girder Bottom of Girder

T/m2 T/m2

175.83 122.47

360.35 178.15

401.91 144.06

355.75 195.74

338.62 221.00

Stress at CG of Tendon GR I Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI

T/m2 T/m2 m m T/m2

145.84 197.05 1.50 13.13 216.02

248.25 226.04 4.31

203.83 207.95 3.66

212.08 220.07 3.66

228.06 0.00 0.00

2.16 519.21 0.3640 0.660 -0.5584 1.9167

2.16 521.76 0.3315 0.664 -0.4737 2.7761

2.16 529.08 0.2380 0.757 -0.7037 3.0037

2.16 535.28 0.1588 0.836 -0.8987 3.1968

2.16 542.93 0.1331 0.862 -0.9620 3.2595

0.3776 0.9340 -0.5584 1.9167

0.6042 1.7088 -0.4737 2.7761

-0.1486 2.4542 -0.7037 3.0037

-0.7869 3.0861 -0.8987 3.1968

-0.9942 3.2913 -0.9620 3.2595

12.08 17.32

12.08 17.32

12.08 17.32

12.08 17.32

12.08 17.32

501.90

504.44

511.76

517.97

525.62

Stress Due to C+S+R

Creep loss (check) T -0.01 =(0-5.74951271393581E-07)*1.00*0.0018753*19500000*1.2*216.02/1000 13.7

Details of Stage II prestressing after 21th day No of Tendons of 19T15 Prestressing Force (P2) CG of Tendons from Bottom Eccentricity of Tendons Prestressing Factor (Top) Prestressing Factor (Bottom)

T m m

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom Elastic shortening loss due to Gr II Tendons Eloss in GR I Tendons Eloss in GR II Tendons P2 - Eloss Stress due to P2 - Eloss

T T T 2

Top of Girder Bottom of Girder

T/m T/m2

-280.29 961.97

-238.97 1400.36

-360.12 1537.20

-465.48 1655.82

-505.65 1713.24

Top of Girder Bottom of Girder

T/m2 T/m2

-4.56 -11.29

-7.30 -20.65

1.80 -29.66

9.51 -37.29

12.01 -39.77

Top of Girder Bottom of Girder

T/m2 T/m2

-109.01 1073.15

114.08 1557.86

43.58 1651.60

-100.22 1814.27

-155.02 1894.47

Stress at CG of GR Tendon I Stress at CG of GR Tendon II

T/m2 T/m2

555.44 858.01

1002.39 1318.57

1278.88 1460.21

1618.77 1662.24

1771.50 1758.11

Avg stress for each segment Segment length length Average Stress at CG of GR I Tendon Avg stress for each segment Segment length length Average Stress at CG of GR II Tendon

T/m2 m m T/m2 T/m2 m m T/m2

778.91 1.50 13.13 1339.62 1088.29 1.50 13.13 1492.21

1140.63 4.31

1448.83 3.66

1695.13 3.66

0.00 0.00

1389.39 4.31

1561.23 3.66

1710.17 3.66

0.00 0.00

Stress due to Eloss of Gr I

Stress after 2nd Stage Prestressing

Page # 89

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN Increase in Average stress at cg of GR I Tendon Check for loss due to Elastic Shortening In Gr I due to GR II In GR II due to GR II

13.80

DATE

NHAI/MC/SSEP/NH-15/DOC/001

T/m

2

T T

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

1123.59 12.08 17.32

Losses from 21th to 28th day Creep Loss of GR II Tendons T 0.02 0.02 Shrinkage Loss of Gr. II Tendons T 1.25 1.25 =(0.000337877609694026-0.000324663036674289)*2.16*0.0018753*19500000*1.2 Relaxation Loss of Gr. II Tendons T 11.09 11.31

0.02 1.25

0.02 1.25

0.02 1.25

11.96

12.51

13.19

Creep Loss of Gr I Tendons T 0.01 0.01 Shrinkage loss of Gr I Tendons T 0.58 0.58 =(0.000337877609694026-0.000324663036674289)*1.00*0.0018753*19500000*1.2 Relaxation loss of Gr. I Tendons T 0.18 0.18

0.01 0.58

0.01 0.58

0.01 0.58

0.19

0.20

0.21

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

0.77 12.36 13.12

0.77 12.58 13.35

0.78 13.23 14.01

0.79 13.78 14.57

0.80 14.45 15.25

Top of Girder Bottom of Girder

T/m2 T/m2

6.61 -24.40

5.50 -36.24

9.43 -41.65

13.00 -46.48

14.70 -49.74

Top of Girder Bottom of Girder

T/m2 T/m2

-102.40 1048.75

119.57 1521.62

53.01 1609.95

-87.21 1767.79

-140.32 1844.72

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

544.62 839.25

982.20 1289.24

1249.07 1424.64

1578.37 1620.49

1725.62 1712.65

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

763.41 1.50 13.13 1307.83 1064.25 1.50 13.13 1455.88

1115.64 4.31

1413.72 3.66

1651.99 3.66

0.00 0.00

Stresses due to C+S+R

Stress before casting of Deck Slab

1356.94 4.31

1522.57 3.66

1666.57 3.66

0.00 0.00

Relaxation Factor GR II Cables =1-10^(-1*(((28-21)*24/1000)^0.25)) 0.771 Check for relaxation loss of GR II Cables =0.771*(1-(0.7-(501.90/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(5.74951271393581E-07-4.42505819593384E-07)*2.16*0.0018753*19500000*1.2*1455.884/1000 0.02 Relaxation Factor for GR I Cables =1-10^(-1*(((28-4)*24/1000)^0.25))-0.841 0.024 Relaxation Loss of GR I Cables =0.024*(1-(0.7-(238.97/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(5.74951271393581E-07-4.42505819593384E-07)*1.00*0.0018753*19500000*1.2*1307.833/1000 0.01 13.9

Casting of Deck Slab at 28th day Shuttering / Working Live Load Moments Stress due to shuttering load (for casting of Deck Slab) Top of Girder Bottom of Girder Dead Load Moments -IInd stage : Deck Slab Stress Due to dead load Top of Girder Bottom of Girder

Tm

22.21

42.26

86.36

108.02

115.24

T/m2 T/m2

40.62 -42.64

104.00 -102.97

212.54 -210.43

265.83 -263.20

283.60 -280.79

Tm

35.00

66.50

135.00

169.00

180.50

T/m2 T/m2

64.00 -67.19

163.66 -162.04

332.24 -328.94

415.91 -411.79

444.21 -439.81

Page # 90

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

T/m2 T/m2

-9.74 -43.31

-36.73 -108.06

-175.69 -250.25

-327.27 -346.06

-386.77 -380.99

T

-1.11

-2.90

-7.70

-11.55

-13.00

Top of Girder Bottom of Girder

T/m2 T/m2

0.04 0.10

0.24 0.68

-0.28 4.64

-2.77 10.86

-4.14 13.69

Stress due to release of Shuttering / Working Live load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -13.38 27.73

-36.06 -25.21 71.26

-73.70 -51.52 145.63

-92.18 -64.44 182.15

-98.34 -68.74 194.32

Stress after release of shuttering load Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-18.01 -11.13 966.75

-36.06 362.26 1328.55

-73.70 545.99 1220.84

-92.18 527.33 1285.82

-98.34 514.62 1332.14

0.0719 1.0459 -0.3431 1.6849

0.0548 1.8526 -0.3190 2.5912

-0.2063 2.3684 -0.3987 2.7488

-0.4276 2.8058 -0.4663 2.8824

-0.4995 2.9478 -0.4883 2.9258

Creep Loss of Gr II Tendons T -0.01 -0.01 Shrinkage loss of Gr II Tendons T 2.62 2.62 =(0.000324663036674289-0.000296944931164533)*2.16*0.0018753*19500000*1.2 Relaxation loss of Gr. II Tendons T 1.71 0.25

-0.01 2.62

-0.01 2.62

-0.01 2.62

1.41

1.98

2.17

Creep Loss of Gr I Tendons T -0.01 -0.01 Shrinkage loss of Gr I Tendons T 1.22 1.22 =(0.000324663036674289-0.000296944931164533)*1.00*0.0018753*19500000*1.2 Relaxation loss of Gr. I Tendons T 1.76 0.35

-0.01 1.22

-0.01 1.22

-0.01 1.22

0.37

0.39

0.41

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

Stress at CG of GR I Tendons Stress at CG of GR II Tendons Gain due to dead load of Deck Slab Stress due to Gain

Prestressing Factor Gr. I Top Gr. I Bottom Gr. II Top Gr. II Bottom 13.10

DATE

NHAI/MC/SSEP/NH-15/DOC/001

Losses from 28 to 56 day

T T T

2.97 4.32 7.29

1.56 2.86 1.56

1.58 4.02 1.58

1.59 4.59 1.59

1.61 4.78 1.61

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

1.27 0.09 -10.38

0.83 -0.30 -10.30

1.93 0.24 -14.80

2.82 0.75 -17.71

3.14 0.93 -18.76

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

-16.74 -11.04 956.36

-35.24 361.97 1318.25

-71.77 546.22 1206.04

-89.35 528.07 1268.11

-95.19 515.55 1313.38

T/m2 T/m2

532.71 780.31 741.52 1.50 13.13 1069.04 970.03 1.50 13.13 1156.10

950.33 1159.75 1001.72 4.31

1053.11 1127.51 1122.82 3.66

1192.54 1209.35 1229.03 3.66

1265.51 1260.30 0.00 0.00

1143.63 4.31

1168.43 3.66

1234.82 3.66

0.00 0.00

Stresses due to C+S+R

Stress before SIDL at 56 day

Stress at CG of Tendon GR I Stress at CG of Tendon GR II Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2

T/m2

Page # 91

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Relaxation Factor for GR II Cables =1-10^(-1*(((56-21)*24/1000)^0.25))-0.771 0.119 Relaxation Loss of Gr. II Cables at mid span =0.119*(1-(0.7-(501.898/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of Gr II Cables =(4.42505819593384E-07-6.37455052754964E-07)*2.16*0.0018753*19500000*1.2*1156.10/1000 -0.01 Relaxation Factor for GR I Cables =1-10^(-1*(((56-4)*24/1000)^0.25))-0.841-0.024 0.047 Relaxation Loss of Gr. I Cables at mid span =0.047*(1-(0.7-(238.969/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of Gr I Cables =(4.42505819593384E-07-6.37455052754964E-07)*1.00*0.0018753*19500000*1.2*1069.04/1000 -0.01 13.11

SIDL applied at 56th day SIDL Moments Stress due to SIDL

Tm

17.00

27.00

53.50

66.50

70.50

T/m2 T/m2 T/m2

13.78 10.24 -21.22

23.04 16.11 -45.53

45.65 31.91 -90.22

56.75 39.67 -112.14

60.16 42.06 -118.88

T/m2 T/m2

-7.44 -15.49

-21.82 -35.31

-61.91 -75.68

-96.64 -100.08

-109.23 -108.18

T

-0.44

-1.05

-2.42

-3.36

-3.69

-0.17 0.76

-0.25 2.68

-1.34 6.91

-2.91 10.63

-3.58 12.05

Creep, Shrinkage & Relaxation losses from 56 day upto Creep loss of GR II Shrinkage loss of GR II =(0.000296944931164533)*2.16*0.0018753*19500000*1.2 Relaxation loss of GR II

infinity T 0.05 T 28.12

0.05 28.12

0.05 28.12

0.05 28.12

0.05 28.12

T

30.35

30.96

32.73

34.24

36.09

Creep loss of GR I Shrinkage loss of GR I =(0.000296944931164533)*1.00*0.0018753*19500000*1.2 Relaxation loss of GR I

T T

0.02 13.03

0.02 13.03

0.02 13.03

0.02 13.03

0.02 13.03

T

15.44

15.72

16.53

17.22

18.17

Loss due to C+S+R of GR I Loss due to C+S+R of GR II Total Loss due to C+S+R

T T T

28.49 58.52 87.01

28.77 59.13 87.91

29.58 60.91 90.49

30.27 62.41 92.68

31.23 64.26 95.49

18.03 3.22 -128.40

17.29 -5.35 -206.53

30.39 3.30 -237.48

42.05 11.01 -264.82

46.97 13.90 -280.06

Top of Deck Slab Top of Girder Bottom of Girder Stress at CG of Gr I Tendons Stress at CG of Gr II Tendons Gain due to SIDL stress due to gain Top of Girder Bottom of Girder

2

T/m T/m2

Stress due to C+S+R Top of Deck Slab Top of Girder Bottom of Girder

T/m2

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

14.90 2.26 807.51

4.85 372.48 1068.86

2.94 580.10 885.25

6.54 575.85 901.79

8.36 567.92 926.49

Stress at CG of Tendon I Stress at CG of Tendon II

T/m2 T/m2

454.86 660.96

800.94 953.44

814.52 848.93

868.50 875.90

904.98 902.63

Avg stress for each segment Segment length length Average Stress at CG of Tendon GRI Avg stress for each segment Segment length length Average Stress at CG of Tendon GRII

T/m2 m m T/m2 T/m2 m m T/m2

627.90 1.50 13.13 790.97 807.20 1.50 13.13 865.02

807.73 4.31

841.51 3.66

886.74 3.66

0.00 0.00

901.19 4.31

862.42 3.66

889.27 3.66

0.00 0.00

T/m

2

Stress during Service at infinity

Page # 92

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

GMS

Relaxation Factor for GR II = = 2 + ( 1- 0.771 - 0.119) Relaxation Loss of GR II Cables at mid span =2.110*(1-(0.7-(501.90/(2.16*349.03)))/0.2)*2.5/100*(0.765*349.03)*2.16*1.2 Check for Creep Loss of GR II Cables =(6.37455052754964E-07)*2.16*0.0018753*19500000*1.2*865.020/1000

2.110

0.05

Relaxation Factor for GR I = = 2+ (1- 0.841 - 0.024 - 0.047) Relaxation Loss of GR I Cables at mid span =2.09*(1-(0.7-(239.0/(1.00*349.03)))/0.2)*2.5/100*(0.765*349.03)*1.00*1.2 Check for Creep Loss of GR I Cables =(6.37455052754964E-07)*1.00*0.0018753*19500000*1.2*790.971/1000 13.12

2/10/2015 SHEET

2.088

0.02

CWLL from 56th day onwards Tm

51.00

92.50

165.00

201.00

215.00

Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

41.34 30.72 -63.66

78.93 55.18 -155.98

140.80 98.43 -278.24

171.52 119.90 -338.95

183.47 128.25 -362.56

Stress at service with Live Load (Sagging) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

56.24 32.98 743.85

83.78 427.66 912.88

143.74 678.53 607.01

178.06 695.75 562.84

191.83 696.18 563.93

T m T/m2 T/m2 T/m2

191.57 0.7635 -86.60 175.35 -95.34

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

191.57 0.6351 -62.36 198.79 -78.95

(with Live Load) 21.42 81.38 626.45 877.32 833.93 528.06

115.70 894.55 483.89

129.47 894.97 484.98

Moment Due to Live Load (Sagging) Stresses due to Live Load (Sagging)

Stress due to Differential Shrinkage & Creep P e Top of Deck Slab Top of Girder Bottom of Girder

Stress at service with differential shrinkage and differential creep effect 2 Top of Deck Slab T/m -30.35 2 Top of Girder T/m 208.33 2 Bottom of Girder T/m 648.51

Stress at service with differential shrinkage and differential creep effect (without Live Load) 2 Top of Deck Slab T/m -71.70 -57.52 -59.42 -55.83 2 Top of Girder T/m 177.61 571.27 778.89 774.64 2 Bottom of Girder T/m 712.17 989.91 806.30 822.83 Check under Live Load (sag) with Temp Stress at Service with 100% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -30.35 21.42 81.38 115.70 2 Top of Girder T/m 208.33 626.45 877.32 894.55 2 Bottom of Girder T/m 648.51 833.93 528.06 483.89 Stress due to Temp (Rise) (Eigen stresses) Top of Deck Slab Top of Girder Bottom of Girder

T/m2 T/m2 T/m2

216.71 -45.15 90.83

216.71 -45.15 90.83

Stress at Service with 100% Live Load (sag) + 60%Temp rise ( LL as leading load) 2 Top of Deck Slab T/m 108.97 151.45 211.41 2 Top of Girder T/m 190.28 599.36 850.23 2 Bottom of Girder T/m 709.75 888.42 582.56

245.72 867.46 538.38

259.49 867.88 539.48

Stress due to Temp (Fall) (Eigen Stresses) Top of Deck Slab Top of Girder Bottom of Girder

-115.99 55.76 -1.90

-115.99 55.76 -1.90

-115.99 55.76 -1.90

(LL as leading load) -107.09 -48.17 11.79 234.20 659.91 910.78 634.30 832.78 526.92

46.10 928.00 482.74

59.87 928.43 483.84

Stress at Service with 100% Live Load (sag) + 60%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

-127.90 43.11 -23.69

216.71 -45.15 90.83

129.47 894.97 484.98

216.71 -45.15 90.83

T/m2 T/m2 T/m2

232.21 -30.08 102.07

-54.00 766.71 847.54

-115.99 55.76 -1.90

Page # 93

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

Stress at Service with 75% Live Load (sag) + Differential shrinkage and creep 2 Top of Deck Slab T/m -40.69 1.68 2 Top of Girder T/m 200.65 612.66 2 Bottom of Girder T/m 664.42 872.92

2/10/2015 SHEET

GMS

46.18 852.71 597.62

72.82 864.57 568.62

83.60 862.90 575.62

Stress at Service with 75% Live Load (sag) + 100%Temp rise ( TL as leading load) 2 Top of Deck Slab T/m 191.52 218.40 262.89 2 Top of Girder T/m 170.57 567.51 807.56 2 Bottom of Girder T/m 766.49 963.75 688.45

289.53 819.42 659.45

300.31 817.75 666.45

Stress at Service with 75% Live Load (sag) + 100%Temp Fall 2 Top of Deck Slab T/m 2 Top of Girder T/m 2 Bottom of Girder T/m

-43.17 920.33 566.72

-32.39 918.67 573.72

(TL as leading load) -168.59 -114.30 -69.81 243.76 668.42 908.48 640.74 871.02 595.72

Page # 94

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

14.0

14.1

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Summary of extreme fibre stress in Inner Girder due to frequent combination: Grade of concrete of Deck Slab Grade of concrete of Girder

= =

1st stage prestressing 2nd stage prestressing

= =

4 days of casting girder 21 days of casting girder

; ;

fcj fcj

= =

30.0 MPa 45.0 MPa

Days after casting deck slab Days after casting deck slab

= =

7 days 28 days

; ;

fcj fcj

= =

30.0 MPa 40.0 MPa

Permissible Stresses:

M40 M45

During Construction Stage (t/m^2)

Reference for 15 % incre. With Temperature (t/m^2)

During Service Stage (t/m^2)

Max Compressive stress in Girder Max Tensile stress in Girder

= =

0.5 fcj or 30 MPa fctm

1440.0 -250.1

0.36 fcj No Tension

1620.0 0.0

15% over service stage 2/3 modulus of ruture

1620.0 -313.0

Max Compressive stress in Slab Max Tensile stress in Slab

= =

0.5 fcj or 30 MPa fctm

1920.0 -302.9

0.36 fcj No Tension

1440.0 0.0

15% over service stage 2/3 modulus of ruture

1440.0 -295.1

Stage After 1st stage prestress Before 2nd Stge Prestess After 2rd stage prestress Before casting of Deck Slab After casting of Deck Slab Before SIDL Stress at service Stress at service (with LL sag) Stress with LL (sag) + diff shr Stress with diff shr w/o LL Stress with 100%LL(sag)+60%temp rise OR 75%LL(sag)+100%temp rise Stress with 100%LL(sag)+60%temp fall OR 75%LL(sag)+100%temp fall

Top of Slab max +ve max -ve

Top of girder max +ve max -ve 400.63 178.91 401.91 175.83 114.08 -155.02 119.57 -140.32 545.99 -11.13 546.22 -11.04 580.10 2.26 696.18 32.98 894.97 208.33 778.89 177.61

Bottom max +ve max -ve 251.46 130.09 221.00 122.47 1894.47 1073.15 1844.72 1048.75 1332.14 966.75 1318.25 956.36 1068.86 807.51 912.88 562.84 833.93 483.89 989.91 712.17

-18.01 -16.74 14.90 191.83 129.47 -54.00

-98.34 -95.19 2.94 56.24 -30.35 -71.70

300.31

108.97

867.88

170.57

963.75

59.87

-168.59

928.43

234.20

Item

Unit

1

2

Chainage of Section from left support

m

1.500

Total Loss in Prestress

T

115.57

Perm. Stress in Slab Tension Comp.

Perm. Stress Tension -250.1 -250.1 -327.7 -327.7 -327.7 -327.7 0.0 0.0 0.0 0.0

in Girder Comp. 1440.0 1440.0 2160.0 2160.0 2160.0 2160.0 1620.0 1620.0 1620.0 1620.0

Status in Slab Tension Comp.

Safe Safe Safe Safe R/F Req. R/F Req.

Safe Safe Safe Safe Safe Safe

Status in Girder Tension Comp. Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

-302.9 -302.9 0.0 0.0 0.0 0.0

1920.0 1920.0 1440.0 1440.0 1440.0 1440.0

538.38

-295.1

1440.0

-313.0

1620.0

Safe

Safe

Safe

Safe

871.02

482.74

-295.1

1440.0

-313.0

1620.0

Safe

Safe

Safe

Safe

3

4

5

3.000

7.313

10.969

14.625

111.09

114.67

117.71

121.61

=

580.65

CHECK FOR TENSILE STRESS REINFORCEMENT: Slab thk = 0.225 m Top of Slab = -168.59 t/m2 0.092 m Top of girder = 243.76 t/m3 0.133 m Tensile Force = 7.75 t mm Ast Required = 323.10 mm2 Dia = 10 Ast Provided = 392.70 mm2 Spacing = 200 Hence OK

Page # 95

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

15.0

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

Check for crack width in Outer Girder:

15.1 Crack width check Bottom girder: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Sec-1 1.500 m 0.00 10 150

Sec-2 3.000 m 0.00 10 150

Sec-3 7.313 m 0.00 10 150

Sec-4 10.969 m 0.00 10 150

Sec-5 14.625 m 0.00 10 150

320

320

320

320

320

Table-12.2 of IRC:112-2011

280

280

280

280

280

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

Sec-1 1.500 m 11.13 12 150

Sec-2 3.000 m 0.00 12 150

Sec-3 7.313 m 0.00 12 150

Sec-4 10.969 m 0.00 12 150

Sec-5 14.625 m 0.00 12 150

280

280

280

280

280

Table-12.2 of IRC:112-2011

280

280

280

280

280

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

15.2 Crack width check Top of girder: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Page # 96

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

15.3 Crack width check Top of slab: Loadings (KN) Stresses in Steel σsc (Mpa) Dia diameter (mm) Spacing (mm) Permissible stress in steel for 0.3 mm crack width due bars Permissible stress in steel for 0.3 mm crack width due spacing Check for crack width

Sec-1 1.500 m 168.59 10 200

Sec-2 3.000 m 114.30 10 200

Sec-3 7.313 m 114.30 10 200

Sec-4 10.969 m 114.30 10 200

Sec-5 14.625 m 114.30 10 200

320

320

320

320

320

Table-12.2 of IRC:112-2011

240

240

240

240

240

Table-12.3 of IRC:112-2011

OK

OK

OK

OK

OK

Page # 97

Montecarlo Limited PROJECT:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

16.0

DATE

2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

GMS

SHEET

Defection Check

Please note that the value of defection is taken from stadd file:

( cl. 12.4, IRC 112-2011)

Max defection Due to Self wt & Deck slab wt = 38.802 mm Girder only condition SIDL-3 lane = 2.898 mm FPLL = 0.000 mm LL-3 lane = 11.431 mm Prestress = -31.20 mm Girder only condition Self wt & Deck slab wt +SIDL-3 lane+LL-3 lane+Prestress =

21.929 mm

Total deflection

=

21.929 mm

Permissible deflection

=

20.000 mm

=

11.431 mm

= =

29.25 mm 36.56 mm

CHECK

Deflection check for live load : LL-3 lane Permissible deflection

Hence OK (Span/1000 for LL-2lane) (Span/800 for LL-3lane)

de the Precamber of 38.802 mm at the center see the details in the respective drawing. 16.1

Deflection Calculation for prestressing force Deflection

=

-P.e / 6 EI

x ( 2 l12 + 6 l1 l2 + 3 l22)

Effective Prestressing Force Eccentricity CG of Girder only from bottom CG of Cable from bottom

P e y yc

= = = =

7749.13 0.6735 0.9950 0.3215

KN m m

Length of the beam

l1

=

12875.0

m

l2

=

2000.0

m

E I

= =

Modulus of Elasticity Moment of Inertia

Deflection

=

(Trapezoidal tandons)

(After friction & slip loss)

m

34000.00 Mpa 4 0.4084 m -31.20

mm

Page 98

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

GRILLAGE ANALYSIS FOR SIDL- LONGITUDINAL GIRDERS STAAD SPACE START JOB INFORMATION ENGINEER DATE 26-Sep-15 END JOB INFORMATION INPUT WIDTH 79 ******************************************************************* UNIT METER MTON JOINT COORDINATES 1 0 0 1.5; 2 29.25 0 1.5; 3 0 0 4.5; 4 29.25 0 4.5; 5 0 0 7.5; 6 29.25 0 7.5; 11 14.625 0 7.5; 14 14.625 0 4.5; 15 14.625 0 1.5; 16 7.3125 0 7.5; 19 7.3125 0 4.5; 20 7.3125 0 1.5; 21 21.9375 0 7.5; 24 21.9375 0 4.5; 25 21.9375 0 1.5; 31 18.2812 0 7.5; 34 18.2812 0 4.5; 35 18.2812 0 1.5; 36 10.9688 0 7.5; 39 10.9688 0 4.5; 40 10.9688 0 1.5; 41 1.5 0 1.5; 42 1.5 0 4.5; 43 1.5 0 7.5; 46 3 0 1.5; 47 3 0 4.5; 48 3 0 7.5; 51 27.75 0 1.5; 52 27.75 0 4.5; 53 27.75 0 7.5; 56 26.25 0 1.5; 57 26.25 0 4.5; 58 26.25 0 7.5; 61 0 0 0; 62 1.5 0 0; 63 7.3125 0 0; 64 10.9688 0 0; 65 14.625 0 0; 66 18.2812 0 0; 67 21.9375 0 0; 68 26.25 0 0; 69 3 0 0; 70 27.75 0 0; 71 29.25 0 0; 83 0 0 10.5; 84 1.5 0 10.5; 85 3 0 10.5; 86 7.3125 0 10.5; 87 10.9688 0 10.5; 88 14.625 0 10.5; 89 18.2812 0 10.5; 90 21.9375 0 10.5; 91 26.25 0 10.5; 92 27.75 0 10.5; 93 29.25 0 10.5; 94 0 0 12; 95 1.5 0 12; 96 3 0 12; 97 7.3125 0 12; 98 10.9688 0 12; 99 14.625 0 12; 100 18.2812 0 12; 101 21.9375 0 12; 102 26.25 0 12; 103 27.75 0 12; 104 29.25 0 12; ********************************************************************************* MEMBER INCIDENCES 1 1 41; 2 41 46; 3 46 20; 4 20 40; 5 40 15; 6 15 35; 7 35 25; 8 25 56; 9 56 51; 10 51 2; 11 3 42; 12 42 47; 13 47 19; 14 19 39; 15 39 14; 16 14 34; 17 34 24; 18 24 57; 19 57 52; 20 52 4; 21 5 43; 22 43 48; 23 48 16; 24 16 36; 25 36 11; 26 11 31; 27 31 21; 28 21 58; 29 58 53; 30 53 6; 51 83 84; 52 84 85; 53 85 86; 54 86 87; 55 87 88; 56 88 89; 57 89 90; 58 90 91; 59 91 92; 60 92 93; 101 1 61; 102 3 1; 103 5 3; 106 83 5; 107 94 83; 108 41 62; 109 42 41; 110 43 42; 113 84 43; 114 95 84; 115 46 69; 116 47 46; 117 48 47; 120 85 48; 121 96 85; 122 20 63; 123 19 20; 124 16 19; 127 86 16; 128 97 86; 129 40 64; 130 39 40; 131 36 39; 134 87 36; 135 98 87; 136 15 65; 137 14 15; 138 11 14; 141 88 11; 142 99 88; 143 35 66; 144 34 35; 145 31 34; 148 89 31; 149 100 89; 150 25 67; 151 24 25; 152 21 24; 155 90 21; 156 101 90; 157 56 68; 158 57 56; 159 58 57; 162 91 58; 163 102 91; 164 51 70; 165 52 51; 166 53 52; 169 92 53; 170 103 92; 171 2 71; 172 4 2; 173 6 4; 176 93 6; 177 104 93; 201 61 62; 202 62 69; 203 69 63; 204 63 64; 205 64 65; 206 65 66; 207 66 67; 208 67 68; 209 68 70; 210 70 71; 211 94 95; 212 95 96; 213 96 97; 214 97 98; 215 98 99; 216 99 100; 217 100 101; 218 101 102; 219 102 103; 220 103 104; *********************************************************************************** START GROUP DEFINITION GEOMETRY _ENDLGSU 1 10 51 60 _ENDLGFLA 2 9 52 59 _ENDLGSP 3 TO 8 53 TO 58 _INTLGSU 11 20 21 30 _INTLGFLA 12 19 22 29

Page#99

_INTLGSP 13 TO 18 23 TO 28 _DUMMY 201 TO 220 _ENDCG 102 103 106 172 173 176 _SLAB1 108 TO 110 113 114 117 120 _SLAB2 115 TO 117 120 121 157 TO 159 162 163 _SLAB3 122 TO 124 127 128 150 TO 152 155 156 _SLAB4 129 TO 131 134 TO 138 141 TO 145 148 149 _SLAB5 101 107 171 177 END GROUP DEFINITION *********************************************************************************** DEFINE MATERIAL START ISOTROPIC M45 E 3.4e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40 E 3.3e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40-1 E 3.3e+006 POISSON 0.15 DENSITY 0 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL *********************************************************************************** MEMBER PROPERTY INDIAN 1 10 51 60 PRIS AX 2.1959 IX 0.2043 IY 0.000001 IZ 1.0807 2 9 52 59 PRIS AX 1.85685 IX 0.1149 IY 0.000001 IZ 0.9784 3 TO 8 53 TO 58 PRIS AX 1.5178 IX 0.0255 IY 0.000001 IZ 0.8761 11 20 21 30 PRIS AX 2.1959 IX 0.2043 IY 0.000001 IZ 1.0807 12 19 22 29 PRIS AX 1.85685 IX 0.1149 IY 0.000001 IZ 0.9784 13 TO 18 23 TO 28 PRIS AX 1.5178 IX 0.0255 IY 0.000001 IZ 0.8761 102 103 106 172 173 176 PRIS AX 0.9158 IX 0.0433 IY 0.000001 IZ 0.2826 108 TO 110 113 114 164 TO 166 169 170 PRIS AX 0.4084 IX 0.0034 IY 0.000001 IZ 0.0017 115 TO 117 120 121 157 TO 159 162 163 PRIS AX 0.6539 IX 0.0055 IY 0.000001 IZ 0.0028 122 TO 124 127 128 150 TO 152 155 156 PRIS AX 0.8965 IX 0.0076 IY 0.000001 IZ 0.0038 129 TO 131 134 TO 138 141 TO 145 148 149 PRIS AX 0.8227 IX 0.0069 IY 0.000001 IZ 0.0035 101 107 171 177 PRIS AX 0.1958 IX 0.0014 IY 0.000001 IZ 0.0008 201 TO 220 PRIS AX 0.0001 IX 1e-007 IY 1e-006 IZ 1e-007 ************************************************************************************ CONSTANTS MATERIAL M45 MEMB 1 TO 30 51 TO 60 MATERIAL M40 MEMB 102 103 106 172 173 176 MATERIAL M40-1 MEMB 101 107 TO 110 113 TO 117 120 TO 124 127 TO 131 134 TO 138 141 TO 145 148 TO 152 155 TO 159 162 TO 166 169 TO 171 177 201 202 TO 220 ************************************************************************************ SUPPORTS 2 4 6 93 FIXED BUT FZ MX MY MZ 1 3 5 83 PINNED ************************************************************************************

Page#100

MEMBER RELEASE 1 TO 30 51 TO 60 START MX 1 TO 30 51 TO 60 END MX LOAD 1 LOADTYPE None TITLE SELF WEIGHT SELFWEIGHT Y -1 ************************************************************************************ LOAD 2 LOADTYPE None TITLE WC 3LANE ****Wearing coat MEMBER LOAD ****Girder 1 & 5 ***Wt of W.C. = 0.1*( 1.50+1.50-0.5)*2.2=0.55t/m 1 TO 10 51 TO 60 UNI GY -0.55 ****Giredr 2,3 & 4 ***Wt of W.C. = 0.1*3.0*2.2 = 0.66 t/m 11 TO 30 UNI GY -0.66 ************************************************* LOAD 3 LOADTYPE None TITLE CB 3LANE MEMBER LOAD *WT OF CRASH BARRIER ON MEDIAN SIDE = 9.9 KN/M *MOMENT DUE TO C/B ON MEDIAN SIDE = 9.9 * 0.25 = 2.475 KNM *WT OF CRASH BARRIER ON OTHER SIDE = 9.9 KN/M *MOMENT DUE TO C/B ON OTHER SIDE = 9.9 * 0.225 = -2.475 KNM 201 TO 210 UNI GY -0.99 201 TO 210 UMOM GX 0.2475 211 TO 220 UNI GY -0.99 211 TO 220 UMOM GX -0.2475 **LOAD 4 LOADTYPE None TITLE WC 2LANE ******Wearing coat **MEMBER LOAD ******Girder 1 & 5 *****Wt of W.C. = 0.1*( 2.15+1.75-0.45-0.75)*2.2=0.594t/m **1 TO 10 51 TO 60 UNI GY -0.594 ******Giredr 2,3 & 4 *****Wt of W.C. = 0.1*3.5*2.2 = 0.77 t/m **11 TO 30 UNI GY -0.77 ************************************************* **LOAD 5 LOADTYPE None TITLE CB 2LANE **MEMBER LOAD ***WT OF CRASH BARRIER ON MEDIAN SIDE = 9.9 KN/M ***MOMENT DUE TO C/B ON MEDIAN SIDE = 9.9 * 0.225 = 2.23 KNM ***WT OF CRASH BARRIER ON OTHER SIDE = 9.9 KN/M ***MOMENT DUE TO C/B ON OTHER SIDE = 9.9 * 0.225 = -2.23 KNM ******Footpath load = 3.97 Kn/m *****moment = 3.97*0.825=3.28 **201 TO 210 UNI GY -0.99 **201 TO 210 UMOM GX 0.223 **211 TO 220 UNI GY -0.99 **211 TO 220 UMOM GX -0.223 **201 TO 210 UNI GY -0.397 **201 TO 210 UMOM GX 0.328 **211 TO 220 UNI GY -0.397 **211 TO 220 UMOM GX -0.328 **LOAD 6 LOADTYPE None TITLE FPLL **MEMBER LOAD **201 TO 210 UNI GY -0.31 **201 TO 210 UMOM GX 0.256 **211 TO 220 UNI GY -0.31 **211 TO 220 UMOM GX -0.256 ************************************************* LOAD COMB 7 DL+SIDL-3LANE 2 1.0 3 1.0 **LOAD COMB 8 DL+SIDL-2LANE **4 1.0 5 1.0 ************************************************* PERFORM ANALYSIS PRINT MEMBER FORCES LIST 1 TO 30 51 TO 60 103 173 FINISH

Page#101

Page#102

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

GRILLAGE ANALYSIS FOR CWLL- LONGITUDINAL GIRDERS STAAD SPACE START JOB INFORMATION ENGINEER DATE 26-Sep-15 END JOB INFORMATION INPUT WIDTH 79 ******************************************************************* UNIT METER MTON JOINT COORDINATES 1 0 0 1.5; 2 29.25 0 1.5; 3 0 0 4.5; 4 29.25 0 4.5; 5 0 0 7.5; 6 29.25 0 7.5; 11 14.625 0 7.5; 14 14.625 0 4.5; 15 14.625 0 1.5; 16 7.3125 0 7.5; 19 7.3125 0 4.5; 20 7.3125 0 1.5; 21 21.9375 0 7.5; 24 21.9375 0 4.5; 25 21.9375 0 1.5; 31 18.2812 0 7.5; 34 18.2812 0 4.5; 35 18.2812 0 1.5; 36 10.9688 0 7.5; 39 10.9688 0 4.5; 40 10.9688 0 1.5; 41 1.5 0 1.5; 42 1.5 0 4.5; 43 1.5 0 7.5; 46 3 0 1.5; 47 3 0 4.5; 48 3 0 7.5; 51 27.75 0 1.5; 52 27.75 0 4.5; 53 27.75 0 7.5; 56 26.25 0 1.5; 57 26.25 0 4.5; 58 26.25 0 7.5; 61 0 0 0; 62 1.5 0 0; 63 7.3125 0 0; 64 10.9688 0 0; 65 14.625 0 0; 66 18.2812 0 0; 67 21.9375 0 0; 68 26.25 0 0; 69 3 0 0; 70 27.75 0 0; 71 29.25 0 0; 83 0 0 10.5; 84 1.5 0 10.5; 85 3 0 10.5; 86 7.3125 0 10.5; 87 10.9688 0 10.5; 88 14.625 0 10.5; 89 18.2812 0 10.5; 90 21.9375 0 10.5; 91 26.25 0 10.5; 92 27.75 0 10.5; 93 29.25 0 10.5; 94 0 0 12; 95 1.5 0 12; 96 3 0 12; 97 7.3125 0 12; 98 10.9688 0 12; 99 14.625 0 12; 100 18.2812 0 12; 101 21.9375 0 12; 102 26.25 0 12; 103 27.75 0 12; 104 29.25 0 12; ********************************************************************************* MEMBER INCIDENCES 1 1 41; 2 41 46; 3 46 20; 4 20 40; 5 40 15; 6 15 35; 7 35 25; 8 25 56; 9 56 51; 10 51 2; 11 3 42; 12 42 47; 13 47 19; 14 19 39; 15 39 14; 16 14 34; 17 34 24; 18 24 57; 19 57 52; 20 52 4; 21 5 43; 22 43 48; 23 48 16; 24 16 36; 25 36 11; 26 11 31; 27 31 21; 28 21 58; 29 58 53; 30 53 6; 51 83 84; 52 84 85; 53 85 86; 54 86 87; 55 87 88; 56 88 89; 57 89 90; 58 90 91; 59 91 92; 60 92 93; 101 1 61; 102 3 1; 103 5 3; 106 83 5; 107 94 83; 108 41 62; 109 42 41; 110 43 42; 113 84 43; 114 95 84; 115 46 69; 116 47 46; 117 48 47; 120 85 48; 121 96 85; 122 20 63; 123 19 20; 124 16 19; 127 86 16; 128 97 86; 129 40 64; 130 39 40; 131 36 39; 134 87 36; 135 98 87; 136 15 65; 137 14 15; 138 11 14; 141 88 11; 142 99 88; 143 35 66; 144 34 35; 145 31 34; 148 89 31; 149 100 89; 150 25 67; 151 24 25; 152 21 24; 155 90 21; 156 101 90; 157 56 68; 158 57 56; 159 58 57; 162 91 58; 163 102 91; 164 51 70; 165 52 51; 166 53 52; 169 92 53; 170 103 92; 171 2 71; 172 4 2; 173 6 4; 176 93 6; 177 104 93; 201 61 62; 202 62 69; 203 69 63; 204 63 64; 205 64 65; 206 65 66; 207 66 67; 208 67 68; 209 68 70; 210 70 71; 211 94 95; 212 95 96; 213 96 97; 214 97 98; 215 98 99; 216 99 100; 217 100 101; 218 101 102; 219 102 103; 220 103 104; *********************************************************************************** START GROUP DEFINITION GEOMETRY _ENDLGSU 1 10 51 60 _ENDLGFLA 2 9 52 59 _ENDLGSP 3 TO 8 53 TO 58 _INTLGSU 11 20 21 30 _INTLGFLA 12 19 22 29

Page#103

_INTLGSP 13 TO 18 23 TO 28 _DUMMY 201 TO 220 _ENDCG 102 103 106 172 173 176 _SLAB1 108 TO 110 113 114 117 120 _SLAB2 115 TO 117 120 121 157 TO 159 162 163 _SLAB3 122 TO 124 127 128 150 TO 152 155 156 _SLAB4 129 TO 131 134 TO 138 141 TO 145 148 149 _SLAB5 101 107 171 177 END GROUP DEFINITION *********************************************************************************** DEFINE MATERIAL START ISOTROPIC M45 E 3.4e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40 E 3.3e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40-1 E 3.3e+006 POISSON 0.15 DENSITY 0 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL *********************************************************************************** MEMBER PROPERTY INDIAN 1 10 51 60 PRIS AX 2.1959 IX 0.2043 IY 0.000001 IZ 1.0807 2 9 52 59 PRIS AX 1.85685 IX 0.1149 IY 0.000001 IZ 0.9784 3 TO 8 53 TO 58 PRIS AX 1.5178 IX 0.0255 IY 0.000001 IZ 0.8761 11 20 21 30 PRIS AX 2.1959 IX 0.2043 IY 0.000001 IZ 1.0807 12 19 22 29 PRIS AX 1.85685 IX 0.1149 IY 0.000001 IZ 0.9784 13 TO 18 23 TO 28 PRIS AX 1.5178 IX 0.0255 IY 0.000001 IZ 0.8761 102 103 106 172 173 176 PRIS AX 0.9158 IX 0.0433 IY 0.000001 IZ 0.2826 108 TO 110 113 114 164 TO 166 169 170 PRIS AX 0.4084 IX 0.0034 IY 0.000001 IZ 0.0017 115 TO 117 120 121 157 TO 159 162 163 PRIS AX 0.6539 IX 0.0055 IY 0.000001 IZ 0.0028 122 TO 124 127 128 150 TO 152 155 156 PRIS AX 0.8965 IX 0.0076 IY 0.000001 IZ 0.0038 129 TO 131 134 TO 138 141 TO 145 148 149 PRIS AX 0.8227 IX 0.0069 IY 0.000001 IZ 0.0035 101 107 171 177 PRIS AX 0.1958 IX 0.0014 IY 0.000001 IZ 0.0008 201 TO 220 PRIS AX 0.0001 IX 1e-007 IY 1e-006 IZ 1e-007 ************************************************************************************ CONSTANTS MATERIAL M45 MEMB 1 TO 30 51 TO 60 MATERIAL M40 MEMB 102 103 106 172 173 176 MATERIAL M40-1 MEMB 101 107 TO 110 113 TO 117 120 TO 124 127 TO 131 134 TO 138 141 TO 145 148 TO 152 155 TO 159 162 TO 166 169 TO 171 177 201 -

Page#104

202 TO 220 ************************************************************************************ SUPPORTS 2 4 6 93 FIXED BUT FZ MX MY MZ 1 3 5 83 PINNED ************************************************************************************ MEMBER RELEASE 1 TO 30 51 TO 60 START MX 1 TO 30 51 TO 60 END MX DEFINE MOVING LOAD FILE LLLL.TXT ****I.F = 4.5/(6+29.25) = 1.1277 TYPE 1 CLAR 1.1277 TYPE 2 A70RR 1.1277 TYPE 3 A70RT 1.1 ***10% REDUCTION FOR 3 LANE LOADING TYPE 4 CLAR 1.015 TYPE 5 A70RR 1.015 TYPE 6 A70RT 1.0 *****20% REDUCTION FOR 4 LANE LOADING **TYPE 7 CLAR 0.90344 **TYPE 8 A70RR 0.90344 **TYPE 9 A70RT 0.88 *********************************************** ***CASE-1: 70RT VEHICLE PLACED AT MIN DIST FROM CRASH BARRIER ***Z=0.5+1.2+0.84/2+2.06=4.18 ***Z=12-(0.5+1.2+0.84/2)=9.88 ****(4.57+29.25)/.5=67.64 LOAD GENERATION 69 TYPE 3 -4.57 0 4.18 XINC 0.5 LOAD GENERATION 69 TYPE 3 -4.57 0 9.88 XINC 0.5 ***CASE-2: 70RT VEHICLE PLACED SYM. WRT 2ND GIRDER ***Z=1.5+3.0-2.06/2+2.06=5.53 ***Z=12-(1.5+3.0-2.06/2)=8.83 LOAD GENERATION 69 TYPE 3 -4.57 0 5.53 XINC 0.5 LOAD GENERATION 69 TYPE 3 -4.57 0 8.83 XINC 0.5 ***CASE-3: 70RT VEHICLE PLACED AT SYMMETRICAL TO THE DECK ***Z=6-2.06/2+2.06=7.03 LOAD GENERATION 69 TYPE 3 -4.57 0 7.03 XINC 0.5 ****CASE-5: 70RT + 1CLA VEHICLE, 70RT PLACED MIN DIST FROM CRASH BARRIER ****This load comb is for Max shear force due to mixed vehicular trafiic. ****Z=0.5+1.2+0.84/2+2.06=4.18 ****=0.5+7.5+0.4+1.8=10.2 ****(18.8+29.25)/.5=96.1 LOAD GENERATION 97 TYPE 6 -4.57 0 4.18 XINC 0.5 TYPE 4 -18.8 0 10.2 XINC 0.5 ****CASE-5a: 70RT + 1CLA VEHICLE, 70RT PLACED MIN DIST FROM CRASH BARRIER ****This load comb is for Max bending moment due to mixed vehicular trafiic. LOAD GENERATION 97 TYPE 6 -4.57 0 4.18 XINC 0.5 TYPE 4 -14.8 0 10.2 XINC 0.5 **CASE-6: 70RT + 1CLA VEHICLE, 70RT + Class A Placed with min distance ****This load comb is for Max shear force due to mixed vehicular trafiic. **Z=0.5+7.5-1.2-0.84/2=6.38 ****=0.5+7.5+0.4+1.8=10.2 LOAD GENERATION 97 TYPE 6 -4.57 0 6.38 XINC 0.5

Page#105

TYPE 4 -18.8 0 10.2 XINC 0.5 **CASE-6a: 70RT + 2CLA VEHICLE, 70RT + Class A Placed with min distance ****This load comb is for Max bending moment due to mixed vehicular trafiic. LOAD GENERATION 97 TYPE 6 -4.57 0 6.38 XINC 0.5 TYPE 4 -14.8 0 10.2 XINC 0.5 *CASE-7: 70RW VEHICLE PLACED AT MIN DIST TO C/B ***Z=0.5+1.2+0.86/2+1.93=4.06 ***Z=12-(0.5+1.2+0.86/2)=9.87 ***(13.4+29.25)/.5=85.3 LOAD GENERATION 86 TYPE 2 -13.4 0 4.06 XINC 0.5 LOAD GENERATION 86 TYPE 2 -13.4 0 9.87 XINC 0.5 *CASE-8: 70RW VEHICLE PLACED SYM. WRT 2ND GIRDER *Z=1.5+3.0-1.93/2+1.93=5.465 *Z=12-(1.5+3.0-1.93/2)=8.465 LOAD GENERATION 86 TYPE 2 -13.4 0 5.465 XINC 0.5 LOAD GENERATION 86 TYPE 2 -13.4 0 8.465 XINC 0.5 *CASE-9: 70RW VEHCLE PLACED AT SYMMETRICAL TO THE DECK ***Z=6-1.93/2+1.93=6.965 LOAD GENERATION 86 TYPE 2 -13.4 0 6.965 XINC 0.5 **CASE-11: 70RW + 1CLA VEHICLE PLACED MINIMUM DISTANCE FROM THE CRASH BARRIER ****Z=0.5+1.2+0.86/2+1.93=4.06 ****=0.5+7.5+0.4+1.8=10.2 LOAD GENERATION 97 TYPE 5 -13.4 0 4.06 XINC 0.5 TYPE 4 -18.8 0 10.2 XINC 0.5 **CASE-12: 70RW + 1CLA VEHICLE PLACED MINIMUM DISTANCE FROM THE CRASH BARRIER ****Z=0.5+7.5-1.2-0.86/2=6.37 ****=0.5+7.5+0.4+1.8=10.2 LOAD GENERATION 97 TYPE 5 -13.4 0 6.37 XINC 0.5 TYPE 4 -18.8 0 10.2 XINC 0.5 *CASE-13: 2 LANE CLASS A MIN DISTANCE FROM CRASH BARRIER *Z=0.5+0.4+1.8=2.7 * =(0.5+0.4+1.8)+1.70+1.8=6.2 LOAD GENERATION 97 TYPE 1 -18.8 0 2.7 XINC 0.5 TYPE 1 -18.8 0 6.2 XINC 0.5 *CASE-14: 2 LANE CLASS A VEHICLE DISTANCE FROM MEDIAN ****Z=0.5+7.5-0.4=7.6 ****=0.5+7.5+0.4+1.8=10.2 LOAD GENERATION 97 TYPE 1 -18.8 0 7.6 XINC 0.5 TYPE 1 -18.8 0 10.2 XINC 0.5 **CASE-15: 3 LANE CLASS A VEHICLE PLACED NEARER TO CRASH BARRIER **Z=0.5+0.4+1.8=2.7 ** =2.7+1.7+1.8=6.2 ****=6.2+1.7+1.8=9.7 LOAD GENERATION 97 TYPE 4 -18.8 0 2.7 XINC 0.5 TYPE 4 -18.8 0 6.2 XINC 0.5 TYPE 4 -18.8 0 9.7 XINC 0.5 PERFORM ANALYSIS PRINT SUPPORT REACTION ****EXTERNEL GIRDERS PRINT MEMBER FORCES LIST 1 TO 10 PRINT MEMBER FORCES LIST 51 TO 60 ****INTERNEL GIRDERS PRINT MEMBER FORCES LIST 11 TO 20 PRINT MEMBER FORCES LIST 21 TO 30 FINISH

Page#106

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 TITLE:

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

GRILLAGE MODEL OF PSC T-BEAM & SLAB FOR 30.65 m - NODE NUMBERING

GRILLAGE MODEL OF PSC T-BEAM & SLAB FOR 30.65m - MEMBER NUMBERING

Page#107

Montecarlo Limited PROJECT:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

TITLE:

DATE 2/10/2015

DESIGNED

CHECKED

JP

GMS

SHEET

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN 11.0 ANALYSIS RESULTS OF LONGITUDINAL GIRDERS FROM THE STAAD ANALYSIS 11.1 EXTERNEL GIRDER (FIRST GIRDER) I WC-3lane

@ Support @End of solild sec @ L/8 @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ 7L/8 @End of solild sec @ Support

Node Nos BM 't-m' 1 0.405 41 12.21 46 22.798 20 46.2 40 57.771 15 61.644 35 57.795 25 46.25 56 22.848 51 12.242 2 0.405

SF 't' 8.282 7.45 6.601 4.156 2.058 0.047 2.058 4.156 6.601 7.45 8.282

11.2 EXTERNEL GIRDER (FIFTH GIRDER) I WC-2lane Node SF 't' Nos BM 't-m' 83 0.405 8.282 @ Support 84 12.21 7.45 @End of solild sec @ L/8 85 22.798 6.601 @ 2L/8 86 46.2 4.156 @ 3L/8 87 57.771 2.058 @ 4L/8 88 61.644 0.047 89 57.795 2.058 @ 5L/8 90 46.25 4.156 @ 6L/8 @ 7L/8 91 22.848 6.601 92 12.242 7.45 @End of solild sec @ Support 93 0.405 8.282

III

V

VII

I+III+V+VII

II+IV+VI

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 7.048 17.461 38.258 83.378 103.028 109.43 102.589 82.041 38.718 16.894 7.048

SF 't' 16.339 14.243 10.356 5.74 1.871 1.871 1.871 5.74 10.356 14.243 16.339

III CB-2Lane BM 't-m' 7.048 17.461 38.258 83.378 103.028 109.43 102.589 82.041 38.718 16.894 7.048

SF 't' 16.339 14.243 10.356 5.74 1.871 1.871 1.871 5.74 10.356 14.243 16.339

BM 't-m' 0 59.306 118.489 244.194 304.142 326.35 302.19 235.168 108.644 55.526 11.205

SF 't' 41.667 40.874 40.451 31.728 24.322 16.037 21.347 28.73 37.281 37.687 39.295

BM 't-m' 0 0 0 0 0 0 0 0 0 0 0

SF 't' 0 0 0 0 0 0 0 0 0 0 0

BM 't-m' 7.453 88.977 179.545 373.772 464.941 497.424 462.574 363.459 170.21 84.662 18.658

SF 't' 66.288 62.567 57.408 41.624 28.251 17.955 25.276 38.626 54.238 59.38 63.916

BM 't-m' 1.85 158.34 290.15 444.38 534.56 539.87 533.64 434.69 276.34 148.10 5.82

SF 't' 83.28 72.83 61.03 49.12 36.26 32.67 31.67 46.16 58.96 68.88 78.56

V

VII

I+III+V+VII

II+IV+VI

LL-2Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0 59.306 118.489 244.194 304.142 326.35 302.19 235.168 108.644 55.526 10.185

SF 't' 41.667 40.874 40.451 31.728 24.322 16.037 21.347 28.73 37.281 37.687 39.295

BM 't-m' 0 0 0 0 0 0 0 0 0 0 0

SF 't' 0 0 0 0 0 0 0 0 0 0 0

BM 't-m' 7.453 88.977 179.545 373.772 464.941 497.424 462.574 363.459 170.21 84.662 17.638

SF 't' 66.288 62.567 57.408 41.624 28.251 17.955 25.276 38.626 54.238 59.38 63.916

BM 't-m' 1.85 158.34 290.15 444.38 534.56 539.87 533.64 434.69 276.34 148.10 5.41

SF 't' 83.28 72.83 61.03 49.12 36.26 32.67 31.67 46.16 58.96 68.88 78.56

Page #108

Montecarlo Limited PROJECT:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

TITLE:

DATE 2/10/2015

DESIGNED

CHECKED

JP

GMS

SHEET

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN 11.3 INTERNEL GIRDER (SECOND GIRDER) I WC-2lane

@ Support @End of solild sec @ L/8 @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ 7L/8 @End of solild sec @ Support

Node Nos BM 't-m' 3 0.405 42 12.973 47 24.846 19 50.853 39 63.546 14 67.76 34 63.521 24 50.802 57 24.796 52 12.942 4 0.405

SF 't' 9.414 8.431 7.465 4.692 2.366 0.047 2.366 4.692 7.465 8.431 9.414

11.4 INTERNEL GIRDER (THIRD GIRDER) I WC-2lane Node SF 't' Nos BM 't-m' @ Support 5 0.405 9.414 @End of solild sec 43 12.973 8.431 @ L/8 48 24.846 7.465 @ 2L/8 16 50.853 4.692 @ 3L/8 36 63.546 2.366 @ 4L/8 11 67.76 0.047 @ 5L/8 31 63.521 2.366 @ 6L/8 21 50.802 4.692 @ 7L/8 58 24.796 7.465 @End of solild sec 53 12.942 8.431 @ Support 6 0.405 9.414

III

V

VII

I+III+V+VII

II+IV+VI

CB-2Lane

LL-2Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 7.234 3.329 0.908 1.531 2.227 2.452 2.666 2.437 1.797 3.897 7.234

SF 't' 2.603 2.603 1.992 0.982 0.31 0.061 0.31 0.982 1.992 2.603 2.603

III CB-2Lane BM 't-m' 7.234 3.329 0.908 1.531 2.227 2.452 2.666 2.437 1.797 3.897 7.234

SF 't' 2.603 2.603 1.992 0.982 0.31 0.061 0.31 0.982 1.992 2.603 2.603

BM 't-m' 0 67.475 123.163 215.795 263.608 279.669 263.893 210.368 110.926 58.574 3.45

SF 't' 52.486 42.503 44.286 34.94 30.516 24.707 26.272 30.799 40.263 39.696 46.395

BM 't-m' 0 0 0 0 0 0 0 0 0 0 0

SF 't' 0 0 0 0 0 0 0 0 0 0 0

BM 't-m' 7.639 83.777 148.917 268.179 329.381 349.881 330.08 263.607 137.519 75.413 11.089

SF 't' 64.503 53.537 53.743 40.614 33.192 24.815 28.948 36.473 49.72 50.73 58.412

BM 't-m' 2.18 120.36 209.38 290.43 348.87 367.78 346.77 290.20 199.55 112.69 4.00

SF 't' 64.26 52.58 39.45 38.48 35.05 46.51 37.98 36.82 37.67 49.63 60.63

V

VII

I+III+V+VII

II+IV+VI

LL-2Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0 67.475 123.163 219.909 267.915 286.175 265.28 210.368 110.926 58.705 3.45

SF 't' 52.486 42.503 44.286 34.94 30.516 24.707 26.272 30.799 40.263 39.696 46.395

BM 't-m' 0 0 0 0 0 0 0 0 0 0 0

SF 't' 0 0 0 0 0 0 0 0 0 0 0

BM 't-m' 7.639 83.777 148.917 272.293 333.688 356.387 331.467 263.607 137.519 75.544 11.089

SF 't' 64.503 53.537 53.743 40.614 33.192 24.815 28.948 36.473 49.72 50.73 58.412

BM 't-m' 2.18 120.36 209.38 303.00 371.56 399.35 369.28 293.26 199.55 112.70 4.00

SF 't' 64.26 52.58 41.41 39.68 34.98 46.51 37.98 37.17 38.03 49.79 60.63

Page #109

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

12.0 Partial safety factor for varification of structural strength ( Ultimate Limit State) as per Table-3.2 IRC-6:2010 12.1 EXTERNEL GIRDER (FIRST GIRDER)

Considering CWLL Leading load

WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 1.35 41 1.35 46 1.35 20 1.35 40 1.35 15 1.35 35 1.35 25 1.35 56 1.35 51 1.35 2 1.35

CB SF 't' 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35

BM 't-m' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

LL

SF 't' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

BM 't-m' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

FPLL

SF 't' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

BM 't-m' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

SF 't' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

12.2 EXTERNEL GIRDER (FIFTH GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' 83 1.35 84 1.35 85 1.35 86 1.35 87 1.35 88 1.35 89 1.35 90 1.35 91 1.35 92 1.35 93 1.35

CB SF 't' 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35

BM 't-m' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

LL

SF 't' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

BM 't-m' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

FPLL

SF 't' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

BM 't-m' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

SF 't' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

Page #110

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

12.3 INTERNEL GIRDER (SECOND GIRDER) WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 1.35 42 1.35 47 1.35 19 1.35 39 1.35 14 1.35 34 1.35 24 1.35 57 1.35 52 1.35 4 1.35

CB SF 't' 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35

BM 't-m' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

LL

SF 't' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

BM 't-m' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

FPLL

SF 't' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

BM 't-m' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

SF 't' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

12.4 INTERNEL GIRDER (THIRD GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' 5 1.35 43 1.35 48 1.35 16 1.35 36 1.35 11 1.35 31 1.35 21 1.35 58 1.35 53 1.35 6 1.35

CB SF 't' 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35

BM 't-m' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

LL

SF 't' 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75

BM 't-m' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

FPLL

SF 't' 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

BM 't-m' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

SF 't' 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15

Page #111

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE 2/10/2015 SHEET

13.0 ANALYSIS RESULTS OF LONGITUDINAL GIRDERS AS PER ULTIMATE LIMIT STATE 13.1 EXTERNEL GIRDER (FIRST GIRDER) I

SUMMARY

WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 0.55 41 16.48 46 30.78 20 62.37 40 77.99 15 83.22 35 78.02 25 62.44 56 30.84 51 16.53 2 0.55

SF 't' 11.18 10.06 8.91 5.61 2.78 0.06 2.78 5.61 8.91 10.06 11.18

13.2 EXTERNEL GIRDER (FIFTH GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 83 0.55 11.18 @End of solild sec 84 16.48 10.06 @ End of tap. Sec 85 30.78 8.91 @ 2L/8 86 62.37 5.61 @ 3L/8 87 77.99 2.78 88 83.22 0.06 @ 4L/8 @ 5L/8 89 78.02 2.78 @ 6L/8 90 62.44 5.61 91 30.84 8.91 @ End of tap. Sec @End of solild sec 92 16.53 10.06 @ Support 93 0.55 11.18

III

V

VII

I+III+V+VII

II+IV+VI

External Girder

External Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 12.33 30.56 66.95 145.91 180.30 191.50 179.53 143.57 67.76 29.56 12.33

SF 't' 28.59 24.93 18.12 10.05 3.27 3.27 3.27 10.05 18.12 24.93 28.59

III CB-3Lane BM 't-m' 12.33 30.56 66.95 145.91 180.30 191.50 179.53 143.57 67.76 29.56 12.33

SF 't' 28.59 24.93 18.12 10.05 3.27 3.27 3.27 10.05 18.12 24.93 28.59

BM 't-m' 0.00 88.96 177.73 366.29 456.21 489.53 453.29 352.75 162.97 83.29 16.81

SF 't' 62.50 61.31 60.68 47.59 36.48 24.06 32.02 43.10 55.92 56.53 58.94

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 12.88 136.00 275.46 574.57 714.50 764.25 710.84 558.76 261.57 129.38 29.69

SF 't' 102.27 96.29 87.71 63.25 42.54 27.39 38.07 58.75 82.96 91.51 98.72

BM 't-m' 3.23 241.04 441.50 675.07 809.41 812.90 808.01 660.54 420.85 225.59 9.18

SF 't' 126.79 110.55 92.04 73.21 54.33 50.00 47.45 68.78 88.94 104.62 119.71

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 88.96 177.73 366.29 456.21 489.53 453.29 352.75 162.97 83.29 15.28

SF 't' 62.50 61.31 60.68 47.59 36.48 24.06 32.02 43.10 55.92 56.53 58.94

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 12.88 136.00 275.46 574.57 714.50 764.25 710.84 558.76 261.57 129.38 28.16

SF 't' 102.27 96.29 87.71 63.25 42.54 27.39 38.07 58.75 82.96 91.51 98.72

BM 't-m' 3.23 241.04 441.50 675.07 809.41 812.90 808.01 660.54 420.85 225.59 8.57

BM 't-m' 0.00 88.96 177.73 366.29 456.21 489.53 453.29 352.75 162.97 83.29 16.81

SF 't' 62.50 61.31 60.68 47.59 36.48 24.06 32.02 43.10 55.92 56.53 58.94

BM 't-m' 12.88 47.04 97.73 208.28 258.29 274.72 257.55 206.01 98.60 46.09 12.88

SF 't' 39.77 34.98 27.03 15.66 6.05 3.34 6.05 15.66 27.03 34.98 39.77

SF 't' 126.79 110.55 92.04 73.21 54.33 50.00 47.45 68.78 88.94 104.62 119.71

Page #112

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

13.3 INTERNEL GIRDER (SECOND GIRDER) I WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 0.55 42 17.51 47 33.54 19 68.65 39 85.79 14 91.48 34 85.75 24 68.58 57 33.47 52 17.47 4 0.55

SF 't' 12.71 11.38 10.08 6.33 3.19 0.06 3.19 6.33 10.08 11.38 12.71

13.4 INTERNEL GIRDER (THIRD GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 5 0.55 12.71 43 17.51 11.38 @End of solild sec @ End of tap. Sec 48 33.54 10.08 16 68.65 6.33 @ 2L/8 @ 3L/8 36 85.79 3.19 @ 4L/8 11 91.48 0.06 31 85.75 3.19 @ 5L/8 @ 6L/8 21 68.58 6.33 @ End of tap. Sec 58 33.47 10.08 @End of solild sec 53 17.47 11.38 6 0.55 12.71 @ Support

DATE 2/10/2015 SHEET

III

V

VII

I+III+V+VII

II+IV+VI

Internal Girder

Internal Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 12.66 5.83 1.59 2.68 3.90 4.29 4.67 4.26 3.14 6.82 12.66

SF 't' 4.56 4.56 3.49 1.72 0.54 0.11 0.54 1.72 3.49 4.56 4.56

III CB-3Lane BM 't-m' 12.66 5.83 1.59 2.68 3.90 4.29 4.67 4.26 3.14 6.82 12.66

SF 't' 4.56 4.56 3.49 1.72 0.54 0.11 0.54 1.72 3.49 4.56 4.56

BM 't-m' 0.00 101.21 184.74 323.69 395.41 419.50 395.84 315.55 166.39 87.86 5.18

SF 't' 78.73 63.75 66.43 52.41 45.77 37.06 39.41 46.20 60.39 59.54 69.59

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 13.21 124.55 219.88 395.02 485.10 515.27 486.26 388.40 203.01 112.15 18.38

SF 't' 95.99 79.69 79.99 60.46 49.51 37.23 43.14 54.25 73.96 75.48 86.86

BM 't-m' 3.81 177.58 308.77 428.77 517.78 550.71 514.64 428.48 294.10 166.16 6.53

SF 't' 94.96 77.67 58.47 57.87 53.63 71.21 58.03 55.38 55.80 73.25 89.51

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 101.21 184.74 329.86 401.87 429.26 397.92 315.55 166.39 88.06 5.18

SF 't' 78.73 63.75 66.43 52.41 45.77 37.06 39.41 46.20 60.39 59.54 69.59

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 13.21 124.55 219.88 401.19 491.56 525.03 488.34 388.40 203.01 112.35 18.38

SF 't' 95.99 79.69 79.99 60.46 49.51 37.23 43.14 54.25 73.96 75.48 86.86

BM 't-m' 3.81 177.58 308.77 447.61 551.80 598.07 548.41 433.07 294.10 166.17 6.53

BM 't-m' 0.00 101.21 184.74 329.86 401.87 429.26 397.92 315.55 166.39 88.06 5.18

SF 't' 78.73 63.75 66.43 52.41 45.77 37.06 39.41 46.20 60.39 59.54 69.59

BM 't-m' 13.21 23.34 35.13 71.33 89.68 95.77 90.42 72.85 36.62 24.29 13.21

SF 't' 17.26 15.94 13.56 8.05 3.74 0.17 3.74 8.05 13.56 15.94 17.26

SF 't' 94.96 77.67 61.41 59.67 53.53 71.21 58.03 55.90 56.34 73.49 89.51

Page #113

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

14.0 Partial safety factor for varification of structural strength ( Serviceability Limit State--Rare combination) as per Table-3.3 IRC-6:2010

14.1 EXTERNEL GIRDER (FIRST GIRDER)

Considering CWLL Leading load

WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 1 41 1 46 1 20 1 40 1 15 1 35 1 25 1 56 1 51 1 2 1

CB SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

FPLL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

14.2 EXTERNEL GIRDER (FIFTH GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' SF 't' 83 1 1 84 1 1 85 1 1 86 1 1 87 1 1 88 1 1 89 1 1 90 1 1 91 1 1 92 1 1 93 1 1

CB BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

FPLL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

Page #114

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

14.3 INTERNEL GIRDER (SECOND GIRDER) WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 1 42 1 47 1 19 1 39 1 14 1 34 1 24 1 57 1 52 1 4 1

CB SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

FPLL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

14.4 INTERNEL GIRDER (THIRD GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' SF 't' 5 1 1 43 1 1 48 1 1 16 1 1 36 1 1 11 1 1 31 1 1 21 1 1 58 1 1 53 1 1 6 1 1

CB BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

FPLL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

Page #115

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

15.0 ANALYSIS RESULTS OF LONGITUDINAL GIRDERS AS PER SERVICEABILITY OF LIMIT STATE --RARE COMBINATION 15.1 EXTERNEL GIRDER (FIRST GIRDER) I

SUMMARY

WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 0.41 41 12.21 46 22.80 20 46.20 40 57.77 15 61.64 35 57.80 25 46.25 56 22.85 51 12.24 2 0.41

SF 't' 8.28 7.45 6.60 4.16 2.06 0.05 2.06 4.16 6.60 7.45 8.28

15.2 EXTERNEL GIRDER (FIFTH GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 83 0.41 8.28 @End of solild sec 84 12.21 7.45 @ End of tap. Sec 85 22.80 6.60 @ 2L/8 86 46.20 4.16 @ 3L/8 87 57.77 2.06 88 61.64 0.05 @ 4L/8 @ 5L/8 89 57.80 2.06 @ 6L/8 90 46.25 4.16 91 22.85 6.60 @ End of tap. Sec @End of solild sec 92 12.24 7.45 @ Support 93 0.41 8.28

III

V

VII

I+III+V+VII

II+IV+VI

External Girder

External Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 7.05 17.46 38.26 83.38 103.03 109.43 102.59 82.04 38.72 16.89 7.05

SF 't' 16.34 14.24 10.36 5.74 1.87 1.87 1.87 5.74 10.36 14.24 16.34

III CB-3Lane BM 't-m' 7.05 17.46 38.26 83.38 103.03 109.43 102.59 82.04 38.72 16.89 7.05

SF 't' 16.34 14.24 10.36 5.74 1.87 1.87 1.87 5.74 10.36 14.24 16.34

BM 't-m' 0.00 59.31 118.49 244.19 304.14 326.35 302.19 235.17 108.64 55.53 11.21

SF 't' 41.67 40.87 40.45 31.73 24.32 16.04 21.35 28.73 37.28 37.69 39.30

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.45 88.98 179.55 373.77 464.94 497.42 462.57 363.46 170.21 84.66 18.66

SF 't' 66.29 62.57 57.41 41.62 28.25 17.96 25.28 38.63 54.24 59.38 63.92

BM 't-m' 1.85 158.34 290.15 444.38 534.56 539.87 533.64 434.69 276.34 148.10 5.82

SF 't' 83.28 72.83 61.03 49.12 36.26 32.67 31.67 46.16 58.96 68.88 78.56

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 59.31 118.49 244.19 304.14 326.35 302.19 235.17 108.64 55.53 10.19

SF 't' 41.67 40.87 40.45 31.73 24.32 16.04 21.35 28.73 37.28 37.69 39.30

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.45 88.98 179.55 373.77 464.94 497.42 462.57 363.46 170.21 84.66 17.64

SF 't' 66.29 62.57 57.41 41.62 28.25 17.96 25.28 38.63 54.24 59.38 63.92

BM 't-m' 1.85 158.34 290.15 444.38 534.56 539.87 533.64 434.69 276.34 148.10 5.41

BM 't-m' 0.00 59.31 118.49 244.19 304.14 326.35 302.19 235.17 108.64 55.53 11.21

SF 't' 41.67 40.87 40.45 31.73 24.32 16.04 21.35 28.73 37.28 37.69 39.30

BM 't-m' 7.45 29.67 61.06 129.58 160.80 171.07 160.38 128.29 61.57 29.14 7.45

SF 't' 24.62 21.69 16.96 9.90 3.93 1.92 3.93 9.90 16.96 21.69 24.62

SF 't' 83.28 72.83 61.03 49.12 36.26 32.67 31.67 46.16 58.96 68.88 78.56

Page #116

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

15.3 INTERNEL GIRDER (SECOND GIRDER) I WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 0.41 42 12.97 47 24.85 19 50.85 39 63.55 14 67.76 34 63.52 24 50.80 57 24.80 52 12.94 4 0.41

SF 't' 9.41 8.43 7.47 4.69 2.37 0.05 2.37 4.69 7.47 8.43 9.41

15.4 INTERNEL GIRDER (THIRD GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 5 0.41 9.41 43 12.97 8.43 @End of solild sec @ End of tap. Sec 48 24.85 7.47 16 50.85 4.69 @ 2L/8 @ 3L/8 36 63.55 2.37 @ 4L/8 11 67.76 0.05 @ 5L/8 31 63.52 2.37 @ 6L/8 21 50.80 4.69 @ End of tap. Sec 58 24.80 7.47 @End of solild sec 53 12.94 8.43 6 0.41 9.41 @ Support

SHEET

III

V

VII

I+III+V+VII

II+IV+VI

Internal Girder

Internal Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 7.23 3.33 0.91 1.53 2.23 2.45 2.67 2.44 1.80 3.90 7.23

SF 't' 2.60 2.60 1.99 0.98 0.31 0.06 0.31 0.98 1.99 2.60 2.60

III CB-3Lane BM 't-m' 7.23 3.33 0.91 1.53 2.23 2.45 2.67 2.44 1.80 3.90 7.23

SF 't' 2.60 2.60 1.99 0.98 0.31 0.06 0.31 0.98 1.99 2.60 2.60

BM 't-m' 0.00 67.48 123.16 215.80 263.61 279.67 263.89 210.37 110.93 58.57 3.45

SF 't' 52.49 42.50 44.29 34.94 30.52 24.71 26.27 30.80 40.26 39.70 46.40

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.64 83.78 148.92 268.18 329.38 349.88 330.08 263.61 137.52 75.41 11.09

SF 't' 64.50 53.54 53.74 40.61 33.19 24.82 28.95 36.47 49.72 50.73 58.41

BM 't-m' 2.18 120.36 209.38 290.43 348.87 367.78 346.77 290.20 199.55 112.69 4.00

SF 't' 64.26 52.58 39.45 38.48 35.05 46.51 37.98 36.82 37.67 49.63 60.63

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 67.48 123.16 219.91 267.92 286.18 265.28 210.37 110.93 58.71 3.45

SF 't' 52.49 42.50 44.29 34.94 30.52 24.71 26.27 30.80 40.26 39.70 46.40

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.64 83.78 148.92 272.29 333.69 356.39 331.47 263.61 137.52 75.54 11.09

SF 't' 64.50 53.54 53.74 40.61 33.19 24.82 28.95 36.47 49.72 50.73 58.41

BM 't-m' 2.18 120.36 209.38 303.00 371.56 399.35 369.28 293.26 199.55 112.70 4.00

BM 't-m' 0.00 67.48 123.16 219.91 267.92 286.18 265.28 210.37 110.93 58.71 3.45

SF 't' 52.49 42.50 44.29 34.94 30.52 24.71 26.27 30.80 40.26 39.70 46.40

BM 't-m' 7.64 16.30 25.75 52.38 65.77 70.21 66.19 53.24 26.59 16.84 7.64

SF 't' 12.02 11.03 9.46 5.67 2.68 0.11 2.68 5.67 9.46 11.03 12.02

SF 't' 64.26 52.58 41.41 39.68 34.98 46.51 37.98 37.17 38.03 49.79 60.63

Page #117

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

16.0 Partial safety factor for varification of structural strength ( Serviceability Limit State--Frequent combination) as per Table-3.3 IRC-6:2010

16.1 EXTERNEL GIRDER (FIRST GIRDER)

Considering CWLL Leading load

WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 1 41 1 46 1 20 1 40 1 15 1 35 1 25 1 56 1 51 1 2 1

CB SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

FPLL

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

BM 't-m' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

SF 't' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

16.2 EXTERNEL GIRDER (FIFTH GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' SF 't' 83 1 1 84 1 1 85 1 1 86 1 1 87 1 1 88 1 1 89 1 1 90 1 1 91 1 1 92 1 1 93 1 1

CB BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

FPLL

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

BM 't-m' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

SF 't' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

Page #118

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE 2/10/2015

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

SHEET

16.3 INTERNEL GIRDER (SECOND GIRDER) WC

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 1 42 1 47 1 19 1 39 1 14 1 34 1 24 1 57 1 52 1 4 1

CB SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

FPLL

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

BM 't-m' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

SF 't' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

16.4 INTERNEL GIRDER (THIRD GIRDER)

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

WC Node Nos BM 't-m' SF 't' 5 1 1 43 1 1 48 1 1 16 1 1 36 1 1 11 1 1 31 1 1 21 1 1 58 1 1 53 1 1 6 1 1

CB BM 't-m' 1 1 1 1 1 1 1 1 1 1 1

LL

SF 't' 1 1 1 1 1 1 1 1 1 1 1

BM 't-m' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

FPLL

SF 't' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

BM 't-m' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

SF 't' 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

Page #119

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DATE 2/10/2015 SHEET

17.0 ANALYSIS RESULTS OF LONGITUDINAL GIRDERS AS PER SERVICEABILITY OF LIMIT STATE --Frequent COMBINATION 17.1 EXTERNEL GIRDER (FIRST GIRDER) I

SUMMARY

WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 1 0.41 41 12.21 46 22.80 20 46.20 40 57.77 15 61.64 35 57.80 25 46.25 56 22.85 51 12.24 2 0.41

SF 't' 8.28 7.45 6.60 4.16 2.06 0.05 2.06 4.16 6.60 7.45 8.28

17.2 EXTERNEL GIRDER (FIFTH GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 83 0.41 8.28 @End of solild sec 84 12.21 7.45 @ End of tap. Sec 85 22.80 6.60 @ 2L/8 86 46.20 4.16 @ 3L/8 87 57.77 2.06 88 61.64 0.05 @ 4L/8 @ 5L/8 89 57.80 2.06 @ 6L/8 90 46.25 4.16 91 22.85 6.60 @ End of tap. Sec @End of solild sec 92 12.24 7.45 @ Support 93 0.41 8.28

III

V

VII

I+III+V+VII

II+IV+VI

External Girder

External Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 7.05 17.46 38.26 83.38 103.03 109.43 102.59 82.04 38.72 16.89 7.05

SF 't' 16.34 14.24 10.36 5.74 1.87 1.87 1.87 5.74 10.36 14.24 16.34

III CB-3Lane BM 't-m' 7.05 17.46 38.26 83.38 103.03 109.43 102.59 82.04 38.72 16.89 7.05

SF 't' 16.34 14.24 10.36 5.74 1.87 1.87 1.87 5.74 10.36 14.24 16.34

BM 't-m' 0.00 44.48 88.87 183.15 228.11 244.76 226.64 176.38 81.48 41.64 8.40

SF 't' 31.25 30.66 30.34 23.80 18.24 12.03 16.01 21.55 27.96 28.27 29.47

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.45 74.15 149.92 312.72 388.91 415.84 387.03 304.67 143.05 70.78 15.86

SF 't' 55.87 52.35 47.30 33.69 22.17 13.95 19.94 31.44 44.92 49.96 54.09

BM 't-m' 1.85 130.53 239.15 365.75 438.51 440.15 437.80 358.49 228.86 122.77 4.83

SF 't' 68.75 59.74 49.47 38.60 28.28 25.54 24.83 36.39 47.92 56.77 65.22

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 44.48 88.87 183.15 228.11 244.76 226.64 176.38 81.48 41.64 7.64

SF 't' 31.25 30.66 30.34 23.80 18.24 12.03 16.01 21.55 27.96 28.27 29.47

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.45 74.15 149.92 312.72 388.91 415.84 387.03 304.67 143.05 70.78 15.09

SF 't' 55.87 52.35 47.30 33.69 22.17 13.95 19.94 31.44 44.92 49.96 54.09

BM 't-m' 1.85 130.53 239.15 365.75 438.51 440.15 437.80 358.49 228.86 122.77 4.52

BM 't-m' 0.00 44.48 88.87 183.15 228.11 244.76 226.64 176.38 81.48 41.64 8.40

SF 't' 31.25 30.66 30.34 23.80 18.24 12.03 16.01 21.55 27.96 28.27 29.47

BM 't-m' 7.45 29.67 61.06 129.58 160.80 171.07 160.38 128.29 61.57 29.14 7.45

SF 't' 24.62 21.69 16.96 9.90 3.93 1.92 3.93 9.90 16.96 21.69 24.62

SF 't' 68.75 59.74 49.47 38.60 28.27 25.54 24.83 36.39 47.92 56.77 65.22

Page #120

Montecarlo Limited PROJECT: TITLE:

DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001

Badmer-Sanchor-Gujarat Border Section of NH-15

DESIGNED

CHECKED

JP

GMS

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

17.3 INTERNEL GIRDER (SECOND GIRDER) I WC-3lane

@ Support @End of solild sec @ End of tap. Sec @ 2L/8 @ 3L/8 @ 4L/8 @ 5L/8 @ 6L/8 @ End of tap. Sec @End of solild sec @ Support

Node Nos BM 't-m' 3 0.41 42 12.97 47 24.85 19 50.85 39 63.55 14 67.76 34 63.52 24 50.80 57 24.80 52 12.94 4 0.41

SF 't' 9.41 8.43 7.47 4.69 2.37 0.05 2.37 4.69 7.47 8.43 9.41

17.4 INTERNEL GIRDER (THIRD GIRDER) I WC-3lane Node SF 't' Nos BM 't-m' @ Support 5 0.41 9.41 43 12.97 8.43 @End of solild sec @ End of tap. Sec 48 24.85 7.47 16 50.85 4.69 @ 2L/8 @ 3L/8 36 63.55 2.37 @ 4L/8 11 67.76 0.05 @ 5L/8 31 63.52 2.37 @ 6L/8 21 50.80 4.69 @ End of tap. Sec 58 24.80 7.47 @End of solild sec 53 12.94 8.43 6 0.41 9.41 @ Support

DATE 2/10/2015 SHEET

III

V

VII

I+III+V+VII

II+IV+VI

Internal Girder

Internal Girder

CB-3Lane

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

LL

SIDL

BM 't-m' 7.23 3.33 0.91 1.53 2.23 2.45 2.67 2.44 1.80 3.90 7.23

SF 't' 2.60 2.60 1.99 0.98 0.31 0.06 0.31 0.98 1.99 2.60 2.60

III CB-3Lane BM 't-m' 7.23 3.33 0.91 1.53 2.23 2.45 2.67 2.44 1.80 3.90 7.23

SF 't' 2.60 2.60 1.99 0.98 0.31 0.06 0.31 0.98 1.99 2.60 2.60

BM 't-m' 0.00 50.61 92.37 161.85 197.71 209.75 197.92 157.78 83.19 43.93 2.59

SF 't' 39.36 31.88 33.21 26.21 22.89 18.53 19.70 23.10 30.20 29.77 34.80

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.64 66.91 118.13 214.23 263.48 279.96 264.11 211.02 109.79 60.77 10.23

SF 't' 51.38 42.91 42.67 31.88 25.56 18.64 22.38 28.77 39.65 40.81 46.81

BM 't-m' 2.18 95.46 166.81 234.54 285.54 306.14 283.98 234.42 159.51 89.79 3.55

SF 't' 51.15 42.01 32.04 31.18 28.41 36.37 30.61 29.94 30.70 39.80 48.43

V

VII

I+III+V+VII

II+IV+VI

LL-3Lane

FPLL

SIDL-3L + LL-3L

SIDL-3L + LL-3L

BM 't-m' 0.00 50.61 92.37 164.93 200.94 214.63 198.96 157.78 83.19 44.03 2.59

SF 't' 39.36 31.88 33.21 26.21 22.89 18.53 19.70 23.10 30.20 29.77 34.80

BM 't-m' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SF 't' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BM 't-m' 7.64 66.91 118.13 217.32 266.71 284.84 265.15 211.02 109.79 60.87 10.23

SF 't' 51.38 42.91 42.67 31.88 25.56 18.64 22.38 28.77 39.65 40.81 46.81

BM 't-m' 2.18 95.46 166.81 243.96 302.55 329.82 300.87 236.72 159.51 89.79 3.55

BM 't-m' 0.00 50.61 92.37 164.93 200.94 214.63 198.96 157.78 83.19 44.03 2.59

SF 't' 39.36 31.88 33.21 26.21 22.89 18.53 19.70 23.10 30.20 29.77 34.80

BM 't-m' 7.64 16.30 25.75 52.38 65.77 70.21 66.19 53.24 26.59 16.84 7.64

SF 't' 12.02 11.03 9.46 5.67 2.68 0.11 2.68 5.67 9.46 11.03 12.02

SF 't' 51.15 42.01 33.51 32.08 28.36 36.37 30.61 30.20 30.97 39.92 48.43

Page #121

Montecarlo Limited DOCUMENT NO.

PROJECT:

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

TITLE:

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

DESIGN OF DECK SLAB 1.1 DATA INPUT SR NO 1 2 3 4 5 6 7

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

UNIT m m m m m m m

8

Density of concrete

t/m3

2.50

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

2.20 40.00 500.00 19.20 14.40 400.00 6.06 0.30 0.50 1.50 0.225 40.00

9 10 11 12 13 14 15 16 17 18 19 20 0.50

mm m m m mm

VALUE 3.00 0.225 12.00 1.20 0.15 0.29 0.065

0.1

All dimensions are in m. 0.50

11.00 1.50

3.00

3.00

3.00

1.50

1.2 ANALYSIS OF CANTILEVER SLAB Cantilever span= 1.5 - (1.2 / 2)) = 0.9 m Wt. of crash barrier = 0.3 * 2.5 + 0 0.99 t/m

wt. of slab =

wt. of WC =

at face of flange 0.225 * 0.9 * 2.5 0.506 t/m 0.1 * 0.4 * 2.2 0.088 t/m

and

and

at face of web 0.225 * 1.355 * 2.5 0.762 t/m

I.F. = a1 = b1 = beff = class A with I.F. = LL per meter =

1.5000 0.60 0.38 1.1 8.55 7.773

m m m t t/m

0.1 * 0.855 * 2.2 0.188 t/m

Page #122

1.2.1

Moment due to DL Moment at the face = (0.99 * (0.9 - 0.25)) + (0.506 * 0.45) of flange = 0.870 t.m/m Moment at the face = (0.99 * (1.355 - 0.25)) + (0.762 * (1.5-0.145)/2) of web = 1.61 t.m/m

1.2.2

Moment due to SIDL Moment at the face = (0.088 * 0.45) of flange = 0.04 t.m/m Moment at the face = (0.188 * (1.5-0.145)/2) of web = 0.13 t.m/m

1.2.3

Moment due to LL Moment at the face = (7.773 * 0.9/2) of flange = 3.50 t.m/m Moment at the face = (7.773 * (1.5-0.145)/2)) of web = 5.27 t.m/m BM t.m/m ULS factor

SLS- Rare factor

SLS- QPC factor

BM due to DL at face of flange BM due to SIDL at face of flange BM due to LL at face of flange

= = =

0.87 0.04 3.50

1.35 1.75 1.50

1.00 1.00 1.00

1.00 1.00 0.00

BM due to DL at face of web BM due to SIDL at face of web BM due to LL at face of web

= = =

1.61 0.13 5.27

1.35 1.75 1.50

1.00 1.00 1.00

1.00 1.00 0.00

DL+SIDL+LL =

DL+SIDL+LL =

ULS BM SLS- Rare SLS- QPC t.m/m BM t.m/m BM t.m/m 1.17 0.87 0.87 0.07 0.04 0.04 5.25 3.5 0 6.49 4.41 0.91 2.17 1.61 1.61 0.23 0.13 0.13 7.91 5.27 0 10.31 7.01 1.74

1.3 LOAD CALCULATIONS 1) Dead load calculation Self wt. of deck slab = 0.5625

t/m2

= 0.225*2.5

wt. of wearing coat = 0.22

t/m2

= 0.1*2.2

t/m2

= 0.5625+0.22

Total load = 0.7825

2) Live load calculation at central support a) FOR CLASS AA TRACKED VEHICLE A1 1.025

Value in T A1 = 35 A2 = 35

A2 1.025

3.00

3.00

Tyre size along the traffic direction = Tyre size perpendicular to the traffic direction =

3.00 3.6 m 0.85 m

(IRC-6-2010,cl.204.1.3)

Dispersion width Perp. the span = 0.85+ (2* (0.225+0.065)) B/L = 0.48 (=1.43/3) = 1.43 m Dispersion width along the span = ( 1.62*1.025* (1- (1.025/3))) + (3.6+ (2 * 0.065)) K= 1.62 For A1 & A2= 4.823 m (IRC-112-2011,cl.B-3.2) Impact factor = 1.25 Intensity of load with I.F. for A1 & A2 = 35*1.25/ (1.43*4.823) (IRC-6-2010) =

6.343

t/m2

Page #123

Value in T A1 = 10 A2 = 10

b) FOR 20T BOGIE AXLE A1 0.965

A2 0.965

3.00

3.00

Tyre size along the traffic direction = Tyre size perpendicular to the traffic direction =

3.00 0.265 m 0.83 m

Dispersion width Perp. the span = 0.83+ (2* (0.225+0.065)) B/L = 0.47 (=1.41/3) = 1.41 m Dispersion width along the span = ( 1.61*0.965* (1- (0.965/3))) + (0.265+ (2 * 0.065)) K= 1.61 For A1 & A2= 1.449 m (IRC-112-2011,cl.B-3.2) Impact factor = 1.5000 Intensity of load with I.F. for A1 & A2 = 10*1.5/ (1.41*1.449) (IRC-6-2010) =

7.342

t/m2

3) Live load calculation at centre of end span a) FOR CLASS AA TRACKED VEHICLE A1 1.50 1.50

A2 0.55

3.00

Value in T A1 = 35 A2 = 35 2.45

3.00

Tyre size along the traffic direction = Tyre size perpendicular to the traffic direction =

3.00 3.6 m 0.85 m

(IRC-6-2010,cl.204.1.3)

Dispersion width Perp. the span = 0.85+ (2* (0.225+0.065)) = 1.43 m Dispersion width along the span = ( 1.62*1.5* (1- (1.5/3))) + (3.6+ (2 * 0.065)) For A1 = 4.945 m Dispersion width along the span = ( 1.62*0.55* (1- (0.55/3))) + (3.6+ (2 * 0.065)) For A2 = 4.458 m

B/L =

0.48

(=1.43/3)

K= 1.62 (IRC-112-2011,cl.B-3.2)

Impact factor = 1.25 (IRC-6-2010)

Intensity of load with I.F. for A1 = 35*1.25/ (1.43*4.945) = 6.187 t/m2 Intensity of load with I.F. for A2 = 35*1.25/ (1.43*4.458) =

6.863

t/m2 Value in T A1 = 10 A2 = 10

b) FOR 20T BOGIE AXLE A1 1.50

1.50

A2 0.43

3.00

2.57

3.00

Tyre size along the traffic direction = Tyre size perpendicular to the traffic direction =

3.00 0.265 m 0.83 m

Dispersion width Perp. the span = 0.83+ (2* (0.225+0.065)) B/L = 0.47 (=1.41/3) = 1.41 m Dispersion width along the span = ( 1.61*1.5* (1- (1.5/3))) + (0.265+ (2 * 0.065)) K= 1.61 For A1 = 1.603 m (IRC-112-2011,cl.B-3.2) Dispersion width along the span = ( 1.61*0.43* (1- (0.43/3))) + (0.265+ (2 *0.065)) For A2 = 0.988 m Impact factor = 1.5000 Intensity of load with I.F. for A1 = 10*1.5/ (1.41*1.603) (IRC-6-2010) = 6.636 t/m2 Intensity of load with I.F. for A2 = 10*1.5/ (1.41*0.988) =

10.768

t/m2

Page #124

Value in T c) 3 LANE OF CLASS A LOADING A5 A1 = 5.7 0.50 A1 A2 A3 A4 A6 A2 = 5.7 0.600 1.200 0.100 1.700 1.3 1.800 0.8 0.4 1.70 1.7 0.400 3.00 3.00 3.00 1.5 Tyre size along the traffic direction = Tyre size perpendicular to the traffic direction =

0.25 m 0.5 m

Dispersion width Perp. the span = 0.5+ (2* (0.225+0.065)) = 1.08 m Dispersion width along the span = ( 1.33*1.2* (1- (1.2/3))) + (0.25+ (2 * 0.065)) For A2 = 1.338 m Dispersion width along the span = ( 1.33*0.1* (1- (0.1/3))) + (0.25+ (2 * 0.065)) For A3 = 0.509 m Dispersion width along the span = ( 1.33*1.3* (1- (1.3/3))) + (0.25+ (2 * 0.065)) For A4 = 1.36 m Dispersion width along the span = ( 1.33*0.4* (1- (0.4/3))) + (0.25+ (2 * 0.065)) For A5 = 0.841 m Dispersion width along the span = ( 1.33*0.8* (1- (0.8/3))) + (0.25+ (2 * 0.065)) For A6 = 1.16 m

A3 = A4 = A5 = A6 =

5.7 5.7 5.7 5.7

A1 Covered in cantilever design

B/L =

0.36

(=1.08/3)

K= 1.33 (IRC-112-2011,cl.B-3.2)

Impact factor = 1.500 (IRC-6-2010)

Intensity of load with I.F. for A2 = 5.7*1.5/ (1.08*1.338) t/m2 = 5.917 Intensity of load with I.F. for A3 = 5.7*1.5/ (1.08*0.509) = 15.553 t/m2 Intensity of load with I.F. for A4 = 5.7*1.5/ (1.08*1.36) t/m2 = 5.821 Intensity of load with I.F. for A5 = 5.7*1.5/ (1.08*0.841) t/m2 = 9.413 Intensity of load with I.F. for A6 = 5.7*1.5/ (1.08*1.16) =

6.825

t/m2

1.4 ANALYSIS OF SLAB Final Design moment from Staad Analysis :

ULS BM t.m/m Span moments = Intermediate supports moments =

6.26 6.29

SLS- Rare SLS- QPC BM t.m/m BM t.m/m 4.19 4.21

0.56 0.54

ULS SLS 0.27DL+0.3 0.2DL+0.2SI 5SIDL+ DL+ 0.3LL 0.45LL BM BM t.m/m t.m/m 1.80 1.81

1.20 1.21

Page #125

1.5 REINFORCEMENT SCHEDULE Sr. No. 1

Type

Bar Nos

Dia

Spacing (In mm)

Area of steel

b1 b b1 b

16 10 16 10

200 200 200 200

1005.31 392.70 1005.31 392.70

a a1 b b2 b1 b

10 16 10 12 16 10

200 200 200 200 200 200

392.70 1005.31 392.70 565.49 1005.31 392.70

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

2

Mid span slab a)Span moments b) Intermediate Supports c)End supports

Ast prov (In mm2)

Ast min (mm2)

Check for Ast min

Ast max (mm2)

Check Ast max

1398.01

276

OK

5625

OK

1398.01

510

OK

5625

OK

1398.01

276

OK

5625

OK

958.19

276

OK

5625

OK

1398.01

276

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

276

OK

2

Mid span slab a)Span moments b) Intermediate supports

10 10

200 200

392.70 392.70

392.70 392.70

276 276

OK OK

1.6 CHECK FOR ULTIMATE LIMIT STATE Sr. No. 1

2

BM t.m/m

Ast Pro (mm2)

Cantilever slab a) At face of flange

6.49

1398.01

42.23

b) At face of web

10.31

1398.01

6.26 6.29 1.00

Type

Mid span slab a)Span moments b) Intermediate Supports c)End supports

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

MOR t.m/m

Check for MOR

177.00

9.74

OK

42.23

327.00

18.86

OK

1398.01 958.19

42.23 28.95

177.00 177.00

9.74 6.90

OK OK

1398.01

42.23

177.00

9.74

OK

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

Cantilever slab

1.82

392.70

11.86

177.00

2.94

OK

2

Mid span slab a)Span moments b) Intermediate supports

1.80 1.81

392.70 392.70

11.86 11.86

177.00 177.00

2.94 2.94

OK OK

Page #126

1.7 CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Sr. No.

1

2

MOI of Cracked section (mm4)

Check Stress in concrete Stress in concrete (Mpa) steel (Mpa) stress

BM t.m/m

Depth of NA (mm)

Cantilever slab a) At face of flange

4.41

46.95

1.78E+08

11.64

OK

195.50

OK

b) At face of web

7.01

66.45

6.73E+08

6.92

OK

164.48

OK

4.19 4.21

46.95 39.90

1.78E+08 1.3E+08

11.07 12.88

OK OK

185.93 268.15

OK OK

1.00

46.95

1.78E+08

2.64

OK

44.33

OK

Type

Mid span slab a)Span moments b) Intermediate Supports c)End supports

Check for steel stress

1.8 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

Cantilever slab a) At face of flange

0.91

2.4

OK

40.34

OK

b) At face of web

1.74

1.72

OK

40.83

OK

0.56 0.54

1.48 1.66

OK OK

24.91 34.55

OK OK

1.00

2.64

OK

44.33

OK

ρρ.eff

Ac eff mm2

Max. crack spacing Srmax (mm)

σsc (Mpa)

(εsm-εcm)

Type

Mid span slab a)Span moments b) Intermediate Supports c)End supports

1.9 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

Cantilever slab a) At face of flange

13.69

234

0.0124

112500

323.31

40.34

0.00012

0.039

OK

b) At face of web

13.69

234

0.0117

120000

335.8

40.83

0.00012

0.041

OK

13.69 11.09

234 228

0.0124 0.0085

112500 112500

323.31 357.37

24.91 34.55

0.00007 0.00010

0.024 0.037

OK OK

13.69

234

0.0124

112500

323.31

44.33

0.00013

0.043

OK

Mid span slab a)Span moments b) Intermediate Supports c)End supports

Page #127

Montecarlo Limited PROJECT:

TITLE:

Badmer-Sanchor-Gujarat Border Section DOCUMENT NO. of NH-15 NHAI/MC/SSEP/NH-15/DOC/001 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DESIGNED

CHECKED

JP

DATE

2/10/2015 SHEET

GMS

STAAD FILE FOR DECK SLAB STAAD PLANE DECK SLAB TRANSVERSE START JOB INFORMATION ENGINEER DATE 26-Sep-15 END JOB INFORMATION INPUT WIDTH 79 UNIT METER MTON JOINT COORDINATES 3 1.5 0 0; 4 4.5 0 0; 5 7.5 0 0; 6 10.5 0 0; 7 1.65 0 0; 8 4.35 0 0; 9 4.65 0 0; 10 7.35 0 0; 11 7.65 0 0; 12 10.35 0 0; MEMBER INCIDENCES 2 3 7; 3 7 8; 4 8 4; 5 4 9; 6 9 10; 7 10 5; 8 5 11; 9 11 12; 10 12 6; DEFINE MATERIAL START ISOTROPIC CONCRETE E 3.3e+006 POISSON 0.17 DENSITY 2.5 ALPHA 5.5e-006 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 2 TO 10 PRIS YD 0.225 ZD 1 SUPPORTS 3 TO 6 PINNED CONSTANTS MATERIAL CONCRETE ALL LOAD 1 CLASS AA TRACKED VEHICLE MEMBER LOAD 3 UNI GY -6.343 1.115 2.545 6 UNI GY -6.343 0.165 1.595 LOAD 2 20 T BOGIE AXLE MEMBER LOAD 3 UNI GY -7.342 1.185 2.595 6 UNI GY -7.342 0.115 1.525 LOAD 3 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN MEMBER LOAD 3 UNI GY -6.187 0.64 2.07 3 UNI GY -6.863 2.69 2.71 4 UNI GY -6.863 0 0.145 5 UNI GY -6.863 0 0.145 6 UNI GY -6.863 0 1.12

Page#128

LOAD 4 20 T BOGIE AXLE @ CENTER OF SPAN MEMBER LOAD 3 UNI GY -6.636 0.65 2.06 3 UNI GY -10.768 2.58 2.71 4 UNI GY -10.768 0 0.145 5 UNI GY -10.768 0 0.145 6 UNI GY -10.768 0 0.99 LOAD 5 3LCLASS A MEMBER LOAD 3 UNI GY -5.917 0.515 1.595 3 UNI GY -15.553 2.215 2.71 4 UNI GY -15.553 0 0.145 5 UNI GY -15.553 0 0.145 6 UNI GY -15.553 0 0.295 6 UNI GY -5.821 1.015 2.095 7 UNI GY -9.413 0.005 0.145 8 UNI GY -9.413 0 0.145 8 UNI GY -9.413 0 0.795 9 UNI GY -6.825 1.515 2.595 LOAD 6 SELF WT MEMBER LOAD 2 TO 10 UNI GY -0.5625 LOAD 7 W.C LOAD MEMBER LOAD 2 TO 10 UNI GY -0.22 ******ULS combination******** LOAD COMB 11 CLASS AA TRACKED & SELF WT- W.C. 1 1.5 6 1.35 7 1.75 LOAD COMB 12 20 T BOGIE & SELF WT- W.C. 2 1.5 6 1.35 7 1.75 LOAD COMB 13 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN & SELF WT-W.C. 3 1.5 6 1.35 7 1.75 LOAD COMB 14 20 T BOGIE AXLE @ CENTER OF SPAN & SELF WT-W.C. 4 1.5 6 1.35 7 1.75 LOAD COMB 15 3L CLAASA & SELF WT-W.C. 5 1.5 6 1.35 7 1.75 ******SLS Rare combination******** LOAD COMB 16 CLASS AA TRACKED & SELF WT- W.C. 1 1.0 6 1.0 7 1.0 LOAD COMB 17 20 T BOGIE & SELF WT- W.C. 2 1.0 6 1.0 7 1.0 LOAD COMB 18 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN & SELF WT-W.C. 3 1.0 6 1.0 7 1.0 LOAD COMB 19 20 T BOGIE AXLE @ CENTER OF SPAN & SELF WT-W.C. 4 1.0 6 1.0 7 1.0 LOAD COMB 20 3L CLAASA & SELF WT-W.C. 5 1.0 6 1.0 7 1.0 ******SLS QPC combination******** LOAD COMB 21 CLASS AA TRACKED & SELF WT- W.C.

Page#129

1 0.0 6 1.0 7 1.0 LOAD COMB 22 20 T BOGIE & SELF WT- W.C. 2 0.0 6 1.0 7 1.0 LOAD COMB 23 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN & SELF WT-W.C. 3 0.0 6 1.0 7 1.0 LOAD COMB 24 20 T BOGIE AXLE @ CENTER OF SPAN & SELF WT-W.C. 4 0.0 6 1.0 7 1.0 LOAD COMB 25 3L CLAASA & SELF WT-W.C. 5 0.0 6 1.0 7 1.0 ***************0.2DL+0.2SIDL+0.3LL ULS********** LOAD COMB 26 CLASS AA TRACKED & SELF WT- W.C. 1 0.45 6 0.27 7 0.35 LOAD COMB 27 20 T BOGIE & SELF WT- W.C. 2 0.45 6 0.27 7 0.35 LOAD COMB 28 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN & SELF WT-W.C. 3 0.45 6 0.27 7 0.35 LOAD COMB 29 20 T BOGIE AXLE @ CENTER OF SPAN & SELF WT-W.C. 4 0.45 6 0.27 7 0.35 LOAD COMB 30 3L CLAASA & SELF WT-W.C. 5 0.45 6 0.27 7 0.35 ***************0.2DL+0.2SIDL+0.3LL SLS********** LOAD COMB 31 CLASS AA TRACKED & SELF WT- W.C. 1 0.3 6 0.2 7 0.2 LOAD COMB 32 20 T BOGIE & SELF WT- W.C. 2 0.3 6 0.2 7 0.2 LOAD COMB 33 CLASS AA TRACKED VEHICLE @ CENTER OF SPAN & SELF WT-W.C. 3 0.3 6 0.2 7 0.2 LOAD COMB 34 20 T BOGIE AXLE @ CENTER OF SPAN & SELF WT-W.C. 4 0.3 6 0.2 7 0.2 LOAD COMB 35 3L CLAASA & SELF WT-W.C. 5 0.3 6 0.2 7 0.2 PERFORM ANALYSIS LOAD LIST 11 TO 35 FINISH

Page#130

Montecarlo Limited PROJECT:

TITLE:

1.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design End Cross Girder: The End Cross Girder is designed as beam for service condition spanning between longitudinal girders, The reinforcement required for the same is calculated and also check for jacking condition for both bending & shear.

2.0

Design End Cross Girder for Service Condition:

2.1

Summary of Shear Force & Bending Moment in End Cross Girder Condition

Service

Loadings DL SIDL Pedestrian LL 70R (W & T) 70R + 1LCA Maximum Carriageway LL 2L Class A 3L Class A Summation (1.35 DL+1.75 SIDL+ 1.15 FPLL + 1.5 LL) ULS

Summation (1.0 DL+1.0 SIDL+ 0.75 FPLL + 1.0 LL) SLS-Rare Summation (1.0 DL+1.0 SIDL+ 0.0 FPLL + 0.0 LL) SLS-QPC DL SIDL Jack Up Conditio Summation (1.35 DL+1.75 SIDL) ULS n Summation (1.0 DL+1.0 SIDL) SLSRare & QPC

Sagging Moment (KNm) 25 10 0

Hogging Moment (KNm) 30 10 0

Shear Force 50 10 0

51

55

155

128

141

318

86

95

215

35

40

60

240 30 377

595 65 917

820 95 1273

660

915

270 .

2.2

Design: Ultimate Limit State : Maximum Hogging Moment Maximum Sagging Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Hogging Moment Maximum Sagging Moment Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Hogging Moment Maximum Sagging Moment Maximum Shear Force Width of Cross Girder Depth of Cross Girder C/c distance between longitudinal girder Bottom bulb width of longitudinal girder Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) (80% of stresses for welding of bars) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = =

917.00 KNm 376.50 KNm 317.50 KN

= = =

660.00 KNm 270.00 KNm 215.00 KN

= = =

660.00 KNm 270.00 KNm 60.00 KN

= = = = = = = = = = = =

0.45 1.825 3.00 0.75 40 500 19.20 14.40 6.06 320.00 0.30 40

m m m m MPa Mpa Mpa Mpa Mpa mm mm

Page # 131

Montecarlo Limited PROJECT:

TITLE:

2.3

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M Effective Span :

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

As per clause 29.1 of IS:456-2000, the effective span will be smaller of the following

(i) c/c distance between support (ii) 1.15 times the clear span l D l/D

= =

= = =

2.588 m 1.825 m 1.418

<

2.50

3.000 m 2.588 m

(for continuous beam)

Hence as per Clause 29.1 of IS:456-2000, the End cross girder shall be designed as deep beam. Lever Arm: Lever Arm 2.4

Z

=

0.2 * (l + 1.5*D)

=

1.065 m

CHECK FOR ULTIMATE LIMIT STATE

2.4.1 For sagging moment (Positive Reinforcement): Max sagging moment

M

=

Provide Area of steel provided

4 nos

+

16 φ

2 nos =

Min. Reinforcement required

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

Reinforcement shall be placed at the bottom within a depth of (0.25 D - 0.05 l) 2.4.2 For hogging moment (Negative Reinforcement): Max hogging moment

M

Provide Area of steel provided

4 nos

+

20 φ

376.50

KN.m

16 φ 1206 mm2 748 mm2 OK 11981.3 mm2 OK 80.98 mm

=

485.74 mm OK 541.86 KN.m OK 0.327 m

=

917.00 KN.m

=

16 φ 2262 mm2

5 nos

Min. Reinforcement required

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

748 mm2 OK 11981.3 mm2 OK 151.84 mm 485.74 mm OK 988.12 KN.m OK

Distribution of Reinforcement The distribution reinforcement over the support of a deep beam is placed in two zones Zone I It is the zone of depth "0.2 * D" , adjacent to the tension face,and contains a proportion of the tensile steel given by

Ast required in Zone I Provide

=

4 nos

Area of steel provided

0.5 * ( l / D - 0.5 ) 0.459 * 2262 16 φ

=

+

= =

4 nos

2 1608 mm

Reinforcement shall be placed at the top within a depth of (0.2 D)

2 0 mm

16 φ rel="nofollow">

1039

0.46 m 2 1039 mm

OK =

0.365 m

Page # 132

Montecarlo Limited PROJECT:

TITLE:

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M Zone II

DESIGNED

2/10/2015

CHECKED

JP

SHEET

GMS

It is the zone measuring "0.3 D" on either side of the mid depth of the beam, which shall contain the remainder of the tension steel evenly distributed. Ast required in Zone II Provide

=

8 nos

Area of steel provided

= 10 φ

=

+

0 nos 2

1257 mm

12 φ >

Reinforcement shall be placed in the middle of (0.3 D * 2) 2.5

1223

2 1223 mm

on each face OK =

1.095 m

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

2.5.1 For sagging moment (Positive Reinforcement): Max sagging moment

M

=

270.00 KN.m

Depth of Neutral Axis

x

=

170.50 mm

Icr

=

6.6E+09 mm4

MOI of Cracked section Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

6.98 Mpa OK 222.00 Mpa OK

2.5.2 For hogging moment (Negative Reinforcement): Max hogging moment

M

=

660.00 KN.m

Depth of Neutral Axis

x

=

226.09 mm

Icr

=

1.1E+10 mm4

MOI of Cracked section Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

13.11 Mpa OK 294.84 Mpa OK

Page # 133

Montecarlo Limited PROJECT:

TITLE:

2.6

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15

NHAI/MC/SSEP/NH-15/DOC/001

DATE

2/10/2015

DESIGNED CHECKED SHEET DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

2.6.1 For sagging moment (Positive Reinforcement): Max sagging moment

M

=

270.00 KN.m 6.98 Mpa OK 222.00 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

2.6.2 For hogging moment (Negative Reinforcement): Max hogging moment

2.8

M

=

660.00 KN.m 13.11 Mpa OK 294.84 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Side face Reinforcement:

Cl.16.5.4 of IRC:112-2011

Min. Side face reinf. req

=0.01 Act ext

Provide

10 φ

Area of steel provided

@

=

200 mm c/c

1720 mm2 on each face

=

2 1511 mm Not OK

Page # 134

Montecarlo Limited PROJECT:

TITLE:

2.9

Badmer-Sanchor-Gujarat Border Section of NH-15

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001

DESIGNED DESIGN OF PSC T-BEAM & SLAB JP SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

CHECKED

2/10/2015 SHEET

GMS

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

201.92 KN

Minimum shear resistance

=

VRd.c

=

161.24 KN

Shear resistance

=

VRd.c 201.92

<

317.50 1065 450 2237.49

KN mm mm KN OK

0.00472

= 201.92 KN 317.50 Provide Shear Reinf. = 317.50 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

αcw

=

1.00

sin2θ Cotθ

= =

0.080 2.5

Provide

12 φ dia bars @

2 legged

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00105 0.00335

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c

=

2154.84 KN 115.58 KN

115.58 Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

2154.84

OK

OK = =

2 831.79 mm OK 600 OK

Page # 135

Montecarlo Limited PROJECT:

TITLE:

2.10

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Shear Reinforcement for Jack-up Condition: Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

V d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

201.92 KN

Minimum shear resistance

=

VRd.c

=

161.24 KN

Shear resistance

=

VRd.c 201.92

<

1273.25 1065 450 2237.49

KN mm mm KN OK

0.00472

= 201.92 KN 1273.25 Provide Shear Reinf. = 1273.25 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

αcw

=

1.00

sin2θ Cotθ

= =

0.321 2.5

Provide

12 φ dia bars @

2 legged

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00105 0.00335

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c

=

2154.84 KN 1071.33 KN

1071.33 Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

2154.84

OK

OK = =

2 831.79 mm OK 600 OK

Provide 2L-12mm dia stirrups @ 150mm c/c .

Page # 136

Montecarlo Limited PROJECT: Badmer-Sanchor-Gujarat TITLE:

3.0

Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design End Cross Girder subjected seismic force from Stopper: The diaphragm between the two cross girder is considered as plate fixed on two sides, pin at top and free at bottom. The load is applied as UDL which is contact area between diaphragm and longitudinal seismic stopper.

Total Load (DL+SIDL)from Superstructure Horizontal Seismci Coefficient

= =

Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 =

Seismic Force from Superstructure

=

9448.88

R = 2.0 0.18

Braking force for seismic condition

=

( 1000 x 0.2 x 0.2 / 2 + 554 x2 x 0.2 x 0.05 / 2) x 0.9 / 1

Seismic Force from Superstructure+ bracking

= =

Width of contact area between Cross girder and stopper No of longitudinal seismic stoppers Force acting on the diaphram from bearing plate over a width of 1.2m 3.1

=

1740.00

x

/

HORIZONTAL BENDING & MOMENT Ultimate Limit State : Maximum Moment

1.20

0.36

/

=0.36/2.0

2.00

= =

FOR ULS FOR RARE FOR QPC 9448.88 6480 6480 KN 0.18 0.18 0

=

1710.00

1170.00

0.00 KN

=

22.99

0.00

227.70 KN

= =

1740.00 1.20

1170.00 1.20

230.00 KN 1.20 m

= =

2.00 725.00

2.00 487.50

=

210.00 KNm

Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

440.00 KN

=

140.00 KNm

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

295.00 KN

=

35.00 KNm

Maximum Shear Force

=

65.00 KN

Width Thk of End diaphram Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.00 0.450 40 500 19.20 14.40 6.06 400.00 0.30 40

2.00 Nos 95.83 KN/m

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

0.45-0.04-0.01-0.016/2

=

0.392 m

Page # 137

Montecarlo Limited PROJECT: Badmer-Sanchor-Gujarat TITLE:

3.2

Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN CHECK FOR ULTIMATE LIMIT STATE

Max moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 16 φ

@

125 mm c/c

in vertical direction =

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

210.00 KN.m

1608 mm2 612 mm2 OK 9800 mm2 OK 48.59 mm 178.79 mm OK 260.68 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max moment

M

=

140.00 KN.m

Depth of Neutral Axis

x

=

78.22 mm

Icr

=

1E+09 mm4 10.95 Mpa OK 266.32 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max moment

3.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

3.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

3.3

DOCUMENT NO.

M

=

35.00 KN.m 2.74 Mpa OK 66.58 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

16.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

240.00 mm

As/Ac.eff

=

0.0111

Ac eff

=

145000 mm2

3.4c+0.17ф/ρp.eff

=

381.20 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00020

=

66.58

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.076 mm OK

Page # 138

Montecarlo Limited Border Section DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001 of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M SPAN Shear Reinforcement for Service Condition:

PROJECT: Badmer-Sanchor-Gujarat

DATE

TITLE:

SHEET

3.6

2/10/2015

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

188.62 KN

Minimum shear resistance

=

VRd.c

=

172.51 KN

Shear resistance

=

VRd.c 188.62

<

440.00 392 1000 1830.1

0.00410

= 188.62 KN 440.00 Provide Shear Reinf. = 440.00 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.203 2.5

Provide

10 φ dia bars @

2 legged = =

ρmin ρmin provided

= =

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c

=

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

442.78

0.00105 0.00126

OK

442.78 KN 251.38 KN

OK = =

Asw max

0.00 Mpa

125 c/c

Min shear reinf. ratio Provided shear reinf. ratio

251.38

KN mm mm KN OK

= =

2 1540.34 mm OK 294 OK 2 1540.34 mm OK 294 OK

Provide 2L-10mm dia stirrups @ 125mm c/c .

Page # 139

Montecarlo Limited PROJECT: Badmer-Sanchor-Gujarat TITLE:

4.0

Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design End Cross Girder subjected seismic force from Stopper: The diaphragm between the two cross girder is considered as plate fixed on two sides, pin at top and free at bottom. The load is applied as UDL which is contact area between diaphragm and longitudinal seismic stopper.

Total Load (DL+SIDL)from Superstructure Horizontal Seismci Coefficient

= =

Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 =

Seismic Force from Superstructure

=

9448.88

R = 2.0 0.18

Braking force for seismic condition

=

( 1000 x 0.2 x 0.2 / 2 + 554 x2 x 0.2 x 0.05 / 2) x 0.9 / 1

Seismic Force from Superstructure+ bracking

= =

Width of contact area between Cross girder and stopper No of longitudinal seismic stoppers Force acting on the diaphram from bearing plate over a width of 1.2m 4.1

=

1740.00

x

/

VERTICAL BENDING & MOMENT Ultimate Limit State : Maximum Moment

1.20

0.36

/

=0.36/2.0

2.00

=

= =

FOR ULS FOR RARE FOR QPC 9448.88 6480 6480 KN 0.18 0.18 0

=

1710.00

1170.00

0.00 KN

=

22.99

0.00

227.70 KN

= =

1740.00 1.20

1170.00 1.20

230.00 KN 1.20 m

= =

2.00 725.00

2.00 487.50

95.00 KNm

Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

= =

25.00 KNm

Maximum Shear Force

=

60.00 KN

Width Thk of End diaphram Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

=

2.00 Nos 95.83 KN/m

430.00 KN 65.00 KNm 300.00 KN

1.00 0.450 40 500 19.20 14.40 6.06 400.00 0.30 40

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

0.45-0.04-0.012-0.012/2

=

0.392 m

Page # 140

Montecarlo Limited PROJECT: Badmer-Sanchor-Gujarat TITLE:

4.2

Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN CHECK FOR ULTIMATE LIMIT STATE

Max moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 12 φ

@

125 mm c/c

95.00 KN.m

in Horizontal direction as stirrups = 905 mm2

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

612 mm2 OK 9800 mm2 OK 27.33 mm 178.79 mm OK 149.97 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max moment

M

=

65.00 KN.m

Depth of Neutral Axis

x

=

60.31 mm

Icr

=

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

6.2E+08 mm4 6.31 Mpa OK 210.22 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max moment

4.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

4.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

4.3

DOCUMENT NO.

M

=

25.00 KN.m 2.43 Mpa OK 80.85 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

12.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

230.00 mm

As/Ac.eff

=

0.0062

Ac eff

=

145000 mm2

3.4c+0.17ф/ρp.eff

=

462.93 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00024

=

80.85

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.112 mm OK

Page # 141

Montecarlo Limited Border Section DOCUMENT NO. NHAI/MC/SSEP/NH-15/DOC/001 of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M SPAN Shear Reinforcement for Service Condition:

PROJECT: Badmer-Sanchor-Gujarat

DATE

TITLE:

SHEET

4.6

2/10/2015

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

156.00 KN

Minimum shear resistance

=

VRd.c

=

172.51 KN

Shear resistance

=

VRd.c 172.51

<

430.00 392 1000 1830.1

KN mm mm KN OK

0.00231

= 172.51 KN 430.00 Provide Shear Reinf.

Page # 142

Montecarlo Limited PROJECT: TITLE:

5.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design End Cross Girder subjected seismic force from Pin bearing: The diaphragm between the two cross girder is considered as plate fixed on two sides, pin at top and free at bottom. The load is applied as UDL which is contact area between diaphragm and bearing plate of 850mm.

Total Load (DL+SIDL)from Superstructure Horizontal Seismci Coefficient

5.1

= =

Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 =

Seismic Force from Superstructure

=

9448.88

R = 2.0 0.18

Braking force for seismic condition

=

( 1000 x 0.2 x 0.2 / 2 + 554 x2 x 0.2 x 0.05 / 2) x 0.9 / 1

Seismic Force from Superstructure + braking Width of bearing plate Force acting on the diaphram from bearing plate over a width of 0.85m

=

=0.36/2.0

FOR ULS FOR RARE FOR QPC 9448.88 6480 6480 KN 0.18 0.18 0

=

1710.00

1170.00

0.00 KN

=

22.99

0.00

227.70 KN

=

=

1740.00

1170.00

230.00 KN

=

=

0.85

0.85

=

2047.06

1376.47

1740.00

x

0.36

= =

/

HORIZONTAL BENDING & MOMENT Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

0.85

=

550.00 KNm

=

999.00 KN

=

370.00 KNm

=

670.00 KN

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

Maximum Shear Force

=

140.00 KN

Width Thk of End diaphram Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.00 0.600 40 500 19.20 14.40 6.06 400.00 0.30 40

0.85 m 270.59 KN/m

80.00 KNm

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

0.6-0.04-0.012-0.02/2

=

0.538 m

Page # 143

Montecarlo Limited PROJECT: TITLE:

5.2

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

Max moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 20 φ

@

110 mm c/c

in vertical direction =

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

550.00 KN.m

2856 mm2 839 mm2 OK 13450 mm2 OK 86.27 mm 245.38 mm OK 625.48 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max moment

M

=

370.00 KN.m

Depth of Neutral Axis

x

=

120.26 mm

Icr

=

3.2E+09 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

14.06 Mpa OK 295.93 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max moment

5.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

5.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

5.3

DOCUMENT NO.

M

=

80.00 KN.m 3.04 Mpa OK 63.98 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

20.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

250.00 mm

As/Ac.eff

=

0.0184

Ac eff

=

155000 mm2

3.4c+0.17ф/ρp.eff

=

320.52 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00019

=

63.98

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.062 mm OK

Page # 144

Montecarlo Limited PROJECT: TITLE:

5.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

264.64 KN

Minimum shear resistance

=

VRd.c

=

215.42 KN

Shear resistance

=

VRd.c 264.64

999.00 538 1000 2511.8

0.00531

= 264.64 KN 999.00 Provide Shear Reinf. = 999.00 KN

<

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.345 2.5

Provide

12 φ dia bars @

2 legged

KN mm mm KN OK

0.00 Mpa

100 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00105 0.00226

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c

=

1062.66 KN 734.36 KN

734.36 Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

1062.66

OK = =

Asw max

OK

= =

2 1232.28 mm OK 403.5 OK 2 1232.28 mm OK 403.5 OK

Provide 2L-12mm dia stirrups @ 100mm c/c .

Page # 145

Montecarlo Limited PROJECT: TITLE:

6.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design End Cross Girder subjected seismic force from Pin bearing: The diaphragm between the two cross girder is considered as plate fixed on two sides, pin at top and free at bottom. The load is applied as UDL which is contact area between diaphragm and bearing plate of 850mm.

Total Load (DL+SIDL)from Superstructure Horizontal Seismci Coefficient

6.1

= =

Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 =

Seismic Force from Superstructure

=

9448.88

R = 2.0 0.18

Braking force for seismic condition

=

( 1000 x 0.2 x 0.2 / 2 + 554 x2 x 0.2 x 0.05 / 2) x 0.9 / 1

Seismic Force from Superstructure + braking Width of bearing plate Force acting on the diaphram from bearing plate over a width of 0.85m

=

=0.36/2.0

FOR ULS FOR RARE FOR QPC 9448.88 6480 6480 KN 0.18 0.18 0

=

1710.00

1170.00

0.00 KN

=

22.99

0.00

227.70 KN

=

=

1740.00

1170.00

230.00 KN

=

=

0.85

0.85

=

2047.06

1376.47

1740.00

x

0.36

= =

/

VERTICAL BENDING & MOMENT Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

0.85

=

300.00 KNm

=

850.00 KN

=

225.00 KNm

=

625.00 KN

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

Maximum Shear Force

=

125.00 KN

Width Thk of End diaphram Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.00 0.600 40 500 19.20 14.40 6.06 400.00 0.30 40

0.85 m 270.59 KN/m

75.00 KNm

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

0.6-0.04-0.016/2

=

0.552 m

Page # 146

Montecarlo Limited PROJECT: TITLE:

6.2

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

Max moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 16 φ

@

100 mm c/c

300.00 KN.m

in Horizontal direction as stirrups = 2011 mm2

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

861 mm2 OK 13800 mm2 OK 60.74 mm 251.76 mm OK 461.56 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max moment

M

=

225.00 KN.m

Depth of Neutral Axis

x

=

104.44 mm

Icr

=

2.5E+09 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

9.27 Mpa OK 240.68 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max moment

6.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

6.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

6.3

DOCUMENT NO.

M

=

75.00 KN.m 3.09 Mpa OK 80.23 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

16.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

240.00 mm

As/Ac.eff

=

0.0168

Ac eff

=

120000 mm2

3.4c+0.17ф/ρp.eff

=

298.34 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00024

=

80.23

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.072 mm OK

Page # 147

Montecarlo Limited PROJECT: TITLE:

6.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.52 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

238.63 KN

Minimum shear resistance

=

VRd.c

=

219.43 KN

Shear resistance

=

VRd.c 238.63

<

850.00 552 1000 2577.1

0.00364

= 238.63 KN 850.00 Provide Shear Reinf. = 850.00 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.294 2.5

Provide

10 φ dia bars @

2 legged = =

ρmin ρmin provided

= =

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c

=

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

>

491.97

0.00105 0.00105

OK

491.97 KN 611.37 KN

CHECK = =

Asw max

0.00 Mpa

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

611.37

KN mm mm KN OK

= =

2 1848.41 mm OK 414 OK 2 1848.41 mm OK 414 OK

Provide 2L-10mm dia stirrups @ 150mm c/c .

Page # 148

Montecarlo Limited PROJECT:

TITLE:

Badmer-Sanchor-Gujarat Border Section of NH15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M SPAN

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

STAAD FILE FOR JACKING CONDITION

STAAD SPACE START JOB INFORMATION ENGINEER DATE 26-Sep-15 END JOB INFORMATION INPUT WIDTH 79 ******************************************************************* UNIT METER MTON JOINT COORDINATES 1 0 0 1.5; 2 29.25 0 1.5; 3 0 0 4.5; 4 29.25 0 4.5; 5 0 0 7.5; 6 29.25 0 7.5; 11 14.625 0 7.5; 14 14.625 0 4.5; 15 14.625 0 1.5; 16 7.3125 0 7.5; 19 7.3125 0 4.5; 20 7.3125 0 1.5; 21 21.9375 0 7.5; 24 21.9375 0 4.5; 25 21.9375 0 1.5; 31 18.2812 0 7.5; 34 18.2812 0 4.5; 35 18.2812 0 1.5; 36 10.9688 0 7.5; 39 10.9688 0 4.5; 40 10.9688 0 1.5; 41 1.5 0 1.5; 42 1.5 0 4.5; 43 1.5 0 7.5; 46 3 0 1.5; 47 3 0 4.5; 48 3 0 7.5; 51 27.75 0 1.5; 52 27.75 0 4.5; 53 27.75 0 7.5; 56 26.25 0 1.5; 57 26.25 0 4.5; 58 26.25 0 7.5; 61 0 0 0; 62 1.5 0 0; 63 7.3125 0 0; 64 10.9688 0 0; 65 14.625 0 0; 66 18.2812 0 0; 67 21.9375 0 0; 68 26.25 0 0; 69 3 0 0; 70 27.75 0 0; 71 29.25 0 0; 83 0 0 10.5; 84 1.5 0 10.5; 85 3 0 10.5; 86 7.3125 0 10.5; 87 10.9688 0 10.5; 88 14.625 0 10.5; 89 18.2812 0 10.5; 90 21.9375 0 10.5; 91 26.25 0 10.5; 92 27.75 0 10.5; 93 29.25 0 10.5; 94 0 0 12; 95 1.5 0 12; 96 3 0 12; 97 7.3125 0 12; 98 10.9688 0 12; 99 14.625 0 12; 100 18.2812 0 12; 101 21.9375 0 12; 102 26.25 0 12; 103 27.75 0 12; 104 29.25 0 12; 105 0 0 3.75; 106 0 0 6.75; 107 0 0 9.75; 108 29.25 0 3.75; 109 29.25 0 6.75; 110 29.25 0 9.75; 111 0 0 2.25; 112 0 0 5.25; 113 0 0 8.25; 114 29.25 0 2.25; 115 29.25 0 5.25; 116 29.25 0 8.25; ********************************************************************************* MEMBER INCIDENCES 1 1 41; 2 41 46; 3 46 20; 4 20 40; 5 40 15; 6 15 35; 7 35 25; 8 25 56; 9 56 51; 10 51 2; 11 3 42; 12 42 47; 13 47 19; 14 19 39; 15 39 14; 16 14 34; 17 34 24; 18 24 57; 19 57 52; 20 52 4; 21 5 43; 22 43 48; 23 48 16; 24 16 36; 25 36 11; 26 11 31; 27 31 21; 28 21 58; 29 58 53; 30 53 6; 51 83 84; 52 84 85; 53 85 86; 54 86 87; 55 87 88; 56 88 89; 57 89 90; 58 90 91; 59 91 92; 60 92 93; 101 1 61; 102 3 105; 103 5 106; 106 83 107; 107 94 83; 108 41 62; 109 42 41; 110 43 42; 113 84 43; 114 95 84; 115 46 69; 116 47 46; 117 48 47; 120 85 48; 121 96 85; 122 20 63; 123 19 20; 124 16 19; 127 86 16; 128 97 86; 129 40 64; 130 39 40; 131 36 39; 134 87 36; 135 98 87; 136 15 65; 137 14 15; 138 11 14; 141 88 11; 142 99 88; 143 35 66; 144 34 35; 145 31 34; 148 89 31; 149 100 89; 150 25 67; 151 24 25; 152 21 24; 155 90 21; 156 101 90; 157 56 68; 158 57 56; 159 58 57; 162 91 58; 163 102 91; 164 51 70; 165 52 51; 166 53 52; 169 92 53; 170 103 92; 171 2 71; 172 4 108; 173 6 109; 176 93 110; 177 104 93; 201 61 62; 202 62 69; 203 69 63; 204 63 64; 205 64 65; 206 65 66; 207 66 67; 208 67 68; 209 68 70; 210 70 71; 211 94 95; 212 95 96; 213 96 97; 214 97 98; 215 98 99; 216 99 100; 217 100 101; 218 101 102; 219 102 103; 220 103 104; 221 105 111; 222 106 112; 223 107 113; 224 108 114; 225 109 115; 226 110 116; 227 111 1; 228 112 3; 229 113 5; 230 114 2; 231 115 4; 232 116 6; *********************************************************************************** START GROUP DEFINITION GEOMETRY _ENDLGSU 1 10 51 60 _ENDLGFLA 2 9 52 59 _ENDLGSP 3 TO 8 53 TO 58 _INTLGSU 11 20 21 30 _INTLGFLA 12 19 22 29 _INTLGSP 13 TO 18 23 TO 28 _DUMMY 201 TO 220 _ENDCG 102 103 106 172 173 176 221 TO 232 _SLAB1 108 TO 110 113 114 117 120 _SLAB2 115 TO 117 120 121 157 TO 159 162 163 _SLAB3 122 TO 124 127 128 150 TO 152 155 156

Page#149

_SLAB4 129 TO 131 134 TO 138 141 TO 145 148 149 _SLAB5 101 107 171 177 END GROUP DEFINITION *********************************************************************************** DEFINE MATERIAL START ISOTROPIC M45 E 3.4e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40 E 3.3e+006 POISSON 0.15 DENSITY 2.5 ALPHA 1e-005 DAMP 0.05 ISOTROPIC M40-1 E 3.3e+006 POISSON 0.15 DENSITY 0 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL *********************************************************************************** MEMBER PROPERTY INDIAN 1 10 51 60 PRIS AX 2.1959 IX 0.2043 IY 1e-006 IZ 1.0807 2 9 52 59 PRIS AX 1.85685 IX 0.1149 IY 1e-006 IZ 0.9784 3 TO 8 53 TO 58 PRIS AX 1.5178 IX 0.0255 IY 1e-006 IZ 0.8761 11 20 21 30 PRIS AX 2.1959 IX 0.2043 IY 1e-006 IZ 1.0807 12 19 22 29 PRIS AX 1.85685 IX 0.1149 IY 1e-006 IZ 0.9784 13 TO 18 23 TO 28 PRIS AX 1.5178 IX 0.0255 IY 1e-006 IZ 0.8761 102 103 106 172 173 176 221 TO 232 PRIS AX 0.9158 IX 0.0433 IY 1e-006 IZ 0.2826 108 TO 110 113 114 164 TO 166 169 170 PRIS AX 0.4084 IX 0.0034 IY 1e-006 IZ 0.0017 115 TO 117 120 121 157 TO 159 162 163 PRIS AX 0.6539 IX 0.0055 IY 1e-006 IZ 0.0028 122 TO 124 127 128 150 TO 152 155 156 PRIS AX 0.8965 IX 0.0076 IY 1e-006 IZ 0.0038 129 TO 131 134 TO 138 141 TO 145 148 149 PRIS AX 0.8227 IX 0.0069 IY 1e-006 IZ 0.0035 101 107 171 177 PRIS AX 0.1958 IX 0.0014 IY 1e-006 IZ 0.0008 201 TO 220 PRIS AX 0.0001 IX 1e-007 IY 1e-006 IZ 1e-007 ************************************************************************************ CONSTANTS MATERIAL M45 MEMB 1 TO 30 51 TO 60 MATERIAL M40 MEMB 102 103 106 172 173 176 221 TO 232 MATERIAL M40-1 MEMB 101 107 TO 110 113 TO 117 120 TO 124 127 TO 131 134 TO 138 141 TO 145 148 TO 152 155 TO 159 162 TO 166 169 TO 171 177 201 202 TO 220 ************************************************************************************ SUPPORTS 108 110 114 116 FIXED BUT FZ MX MY MZ 105 107 111 113 PINNED ************************************************************************************ MEMBER RELEASE 1 TO 30 51 TO 60 START MX

Page#150

1 TO 30 51 TO 60 END MX LOAD 1 LOADTYPE None TITLE SELF WEIGHT SELFWEIGHT Y -1 ************************************************************************************ LOAD 2 LOADTYPE None TITLE WC 3LANE ****Wearing coat MEMBER LOAD ****Girder 1 & 5 ***Wt of W.C. = 0.1*( 1.50+1.50-0.5)*2.2=0.55t/m 1 TO 10 51 TO 60 UNI GY -0.55 ****Giredr 2,3 & 4 ***Wt of W.C. = 0.1*3.0*2.2 = 0.66 t/m 11 TO 30 UNI GY -0.66 ************************************************* LOAD 3 LOADTYPE None TITLE CB 3LANE MEMBER LOAD *WT OF CRASH BARRIER ON MEDIAN SIDE = 9.9 KN/M *MOMENT DUE TO C/B ON MEDIAN SIDE = 9.9 * 0.25 = 2.475 KNM *WT OF CRASH BARRIER ON OTHER SIDE = 9.9 KN/M *MOMENT DUE TO C/B ON OTHER SIDE = 9.9 * 0.225 = -2.475 KNM 201 TO 210 UNI GY -0.99 201 TO 210 UMOM GX 0.2475 211 TO 220 UNI GY -0.99 211 TO 220 UMOM GX -0.2475 **LOAD 4 LOADTYPE None TITLE WC 2LANE ******Wearing coat **MEMBER LOAD ******Girder 1 & 5 *****Wt of W.C. = 0.1*( 2.15+1.75-0.45-0.75)*2.2=0.594t/m **1 TO 10 51 TO 60 UNI GY -0.594 ******Giredr 2,3 & 4 *****Wt of W.C. = 0.1*3.5*2.2 = 0.77 t/m **11 TO 30 UNI GY -0.77 ************************************************* **LOAD 5 LOADTYPE None TITLE CB 2LANE **MEMBER LOAD ***WT OF CRASH BARRIER ON MEDIAN SIDE = 9.9 KN/M ***MOMENT DUE TO C/B ON MEDIAN SIDE = 9.9 * 0.225 = 2.23 KNM ***WT OF CRASH BARRIER ON OTHER SIDE = 9.9 KN/M ***MOMENT DUE TO C/B ON OTHER SIDE = 9.9 * 0.225 = -2.23 KNM ******Footpath load = 3.97 Kn/m *****moment = 3.97*0.825=3.28 **201 TO 210 UNI GY -0.99 **201 TO 210 UMOM GX 0.223 **211 TO 220 UNI GY -0.99 **211 TO 220 UMOM GX -0.223 **201 TO 210 UNI GY -0.397 **201 TO 210 UMOM GX 0.328 **211 TO 220 UNI GY -0.397 **211 TO 220 UMOM GX -0.328 **LOAD 6 LOADTYPE None TITLE FPLL **MEMBER LOAD **201 TO 210 UNI GY -0.31 **201 TO 210 UMOM GX 0.256 **211 TO 220 UNI GY -0.31 **211 TO 220 UMOM GX -0.256 ************************************************* LOAD COMB 7 DL+SIDL-3LANE 2 1.0 3 1.0 **LOAD COMB 8 DL+SIDL-2LANE **4 1.0 5 1.0 ************************************************* PERFORM ANALYSIS PRINT MEMBER FORCES LIST 1 TO 30 51 TO 60 103 173 222 225 228 231 FINISH

Page#151

STAAD FILE FOR SEISMIC FORCE FROM STOPPER

STAAD SPACE START JOB INFORMATION ENGINEER DATE 26-SEP-15 END JOB INFORMATION *ANALYSIS OF END CROSS GIRDER AS PLATE FIXED AT THREE ENDS AND FREE AT BOTTOM *SUBJECTED TO LOADING AT BOTTOM FROM SEISMIC STOPPER INPUT WIDTH 79 ***************************************************************************** UNIT METER KN JOINT COORDINATES 1 0.05 0 0; 2 0.25 0 0; 3 0.45 0 0; 4 0.65 0 0; 5 0.85 0 0; 6 1.05 0 0; 7 1.25 0 0; 8 1.45 0 0; 9 1.65 0 0; 10 1.85 0 0; 11 2.05 0 0; 12 2.25 0 0; 13 2.45 0 0; 14 0.05 -0.25 0; 15 0.25 -0.25 0; 16 0.45 -0.25 0; 17 0.65 -0.25 0; 18 0.85 -0.25 0; 19 1.05 -0.25 0; 20 1.25 -0.25 0; 21 1.45 -0.25 0; 22 1.65 -0.25 0; 23 1.85 -0.25 0; 24 2.05 -0.25 0; 25 2.25 -0.25 0; 26 2.45 -0.25 0; 27 0.05 -0.5 0; 28 0.25 -0.5 0; 29 0.45 -0.5 0; 30 0.65 -0.5 0; 31 0.85 -0.5 0; 32 1.05 -0.5 0; 33 1.25 -0.5 0; 34 1.45 -0.5 0; 35 1.65 -0.5 0; 36 1.85 -0.5 0; 37 2.05 -0.5 0; 38 2.25 -0.5 0; 39 2.45 -0.5 0; 40 0.05 -1 0; 41 0.25 -1 0; 42 0.45 -1 0; 43 0.65 -1 0; 44 0.85 -1 0; 45 1.05 -1 0; 46 1.25 -1 0; 47 1.45 -1 0; 48 1.65 -1 0; 49 1.85 -1 0; 50 2.05 -1 0; 51 2.25 -1 0; 52 2.45 -1 0; 53 0.05 -1.25 0; 54 0.25 -1.25 0; 55 0.45 -1.25 0; 56 0.65 -1.25 0; 57 0.85 -1.25 0; 58 1.05 -1.25 0; 59 1.25 -1.25 0; 60 1.45 -1.25 0; 61 1.65 -1.25 0; 62 1.85 -1.25 0; 63 2.05 -1.25 0; 64 2.25 -1.25 0; 65 2.45 -1.25 0; 66 0.05 -1.5 0; 67 0.25 -1.5 0; 68 0.45 -1.5 0; 69 0.65 -1.5 0; 70 0.85 -1.5 0; 71 1.05 -1.5 0; 72 1.25 -1.5 0; 73 1.45 -1.5 0; 74 1.65 -1.5 0; 75 1.85 -1.5 0; 76 2.05 -1.5 0; 77 2.25 -1.5 0; 78 2.45 -1.5 0; 79 0.05 -1.85 0; 80 0.25 -1.85 0; 81 0.45 -1.85 0; 82 0.65 -1.85 0; 83 0.85 -1.85 0; 84 1.05 -1.85 0; 85 1.25 -1.85 0; 86 1.45 -1.85 0; 87 1.65 -1.85 0; 88 1.85 -1.85 0; 89 2.05 -1.85 0; 90 2.25 -1.85 0; 91 2.45 -1.85 0; 92 2.75 0 0; 93 2.75 -0.25 0; 94 2.75 -0.5 0; 95 2.75 -1 0; 96 2.75 -1.25 0; 97 2.75 -1.5 0; 98 2.75 -1.85 0; 99 -0.25 0 0; 100 -0.25 -0.25 0; 101 -0.25 -0.5 0; 102 -0.25 -1 0; 103 -0.25 -1.25 0; 104 -0.25 -1.5 0; 105 -0.25 -1.85 0; 106 0.05 -1.7 0; 107 0.25 -1.7 0; 108 0.45 -1.7 0; 109 0.65 -1.7 0; 110 0.85 -1.7 0; 111 1.05 -1.7 0; 112 1.25 -1.7 0; 113 1.45 -1.7 0; 114 1.65 -1.7 0; 115 1.85 -1.7 0; 116 2.05 -1.7 0; 117 2.25 -1.7 0; 118 2.45 -1.7 0; 119 -0.25 -1.7 0; 120 2.75 -1.7 0; 121 0.05 -0.75 0; 122 0.25 -0.75 0; 123 0.45 -0.75 0; 124 0.65 -0.75 0; 125 0.85 -0.75 0; 126 1.05 -0.75 0; 127 1.25 -0.75 0; 128 1.45 -0.75 0; 129 1.65 -0.75 0; 130 1.85 -0.75 0; 131 2.05 -0.75 0; 132 2.25 -0.75 0; 133 2.45 -0.75 0; 134 -0.25 -0.75 0; 135 2.75 -0.75 0; ***************************************************************************** MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11; 11 11 12; 12 12 13; 13 14 15; 14 15 16; 15 16 17; 16 17 18; 17 18 19; 18 19 20; 19 20 21; 20 21 22; 21 22 23; 22 23 24; 23 24 25; 24 25 26; 25 27 28; 26 28 29; 27 29 30; 28 30 31; 29 31 32; 30 32 33; 31 33 34; 32 34 35; 33 35 36; 34 36 37; 35 37 38; 36 38 39; 37 40 41; 38 41 42; 39 42 43; 40 43 44; 41 44 45; 42 45 46; 43 46 47; 44 47 48; 45 48 49; 46 49 50; 47 50 51; 48 51 52; 49 53 54; 50 54 55; 51 55 56; 52 56 57; 53 57 58; 54 58 59; 55 59 60; 56 60 61; 57 61 62; 58 62 63; 59 63 64; 60 64 65; 61 66 67; 62 67 68; 63 68 69; 64 69 70; 65 70 71; 66 71 72; 67 72 73; 68 73 74; 69 74 75; 70 75 76; 71 76 77; 72 77 78; 73 79 80; 74 80 81; 75 81 82; 76 82 83; 77 83 84; 78 84 85; 79 85 86; 80 86 87; 81 87 88; 82 88 89; 83 89 90; 84 90 91; 85 1 14; 86 14 27; 87 27 121; 88 40 53; 89 53 66; 90 66 106; 91 2 15; 92 15 28; 93 28 122; 94 41 54; 95 54 67; 96 67 107; 97 3 16; 98 16 29; 99 29 123; 100 42 55; 101 55 68; 102 68 108; 103 4 17; 104 17 30; 105 30 124; 106 43 56; 107 56 69; 108 69 109; 109 5 18; 110 18 31; 111 31 125; 112 44 57; 113 57 70; 114 70 110; 115 6 19; 116 19 32; 117 32 126; 118 45 58; 119 58 71; 120 71 111; 121 7 20; 122 20 33; 123 33 127; 124 46 59; 125 59 72; 126 72 112; 127 8 21; 128 21 34; 129 34 128; 130 47 60; 131 60 73; 132 73 113; 133 9 22; 134 22 35; 135 35 129; 136 48 61; 137 61 74; 138 74 114; 139 10 23; 140 23 36; 141 36 130; 142 49 62; 143 62 75; 144 75 115; 145 11 24; 146 24 37; 147 37 131; 148 50 63; 149 63 76; 150 76 116; 151 12 25; 152 25 38; 153 38 132; 154 51 64; 155 64 77; 156 77 117; 157 13 26; 158 26 39; 159 39 133; 160 52 65; 161 65 78; 162 78 118; 163 92 93; 164 93 94; 165 94 135; 166 95 96; 167 96 97; 168 97 120; 169 99 100; 170 100 101; 171 101 134; 172 102 103; 173 103 104; 174 104 119; 175 99 1; 176 100 14; 177 101 27; 178 102 40; 179 103 53; 180 104 66; 181 105 79; 182 91 98; 183 78 97; 184 65 96; 185 52 95; 186 39 94; 187 26 93; 188 13 92; 189 106 79; 190 107 80; 191 106 107;

Page#152

192 108 81; 193 107 108; 194 109 82; 195 108 109; 196 110 83; 197 109 110; 198 111 84; 199 110 111; 200 112 85; 201 111 112; 202 113 86; 203 112 113; 204 114 87; 205 113 114; 206 115 88; 207 114 115; 208 116 89; 209 115 116; 210 117 90; 211 116 117; 212 118 91; 213 117 118; 214 119 105; 215 119 106; 216 120 98; 217 118 120; 218 121 40; 219 122 41; 220 121 122; 221 123 42; 222 122 123; 223 124 43; 224 123 124; 225 125 44; 226 124 125; 227 126 45; 228 125 126; 229 127 46; 230 126 127; 231 128 47; 232 127 128; 233 129 48; 234 128 129; 235 130 49; 236 129 130; 237 131 50; 238 130 131; 239 132 51; 240 131 132; 241 133 52; 242 132 133; 243 134 102; 244 134 121; 245 135 95; 246 133 135; ************************************************************************ DEFINE MATERIAL START ISOTROPIC M40 E 3.3e+007 POISSON 0.15 DENSITY 25 END DEFINE MATERIAL ************************************************************************* MEMBER PROPERTY AMERICAN 13 TO 72 176 TO 180 183 TO 187 220 222 224 226 228 230 232 234 236 238 240 242 244 246 PRIS YD 0.25 ZD 0.45 191 193 195 197 199 201 203 205 207 209 211 213 215 217 PRIS YD 0.15 ZD 0.45 91 TO 156 190 192 194 196 198 200 202 204 206 208 210 219 221 223 225 227 229 231 233 235 237 239 PRIS YD 0.2 ZD 0.45 1 TO 12 175 188 PRIS YD 0.125 ZD 0.45 73 TO 84 181 182 PRIS YD 0.075 ZD 0.45 163 TO 174 214 216 243 245 PRIS YD 0.15 ZD 0.45 85 TO 90 157 TO 162 189 212 218 241 PRIS YD 0.25 ZD 0.45 CONSTANTS MATERIAL M40 MEMB 1 TO 246 ************************************************************************* SUPPORTS 92 TO 105 119 120 134 135 FIXED 1 TO 13 PINNED ************************************************************************ LOAD 1 LL ULS MEMBER LOAD 199 201 203 205 UNI GZ -725 197 UNI GZ -700 0 0.2 207 UNI GZ -700 0 0.2 LOAD 2 LL RARE MEMBER LOAD 199 201 203 205 UNI GZ -490 197 UNI GZ -470 0 0.2 207 UNI GZ -470 0 0.2 LOAD 3 LL QPC MEMBER LOAD 199 201 203 205 UNI GZ -100 197 UNI GZ -100 0 0.2 207 UNI GZ -100 0 0.2 *LOAD 4 LOADTYPE None TITLE PIN ULS *MEMBER LOAD *77 TO 80 UNI GZ -1970 *76 UNI GZ -1970 0.175 0.2 *81 UNI GZ -1970 0 0.025 *LOAD 5 LOADTYPE None TITLE PIN RARE *MEMBER LOAD *77 TO 80 UNI GZ -1320 *76 UNI GZ -1320 0.175 0.2 *81 UNI GZ -1320 0 0.025 *LOAD 6 LOADTYPE None TITLE PIN QPC *MEMBER LOAD *77 TO 80 UNI GZ -270 *76 UNI GZ -270 0.175 0.2 *81 UNI GZ -270 0 0.025 ************************************************************************ PERFORM ANALYSIS FINISH STAAD FILE FOR SEISMIC FORCE FROM PIN BEARING

Page#153

STAAD SPACE START JOB INFORMATION ENGINEER DATE 26-SEP-15 END JOB INFORMATION *ANALYSIS OF END CROSS GIRDER AS PLATE FIXED AT THREE ENDS AND FREE AT BOTTOM *SUBJECTED TO LOADING AT BOTTOM FROM SEISMIC STOPPER INPUT WIDTH 79 ***************************************************************************** UNIT METER KN JOINT COORDINATES 1 0.05 0 0; 2 0.25 0 0; 3 0.45 0 0; 4 0.65 0 0; 5 0.85 0 0; 6 1.05 0 0; 7 1.25 0 0; 8 1.45 0 0; 9 1.65 0 0; 10 1.85 0 0; 11 2.05 0 0; 12 2.25 0 0; 13 2.45 0 0; 14 0.05 -0.25 0; 15 0.25 -0.25 0; 16 0.45 -0.25 0; 17 0.65 -0.25 0; 18 0.85 -0.25 0; 19 1.05 -0.25 0; 20 1.25 -0.25 0; 21 1.45 -0.25 0; 22 1.65 -0.25 0; 23 1.85 -0.25 0; 24 2.05 -0.25 0; 25 2.25 -0.25 0; 26 2.45 -0.25 0; 27 0.05 -0.5 0; 28 0.25 -0.5 0; 29 0.45 -0.5 0; 30 0.65 -0.5 0; 31 0.85 -0.5 0; 32 1.05 -0.5 0; 33 1.25 -0.5 0; 34 1.45 -0.5 0; 35 1.65 -0.5 0; 36 1.85 -0.5 0; 37 2.05 -0.5 0; 38 2.25 -0.5 0; 39 2.45 -0.5 0; 40 0.05 -1 0; 41 0.25 -1 0; 42 0.45 -1 0; 43 0.65 -1 0; 44 0.85 -1 0; 45 1.05 -1 0; 46 1.25 -1 0; 47 1.45 -1 0; 48 1.65 -1 0; 49 1.85 -1 0; 50 2.05 -1 0; 51 2.25 -1 0; 52 2.45 -1 0; 53 0.05 -1.25 0; 54 0.25 -1.25 0; 55 0.45 -1.25 0; 56 0.65 -1.25 0; 57 0.85 -1.25 0; 58 1.05 -1.25 0; 59 1.25 -1.25 0; 60 1.45 -1.25 0; 61 1.65 -1.25 0; 62 1.85 -1.25 0; 63 2.05 -1.25 0; 64 2.25 -1.25 0; 65 2.45 -1.25 0; 66 0.05 -1.5 0; 67 0.25 -1.5 0; 68 0.45 -1.5 0; 69 0.65 -1.5 0; 70 0.85 -1.5 0; 71 1.05 -1.5 0; 72 1.25 -1.5 0; 73 1.45 -1.5 0; 74 1.65 -1.5 0; 75 1.85 -1.5 0; 76 2.05 -1.5 0; 77 2.25 -1.5 0; 78 2.45 -1.5 0; 79 0.05 -1.85 0; 80 0.25 -1.85 0; 81 0.45 -1.85 0; 82 0.65 -1.85 0; 83 0.85 -1.85 0; 84 1.05 -1.85 0; 85 1.25 -1.85 0; 86 1.45 -1.85 0; 87 1.65 -1.85 0; 88 1.85 -1.85 0; 89 2.05 -1.85 0; 90 2.25 -1.85 0; 91 2.45 -1.85 0; 92 2.75 0 0; 93 2.75 -0.25 0; 94 2.75 -0.5 0; 95 2.75 -1 0; 96 2.75 -1.25 0; 97 2.75 -1.5 0; 98 2.75 -1.85 0; 99 -0.25 0 0; 100 -0.25 -0.25 0; 101 -0.25 -0.5 0; 102 -0.25 -1 0; 103 -0.25 -1.25 0; 104 -0.25 -1.5 0; 105 -0.25 -1.85 0; 106 0.05 -1.7 0; 107 0.25 -1.7 0; 108 0.45 -1.7 0; 109 0.65 -1.7 0; 110 0.85 -1.7 0; 111 1.05 -1.7 0; 112 1.25 -1.7 0; 113 1.45 -1.7 0; 114 1.65 -1.7 0; 115 1.85 -1.7 0; 116 2.05 -1.7 0; 117 2.25 -1.7 0; 118 2.45 -1.7 0; 119 -0.25 -1.7 0; 120 2.75 -1.7 0; 121 0.05 -0.75 0; 122 0.25 -0.75 0; 123 0.45 -0.75 0; 124 0.65 -0.75 0; 125 0.85 -0.75 0; 126 1.05 -0.75 0; 127 1.25 -0.75 0; 128 1.45 -0.75 0; 129 1.65 -0.75 0; 130 1.85 -0.75 0; 131 2.05 -0.75 0; 132 2.25 -0.75 0; 133 2.45 -0.75 0; 134 -0.25 -0.75 0; 135 2.75 -0.75 0; ***************************************************************************** MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11; 11 11 12; 12 12 13; 13 14 15; 14 15 16; 15 16 17; 16 17 18; 17 18 19; 18 19 20; 19 20 21; 20 21 22; 21 22 23; 22 23 24; 23 24 25; 24 25 26; 25 27 28; 26 28 29; 27 29 30; 28 30 31; 29 31 32; 30 32 33; 31 33 34; 32 34 35; 33 35 36; 34 36 37; 35 37 38; 36 38 39; 37 40 41; 38 41 42; 39 42 43; 40 43 44; 41 44 45; 42 45 46; 43 46 47; 44 47 48; 45 48 49; 46 49 50; 47 50 51; 48 51 52; 49 53 54; 50 54 55; 51 55 56; 52 56 57; 53 57 58; 54 58 59; 55 59 60; 56 60 61; 57 61 62; 58 62 63; 59 63 64; 60 64 65; 61 66 67; 62 67 68; 63 68 69; 64 69 70; 65 70 71; 66 71 72; 67 72 73; 68 73 74; 69 74 75; 70 75 76; 71 76 77; 72 77 78; 73 79 80; 74 80 81; 75 81 82; 76 82 83; 77 83 84; 78 84 85; 79 85 86; 80 86 87; 81 87 88; 82 88 89; 83 89 90; 84 90 91; 85 1 14; 86 14 27; 87 27 121; 88 40 53; 89 53 66; 90 66 106; 91 2 15; 92 15 28; 93 28 122; 94 41 54; 95 54 67; 96 67 107; 97 3 16; 98 16 29; 99 29 123; 100 42 55; 101 55 68; 102 68 108; 103 4 17; 104 17 30; 105 30 124; 106 43 56; 107 56 69; 108 69 109; 109 5 18; 110 18 31; 111 31 125; 112 44 57; 113 57 70; 114 70 110; 115 6 19; 116 19 32; 117 32 126; 118 45 58; 119 58 71; 120 71 111; 121 7 20; 122 20 33; 123 33 127; 124 46 59; 125 59 72; 126 72 112; 127 8 21; 128 21 34; 129 34 128; 130 47 60; 131 60 73; 132 73 113; 133 9 22; 134 22 35; 135 35 129; 136 48 61; 137 61 74; 138 74 114; 139 10 23; 140 23 36; 141 36 130; 142 49 62; 143 62 75; 144 75 115; 145 11 24; 146 24 37; 147 37 131; 148 50 63; 149 63 76; 150 76 116; 151 12 25; 152 25 38; 153 38 132; 154 51 64; 155 64 77; 156 77 117; 157 13 26; 158 26 39; 159 39 133; 160 52 65; 161 65 78; 162 78 118; 163 92 93; 164 93 94; 165 94 135; 166 95 96; 167 96 97; 168 97 120; 169 99 100; 170 100 101; 171 101 134; 172 102 103; 173 103 104; 174 104 119; 175 99 1; 176 100 14; 177 101 27; 178 102 40; 179 103 53; 180 104 66; 181 105 79; 182 91 98; 183 78 97; 184 65 96; 185 52 95; 186 39 94; 187 26 93; 188 13 92; 189 106 79; 190 107 80; 191 106 107; 192 108 81; 193 107 108; 194 109 82; 195 108 109; 196 110 83; 197 109 110;

Page#154

198 111 84; 199 110 111; 200 112 85; 201 111 112; 202 113 86; 203 112 113; 204 114 87; 205 113 114; 206 115 88; 207 114 115; 208 116 89; 209 115 116; 210 117 90; 211 116 117; 212 118 91; 213 117 118; 214 119 105; 215 119 106; 216 120 98; 217 118 120; 218 121 40; 219 122 41; 220 121 122; 221 123 42; 222 122 123; 223 124 43; 224 123 124; 225 125 44; 226 124 125; 227 126 45; 228 125 126; 229 127 46; 230 126 127; 231 128 47; 232 127 128; 233 129 48; 234 128 129; 235 130 49; 236 129 130; 237 131 50; 238 130 131; 239 132 51; 240 131 132; 241 133 52; 242 132 133; 243 134 102; 244 134 121; 245 135 95; 246 133 135; ************************************************************************ DEFINE MATERIAL START ISOTROPIC M40 E 3.3e+007 POISSON 0.15 DENSITY 25 END DEFINE MATERIAL ************************************************************************* MEMBER PROPERTY AMERICAN 13 TO 72 176 TO 180 183 TO 187 220 222 224 226 228 230 232 234 236 238 240 242 244 246 PRIS YD 0.25 ZD 0.6 191 193 195 197 199 201 203 205 207 209 211 213 215 217 PRIS YD 0.15 ZD 0.6 91 TO 156 190 192 194 196 198 200 202 204 206 208 210 219 221 223 225 227 229 231 233 235 237 239 PRIS YD 0.2 ZD 0.6 1 TO 12 175 188 PRIS YD 0.125 ZD 0.6 73 TO 84 181 182 PRIS YD 0.075 ZD 0.6 163 TO 174 214 216 243 245 PRIS YD 0.15 ZD 0.6 85 TO 90 157 TO 162 189 212 218 241 PRIS YD 0.25 ZD 0.6 CONSTANTS MATERIAL M40 MEMB 1 TO 246 ************************************************************************* SUPPORTS 92 TO 105 119 120 134 135 FIXED 1 TO 13 PINNED ************************************************************************ *LOAD 1 LL ULS *MEMBER LOAD *199 201 203 205 UNI GZ -700 *197 UNI GZ -700 0 0.2 *207 UNI GZ -700 0 0.2 *LOAD 2 LL RARE *MEMBER LOAD *199 201 203 205 UNI GZ -470 *197 UNI GZ -470 0 0.2 *207 UNI GZ -470 0 0.2 *LOAD 3 LL QPC *MEMBER LOAD *199 201 203 205 UNI GZ -100 *197 UNI GZ -100 0.0 0.2 *207 UNI GZ -100 0 0.2 LOAD 4 LOADTYPE None TITLE PIN ULS MEMBER LOAD 77 TO 80 UNI GZ -2050 76 UNI GZ -2050 0.175 0.2 81 UNI GZ -2050 0 0.025 LOAD 5 LOADTYPE None TITLE PIN RARE MEMBER LOAD

Page#155

Montecarlo Limited PROJECT: TITLE:

9.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design for Transverse Seismic Stopper as Cantilever: Seismic stoppers are provided one each out side the longitudinal girders, and projected upwards in such a way that they are abutted with end diaphragm/Longitudinal girder.

Total Load (DL+SIDL)from Superstructure Horizontal Seismci Coefficient Braking force Seismic Force from Superstructure No of seismic stoppers provided

= = = = =

20 % live load excluding impact factor Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 = 0.36 R = 1.0

Lever arm the force from base of cap Width of Seismic Stopper

= =

0.75

x

1.00

Ratio of a/h

=

0.950

/

1.00

=0.36/1.0

= = = =

FOR ULS FOR RARE FOR QPC 9499 6799 6500 0.36 0.36 0 227.7 3420.00 2450.00 227.70 2 2 2

=

0.950

= <

0.950 1.00

KN KN KN Nos

m

Hence the seismic stopper behaves as Cantilever Beam.

Total Seismic Force transferred from superstructure

=

3420.00

x

1

=

3420.00

2450.00

227.70 KN

Force per each seismic stopper

=

3420.00

/

2

=

1710

1225

113.85 KN

Moment at the base of seismic stopper

=

1710.00

x

0.950

=

1624.50

1163.75

108.16 KNm

Net Shear Force

=

=

1710.00

1225.00

113.85 KN

9.1 Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

1624.50 KNm

=

1710.00 KN

=

1163.75 KNm

=

1225.00 KN

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

108.16 KNm

Maximum Shear Force

=

113.85 KN

Width of Stopper Depth of Stopper Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

0.75 1.000 45 500 21.60 16.20 5.88 400.00 0.30 40

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

1-0.04*2-0.012-0.02/2

=

0.938 m

Page # 156

Montecarlo Limited PROJECT: TITLE:

9.2

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

Max hogging moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 14 nos

20 φ

+

0 nos =

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

1624.50 KN.m 12 φ 4398 mm2 1207 mm2 OK 17587.5 mm2 OK 157.47 mm 427.81 mm OK 1674.13 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max hogging moment

M

=

1163.75 KN.m

Depth of Neutral Axis

x

=

222.22 mm

Icr

=

1.4E+10 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

18.55 Mpa OK 351.47 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max hogging moment

9.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

9.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

9.3

DOCUMENT NO.

M

=

108.16 KN.m

Stress in concrete

M*x/Icr

=

1.72 Mpa OK 32.67 Mpa OK

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

20.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

250.00 mm

As/Ac.eff

=

0.0378

Ac eff

=

116250 mm2

3.4c+0.17ф/ρp.eff

=

225.87 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00010

=

32.67

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.022 mm OK

Page # 157

Montecarlo Limited PROJECT: TITLE:

9.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.51 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

344.81 KN

Minimum shear resistance

=

VRd.c

=

258.55 KN

Shear resistance

=

VRd.c 344.81

<

1710.00 938 750 3626.6

0.00625

= 344.81 KN 1710.00 Provide Shear Reinf. = 1710.00 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.420 2.5

Provide

4 legged

KN mm mm KN OK

12 φ dia bars @

0.00 Mpa

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00111 0.00402

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c 1365.19

=

2361.47 KN 1365.19 KN

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

2361.47

OK = =

Asw max

OK

= =

2 1559.60 mm OK 600 OK 2 1559.60 mm OK 600 OK

Provide 4L-12mm dia stirrups @ 150mm c/c .

Page # 158

Montecarlo Limited PROJECT: TITLE:

4.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design for Longitudinal Seismic Stopper as Cantilever:

Seismic stoppers are provided one each between two longitudinal girders, and projected upwards in such a way that they are abutted with end diaphragm. FOR ULS FOR RARE FOR QPC Total Load (DL+SIDL)from Superstructure = = 9499 6799 6500 KN Horizontal Seismci Coefficient = Z/2 x I x Sa/g =0.24/2 x 1.2 x 2.5 = 0.36 =0.36/1.0 = 0.36 0.36 0 Braking force = R = 1.0 227.7 KN Seismic Force from Superstructure = = 3420.00 2450.00 227.70 KN No of seismic stoppers provided = = 2 2 2 Nos Lever arm the force from base of cap Width of Seismic Stopper

= =

1.20

x

0.84

Ratio of a/h

=

1.110

/

0.84

=

1.110 m

= >

1.321 1.00

m

Hence the seismic stopper behaves as Cantilever Beam.

Total Seismic Force transferred from superstructure

=

3420.00

x

1

=

3420.00

2450.00

227.70 KN

Force per each seismic stopper

=

3420.00

/

2

=

1710

1225

113.85 KN

Moment at the base of seismic stopper

=

1710.00

x

1.110

=

1898.10

1359.75

126.37 KNm

Net Shear Force

=

=

1710.00

1225.00

113.85 KN

4.1 Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

1898.10 KNm

=

1710.00 KN

=

1359.75 KNm

=

1225.00 KN

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

126.37 KNm

Maximum Shear Force

=

113.85 KN

Width of Stopper Depth of Stopper Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.20 0.840 45 500 21.60 16.20 5.88 400.00 0.30 40

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

0.84-0.04-0.012-0.032/2

=

0.772 m

Page # 159

Montecarlo Limited PROJECT: TITLE:

4.2

Max hogging moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 8 nos

32 φ

+

0 nos =

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

1898.10 KN.m 12 φ 6434 mm2 1590 mm2 OK 23160 mm2 OK 143.97 mm 352.1 mm OK 1999.48 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max hogging moment

M

=

1359.75 KN.m

Depth of Neutral Axis

x

=

191.37 mm

Icr

=

1.3E+10 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

19.33 Mpa OK 345.03 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max hogging moment

4.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

4.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

4.3

DOCUMENT NO.

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

M

=

126.37 KN.m

Stress in concrete

M*x/Icr

=

1.80 Mpa OK 32.07 Mpa OK

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

32.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

280.00 mm

As/Ac.eff

=

0.0315

Ac eff

=

204000 mm2

3.4c+0.17ф/ρp.eff

=

308.48 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00010

=

32.07

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.030 mm OK

Page # 160

Montecarlo Limited PROJECT: TITLE:

4.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.51 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

485.29 KN

Minimum shear resistance

=

VRd.c

=

357.10 KN

Shear resistance

=

VRd.c 485.29

<

1710.00 772 1200 4775.6

0.00695

= 485.29 KN 1710.00 Provide Shear Reinf. = 1710.00 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.313 2.5

Provide

4 legged

KN mm mm KN OK

12 φ dia bars @

0.00 Mpa

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00111 0.00251

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c 1224.71

=

1983.64 KN 1224.71 KN

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

1983.64

OK = =

Asw max

OK

= =

2 2495.36 mm OK 579 OK 2 2495.36 mm OK 579 OK

Provide 4L-12mm dia stirrups @ 150mm c/c .

Page # 161

Montecarlo Limited PROJECT: TITLE:

11.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design for Pedestal as Cantilever Longi. Seismic force:

Lever arm the force from base of cap Width of Seismic Stopper

= =

1.05

x

1.05

Ratio of a/h

=

0.750

/

1.05

3251.52 2430.00

x

=

0.750 m

= <

0.714 1.00

=

For ULS 3251.52

m

Hence the seismic stopper behaves as Cantilever Beam. Ultimate force Total Seismic Force transferred from superstructure

= =

1

For Rare 2430

Force in each Pin bearing

=

3251.52

/

1

=

3251.52

2430

Moment at the base of seismic stopper

=

3251.52

x

0.750

=

2438.64

1822.5

Net Shear Force

=

=

3251.52

2430.00

For QPC 227.70 KN 227.7 KN 170.78 KNm 227.70 KN

11.1 Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

2438.64 KNm

=

3251.52 KN

=

1822.50 KNm

=

2430.00 KN

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

=

170.78 KNm

Maximum Shear Force

=

227.70 KN

Width of Stopper Depth of Stopper Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.05 1.050 45 500 21.60 16.20 5.88 400.00 0.30 40

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

1.05-0.04*2-0.012-0.1/2

=

0.948 m

Page # 162

Montecarlo Limited PROJECT: TITLE:

11.2

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

Max hogging moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 32 φ

+

2438.64 KN.m

100 mm c/c =

8042 mm2 1708 mm2 OK 24885 mm2 OK 205.67 mm

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

432.37 mm OK 3028.72 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max hogging moment

M

=

1822.50 KN.m

Depth of Neutral Axis

x

=

250.67 mm

Icr

=

2.4E+10 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

18.74 Mpa OK 306.60 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max hogging moment

11.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

11.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

11.3

DOCUMENT NO.

M

=

170.78 KN.m

Stress in concrete

M*x/Icr

=

1.76 Mpa OK 28.73 Mpa OK

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

32.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

280.00 mm

As/Ac.eff

=

0.0300

Ac eff

=

267750 mm2

3.4c+0.17ф/ρp.eff

=

317.11 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

0.00009

=

28.73

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

=

Mpa

0.027 mm OK

Page # 163

Montecarlo Limited PROJECT: TITLE:

11.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.51 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

530.09 KN

Minimum shear resistance

=

VRd.c

=

364.91 KN

Shear resistance

=

VRd.c 530.09

<

3251.52 948 1050 5131.3

0.00808

= 530.09 KN 3251.52 Provide Shear Reinf. = 3251.52 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.543 2.5

Provide

4 legged

KN mm mm KN OK

12 φ dia bars @

0.00 Mpa

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00111 0.00287

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c 2721.43

=

2479.55 KN 2721.43 KN

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

>

2479.55

CHECK = =

Asw max

OK

= =

2 2183.44 mm OK 600 OK 2 2183.44 mm OK 600 OK

Provide 4L-12mm dia stirrups @ 150mm c/c .

Page # 164

Montecarlo Limited PROJECT: TITLE:

12.0

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M

DOCUMENT NO.

DATE

NHAI/MC/SSEP/NH-15/DOC/001 DESIGNED

CHECKED

JP

2/10/2015 SHEET

GMS

Design for Pedestal as Cantilever Transverse Seismic force:

Lever arm the force from base of cap Width of Seismic Stopper

= =

1.05

x

1.05

Ratio of a/h

=

0.750

/

1.05

3251.52 2430.00

x

=

0.750 m

= <

0.714 1.00

=

For ULS 3251.52

m

Hence the seismic stopper behaves as Cantilever Beam. Ultimate force Total Seismic Force transferred from superstructure

= =

1

For Rare 2430

Force in each Metallic bearing

=

3251.52

/

2

=

1625.76

1215

Moment at the base of seismic stopper

=

1625.76

x

0.750

=

1219.32

911.25

Net Shear Force

=

=

1625.76

1215.00

For QPC 0.00 KN 0 KN 0.00 KNm 0.00 KN

12.1 Ultimate Limit State : Maximum Moment Maximum Shear Force Serviceability Limit State -Rare Combination: Maximum Moment

=

1219.32 KNm

=

1625.76 KN

= =

911.25 KNm

Maximum Shear Force Serviceability Limit State -Quasi Permanent Combination: Maximum Moment

1215.00 KN

=

0.00 KNm

Maximum Shear Force

=

0.00 KN

Width of Stopper Depth of Stopper Grade of Concrete Grade of Steel Stress in Concrete (Rare combination) Stress in Concrete (QPC combination) Modular ratio Stress in Steel (Rare & QPC combination) Crack width (As per Table-12.1) Clear cover to outer most reinforcement

= = = = = = = = = =

1.05 1.050 45 500 21.60 16.20 5.88 400.00 0.30 40

m m MPa Mpa Mpa Mpa Mpa mm mm

Lever Arm: Lever Arm

Z

=

1.05-0.04*2-0.012-0.1/2

=

0.948 m

Page # 165

Montecarlo Limited PROJECT: TITLE:

12.2

Badmer-Sanchor-Gujarat Border Section of NH-15 DESIGN OF PSC T-BEAM & SLAB SUPERSTRUCTURE FOR 30.650M CHECK FOR ULTIMATE LIMIT STATE

Max hogging moment

CHECKED

JP

2/10/2015 SHEET

GMS

= 20 φ

+

1219.32 KN.m

100 mm c/c =

3142 mm2 1708 mm2 OK 24885 mm2 OK 80.34 mm

Ast min

=

Max. Reinforcement required

Ast max

=

Depth of Neutral Axis

Xu

=

Limiting Neutral Axis

Xu lim

=

Moment of Resistance (MOR)

Mu lim

=

432.37 mm OK 1251.6 KN.m OK

CHECK FOR SERVICEABILITY LIMIT STATE-RARE COMBINATION

Max hogging moment

M

=

911.25 KN.m

Depth of Neutral Axis

x

=

165.91 mm

Icr

=

1.2E+10 mm4

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

12.92 Mpa OK 358.21 Mpa OK

CHECK FOR SERVICEABILITY LIMIT STATE-QUASI PERMANENT COMBINATION

Max hogging moment

12.5

DESIGNED

Min. Reinforcement required

MOI of Cracked section

12.4

DATE

NHAI/MC/SSEP/NH-15/DOC/001

M

Provide Area of steel provided

12.3

DOCUMENT NO.

M

=

0.00 KN.m 0.00 Mpa OK 0.00 Mpa OK

Stress in concrete

M*x/Icr

=

Stress in Steel

m*M*(d-x)/Icr

=

Equi.diameter фeq

(n1ф12+n2ф22)/(n1ф1+n2ф2)

=

20.00 mm

Spacing of Bonded Reinf. in tension zone

<=5*(C+ф/2)

=

250.00 mm

As/Ac.eff

=

0.0117

Ac eff

=

267750 mm2

3.4c+0.17ф/ρp.eff

=

425.77 mm

(σsc - kt fct.eff/ρρ.eff (1+αeρρ.eff))/Es

=

CHECK FOR CRACK WIDTH

ρρ.eff

Max. crack spacing Srmax (εsm-εcm)

σsc Crack width Wk

Sr,max (εsm-εcm)

= =

0.00000 0.00

Mpa

0.000 mm OK

Page # 166

Montecarlo Limited PROJECT: TITLE:

12.6

DOCUMENT NO. Badmer-Sanchor-Gujarat Border NHAI/MC/SSEP/NH-15/DOC/001 Section of NH-15 DESIGNED CHECKED DESIGN OF PSC T-BEAM & SLAB JP GMS SUPERSTRUCTURE FOR 30.650M Shear Reinforcement for Service Condition:

DATE

2/10/2015 SHEET

Shear Force Effective depth of girder Width of girder Max Shear Force

= = = =

VEd d b Vmax

= = = =

strength reduction factor Longitudinal force

= =

ν NEd

= =

0.51 0.00 KN

Comp. stress as CG due to Axial load

=

σcp

=

0.00 Mpa

ρ1

=

Shear resistance of section without shear reinf.

=

VRd.c

=

388.71 KN

Minimum shear resistance

=

VRd.c

=

364.91 KN

Shear resistance

=

VRd.c 388.71

<

1625.76 948 1050 5131.3

0.00316

= 388.71 KN 1625.76 Provide Shear Reinf. = 1625.76 KN

Net Design Shear force

=

VNS

Comp. stress as CG due to Axial load

=

σcp

=

αcw

=

1.00

sin2θ Cotθ

= =

0.272 2.5

Provide

4 legged

KN mm mm KN OK

12 φ dia bars @

0.00 Mpa

150 c/c

Min shear reinf. ratio Provided shear reinf. ratio

= =

ρmin ρmin provided

= =

0.00111 0.00287

Shear Force by shear reinf. Balance Shear

= =

VRd.s VNS - VRd.c 1237.05

=

2479.55 KN 1237.05 KN

Max Shear reinforcement

=

Max Long. Spacing

=

Max Shear reinforcement

=

Max Long. Spacing

=

Asw max

<

2479.55

OK = =

Asw max

OK

= =

2 2183.44 mm OK 600 OK 2 2183.44 mm OK 600 OK

Provide 4L-12mm dia stirrups @ 150mm c/c .

Page # 167