abutment with pile 1233-design

8/10/2019 Abutment With Pile 1233-Design

1/20

Checked:

Br. No. : Date:

DATA

740

1180 mm

1500 mm

4500 mm

GENERAL CONFIGURATION

Rail level = 5.847

Bed level = -2.7

Top level of pile cap = 1.9

Span C/C of abutment = 12.79 m

Height from Top of pile cap to rail level = 3.947 m

C/C of Bearings for span = 0 m

Over all span = 13.380 m

SUB STRUCTURE

1233

Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC SLAB

1000

Project :

Client : Southern Railway

Date :

Top of pile cap = (+)1.900

Formation level = (+)5.107

Rail Level = (+)5.847

Subject : DATAJob : Design of Substructure

Prepared :

1027 mm

3947 mm

Depth of abutment cap = 1.00 m

Abutment Column height = 2.027 m

Length of abutment = 6.85 m

03-Feb-14

Dinesh KMP Bhuvan R

03-Feb-14


2/20

g

Checked:

Br. No. : Date:1233

Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC SLABProject :


Date :


Prepared :

FOUNDATION .

Depth of pile cap = 1.50 m

No. of Piles 1.00 m dia = 6.00 nos

Pile cross sectional area = 0.7854 m2

Number of piles along transverse direction = 3.00

Number of piles along longitudinal direction = 2.00

MATERIALS & CONSTANTS

Concrete density (RCC) = 2.50 t/m3

Characteristic strength of concrete

For dirt wall = 35.00 Mpa

For abutment and abutment cap = 35.00 Mpa

For retainwall = 35.00 Mpa

For pile cap = 35.00 MpaFor pile = 35.00 Mpa

Young's modulus of Concrete Ec



For retainwall = 29580.4 Mpa

For pile cap = 29580.4 Mpa

For pile = 29580.4 Mpa

Modular ratio = 8.00 M35



Characteristic strength of Steel = 500.00 Mpa

Characteristic strength of the stirrup/link reinforcement = 415.00 Mpa

Youngs modulus of steel Es = 200000 Mpa

LOAD CALCULATIONS

DEAD LOAD

Dead load from super structure DL = 81.63 t

C/C of piles In transverse direction = 3.000 m

In longitudinal direction = 3.00 m

Pile cap length In transverse direction = 7.50 mIn longitudinal direction = 4.50 m

Assume Pile depth = 30.00 m

03-Feb-14

Dinesh KMP Bhuvan R

03-Feb-14


3/20

Checked:

Br. No. : Date:1233

Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC SLABProject :


Date :


Prepared :

Ka = 0.468

Active earth pressure Pa = 1.62 t/m2

Load due to earth pressure on footing(Horizontal in traffic direction) = 42.66 t

Load due to surcharge(Horizontal in traffic direction) = 44.13 t

Surcharge load

Length of dirt wall, L = 6.85 mDistance from Top of dirt wall to the Top of Footing, H = 4.607 m

Width of uniform distribution at formation level, B = 3.00 m

L-B = 3.85 m

The satisfied condition is Case II: H > L-B

Live load surcharge, S = 13.700 t/m

SIDL surcharge, V = 5.30 t/m

On top face = 2.96 t/m2

On Bottom face = 1.30 t/m2

Rectangular load = 40.93 t

Height of triangular load = 3.85 m

Triangular loading = 3.20 t

So, Total surcharge load = 44.13 t

03-Feb-14

Dinesh KMP Bhuvan R

03-Feb-14


4/20

Checked

Br. No. : Date :

Calculations

ANALYSIS RESULTS

Pile Fixity Level

LC P My Mz Mr LC P My Mz Mr

t tm tm tm t tm tm tm

Max Pu 45 102 237.0 6.5 125.0 125.2 45 201 175.7 4.1 82.4 82.54

Max My 45 104 235.5 19.8 95.2 97.28 45 202 174.7 12.4 63.8 65.00

Max Mz 110 102 232.2 6.5 132.4 132.5 110 201 172.7 4.1 87.0 87.11

Min Pu 191 102 97.572 -5.04 -132 132.4 191 201 79.5 3.2 87.0 87.07

Pile Cutoff Level

LC P My Mz Mr LC P My Mz Mr

t tm tm tm t tm tm tmMax Pu 38 102 216.6 0.9 11.1 11.18 37 201 171.5 0.5 7.8 7.85

Max My 103 104 198.7 2.7 10.4 10.73 102 202 161.4 1.6 7.3 7.5Max Mz 76 103 214.7 0.0 11.6 11.59 183 201 68.0 0.4 8 8.1

Min Pu 184 102 74.5 0.7 11.6 11.6 183 201 68.0 0.4 8.1 8.09

Pile Forces due to Dead Load & Live Load

Fixity Level Cutoff Level

LC P DL M DL P LL M LL LC P DL M DL P LL M LL

t tm t tm t tm t tm

Max My 99.8 0.54 45.2 37.3 86.2 0.6 45.2 3.5

Max Mz 99.8 0.54 45.2 37.3 68.6 0.6 45.2 3.5

Note: All the above values are taken from Staad analysis for pile design.


Project :Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC

SLAB

SLS

Ref Output

Load Case

Subject :

Mem

b.Memb.

Mem

b.Load Case Memb.

ULS

30-Jan-14

STAAD

STAAD

SLS

STAAD

Load Case Memb.

ULS

SLS - Crack width Mem

b.

SLS - Crack width

ANALYSIS RESULTSDesign of Substructure

Bhuvan R

1233 31-Jan-14

Job :

Prepared : Dinesh KMP

Date :


5/20

Checked :

Br. No. : Date :

PILE DESIGN

Pile Diameter d / D = 0.075 D = 1000 mm

Clear cover for pile d' / D = 0.100 C = 75 mm

Materials

Characteristic strength of concrete fck = 35 N/mm2

Characteristic strength of steel fy = 500 N/mm2

Section 1 Fixity Level

Refer Case Pu M r Pt

SP-16 T Tm %

Chart Max Pu 237.02 125.20 0.068 0.036 0.015 0.525

No. 59 Max My 235.47 97.28 0.067 0.028 0.008 0.280

Max Mz 232.16 132.51 0.066 0.038 0.015 0.525

Min Pu. 97.57 132.45 0.028 0.038 0.025 0.875

Section 2 Cutoff Level

Case Pu M r Pt

T Tm %

Max Pu 216.57 11.18 0.062 0.003 0.000 0.000

Max My 198.74 10.73 0.057 0.003 0.000 0.000

Max Mz 214.68 11.59 0.061 0.003 0.000 0.000

Min Pu 74.53 11.60 0.021 0.003 0.000 0.000

Section 1 2

Pt % 0.875 0.400

Number of Layers no 1 1

mm 148 148

Ast pro mm2 8836 8836


Project : Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC SLAB

Spacing of the Reinforcement

Percentage of steel required

Area of steel required

Bar diameterNumber of bars provided

Ref Calculations Output

Pu /

FckD2

Mr /

fckD3

P /

Fck

Pu /

FckD2

Mr /

fckD3

P /

Fck

Reinforcement Details

Job :


Area od steel provided

Subject : PILE DESIGNDesign of Substructure

Bhuvan R

1233

Ast req mm2 6872 3142

mm 25 25no 20 20

Date : 03-Feb-14 03-Feb-14


6/20

X2 cm 0 0 0 0 0 0 0 0

Distance of c.g from physical centroid:

e' cm 21 19 22 25 25 25 24 24

e cm 47 37 50 109 5 5 12 12

e-e' cm 26 18 28 85 -20 -20 -12 -12

Moment of Inertia of Segment abt. its own axis

I1 cm4

4.E+5 6.E+5 3.E+5 1.E+5 1.E+5 1.E+5 2.E+5 2.E+5

I2 cm 0 0 0 0 0 0 0 0

Ieff cm 1.E+6 1.E+6 1.E+6 1.E+6 1.E+6 1.E+6 1.E+6 1.E+6

Distance of NA below C.G eff cm 13 18 12 5 -24 -23 -34 -34

cm 13 18 12 5 3 4 7 7

0 0 0 0 -27 -27 -41 -41

42 49 40 31 28 30 33 33

Max. comp. stress in concretekg/cm

147 109158 176 -3 -7 6 6

Max. Perm. stress in concrete kg/cm 237 237 237 237 237 237 237 237

For seismic case O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K.

Max tensile stress in steel kg/cm -1487 -818 -1714 -2951 2237 2040 575 575

Max. Perm. stress in steel kg/cm 3824 3824 3824 3824 3824 3824 3824 3824

For seismic case O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K.

Crack width Calculations

Max My Max Mz Max My Max Mz

Axial Thrust P t 99.85 99.85 86.17 68.60

Moment due to Dead Load tm 0.54 0.54 0.59 0.59

Moment due to Live Load tm 37.29 37.29 3.50 3.50

Bending Moment M tm 38 38 4 4

Outer dia d1 cm 100 100 100 100

Outer rad (r1 = d1/2) r1 cm 50 50 50 50

Inner dia d2 cm 0 0 0 0

Inner rad (r2 = d2/2) r2 cm 0 0 0 0

Effective depth d cm 93 93 93 93

Youngs Modulus of steel Es Kg/cm2

2.E+6 2.E+6 2.E+6 2.E+6

Modular ratio M 9 9 9 9

Assume NA from extreme comp. cm 50 50 33 33

Distance of NA from centroid (b) cm 0 0 17 17

Provided Reinforcement cm2 88 88 88 88

Spacing of the Reinforcement cm 15 15 15 0

Description UnitsFixity Level Cut off Level


7/20

50 50 33 33

Max. compressive stress in concrete kg/cm 61 61 -2 0

Max. Permissible stress in concrete kg/cm 172 172 172 172

O.K. O.K. O.K. O.K.

Max tensile stress in steel kg/cm -491 -491 988 745

Max. Permissible stress in steel kg/cm 3678 3678 3678 3678

O.K. O.K. O.K. O.K.

Strain in steel s 0.000 0.000 0.000 0.000

Strain in concrete 1 0.000 0.000 0.000 0.000

2 0.000 0.000 0.000 0.000

m 0.000 0.000 0.000 0.000

Crack width Cw mm 0.043 0.043 0.100 0.069


8/20

Checked

Br. No. : Date :

PILE CAP DESIGN

Thickness of pile cap = m

Height of the soil over pile cap on toe side = m

Height of the soil on heel side = m

length of pile cap in transverse direction = m

length of pile cap in longitudinal direction = m

Spacing between the piles along Transverse Direction = m

Spacing between the piles along longitudinal direction = m

length of Abutment in transverse direction = m

length of Abutment in longitudinal direction = m

Diameter of each pile = m

Number of piles along transverse direction = No's

Number of piles along longitudinal direction = No's

Unit weight of concrete = T/m3

Unit weight of soil = T/m3

Design of pile cap on toe side :

Reactions from pile on pile cap

Member Load

From 102 218.4 T

STAAD 75 218.4 T

37 219.9 T

Total maximum reaction of piles on pile cap = T

Self weight of pile cap = T

weight of earth on pile cap = T

Self wt of the SIDL = TTotal downward load = T

Downward moment at the face of the Abutment stem = T-m

Upward moment at the face of the Abutment stem = T-m

resultant force upward = T-m

63.3

265.1

2.23

1.00

3.00

2.00

2.50

1.80

656.7

126.6

0.0

328.4

0.0126.6

Subject : PILE CAP DESIGNDesign of Substructure

Bhuvan R


1.50

1233 31-Jan-14

Client: Southern Railway

3.00

6.85

Date : 30-Jan-14

Job:

Project :

3.00

Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC

SLAB

3.847

7.50

4.50


0.00


9/20

Moment due to pile reaction

Dead Load Live load

Beam LC Joint Axial Lever M0 Beam LC Joint Axial Lever M0

T m Tm T m Tm

From 102 300 18 102.8 0.50 51 102 301 18 44.7 0.50 22

STAAD 75 300 16 102.8 0.50 51 75 301 16 44.7 0.50 22

37 300 14 102.8 0.50 51 37 301 14 44.7 0.50 22

DL LL

Total Load at Cut off Level t 308 134.2

Moment acting at the critical section tm 154 67.1

Total Design Moment per meter width tm 4 9

Moment due to permanent loads = 3.7 T.m/m

Moment due to live loads = 8.95 T.m/m

Moment of Inertia of section

Ixx = mm4

Section Modulus of section

Ztop = mm3

Zottom = mm3

acr pt x fs fc e1 e2 em Cwmm % mm N/mm

2N/mm

2 mm

67.3 35.6841641 225.22 8.9983 7.4 0.001 -0.0013 0.0 0.20

Check for shear

Total downward load per m = T

Total upward load per m = T

Unbalanced Force (shear force) per meter length of the pile cap = T

Shear at a distance eff depth = T

Max. Shear force at critical section V = t

Depth Factor S =Normal shear stress v = N/mm2

% of Tension reinforcement provided Pt = %

Shear resistance of concrete vc = N/mm2

S*vc = N/mm2

35.68

0.11

0.13

58.2

41.4

41.4

41.4

1.1845.11

3.84E+009

225.2

1.71E+007

1.12E+008

34.2

16.9

1000.0


10/20

Width of slab for design B = mm

Depth of Pile cap D = mm

Dia. of main reinforcement adopted =

Clear cover to the reinforcement = mm

Effective depth of pile cap required = mm

Effective depth of pile cap provided deff = T-m

Lever arm z = mm

Consider lever arm coefficient = mm

Consider Lever arm z = mm

Reinforcement required at bottom of Pile cap Ast-bottom = mm

By Providing 1 Layer 25 Tor @ 170+ 0 Layer 25 Tor @ 100 Ast-Prvd =

Hence Provide 1 Layers of 25Tor @170 c/c +0 Layers of 25Tor @100 c/c mmMin. Reinforcement required Pt-min =

Min. Reinforcement required Ast-min = mm

Crack Width Calculations

By Providing 1 Layers of reinforcement of dia = mm

Spacing or reinforcement S = mmArea of steel provided Ast pro = mm2

Moment due to pile reaction

Dead Load Live load

Beam LC Joint Axial Lever M0 Beam LC Joint Axial Lever M0T m Tm T m Tm

183 300 28 77 2.20 169 183 301 28 0.5 2.20 1

156 300 26 76.8 2.20 169 156 301 26 0.5 2.20 1

129 300 24 76.8 2.20 169 129 301 24 0.5 2.20 1

0 0 0 0.0 0.00 0 0 0 0 0.0 0.000 0 0 0.0 0.00 0 0 0 0 0.0 0.00

0 0 0 0.0 0.00 0 0 0 0 0.0 0.00

0 0 0 0.0 0.00 0 0 0 0 0.0 0.00

0 0 0 0.0 0.00 0 0 0 0 0.0 0.00

0 0 0 0.0 0.0 0 0 0 0 0.0 0.00

DL LL

Total Load at Cut off Level t 231 1.4

Moment acting at the critical section tm 507 3.1

Total Design Moment per meter width tm 5 0

Moment due to permanent loads = 4.9 T.m/m

Moment due to live loads = 0 T.m/m

Moment of Inertia of section

Ixx = mm4

Section Modulus of section

Ztop = mm3

2887.5

1000

225.2 4.34E+010

1.93E+008

2887.5

0.2

2875.0

25.0

170.0

1437.5

1436.3

1.0

1365.6278.6

1000.0

1500.0

25.0

75.0

177.6


11/20

Checked :Br. No. : Date :

PILE CAPACITY CALCULATIONS

Type of Pile Bored Cast-in-sit u Pile

Diameter of Pile D = 1.0 m

Cut-off level of pile = 0.75 m

Founding level of Pile = 26.00 m

Water Table level = 0.000

Length of Pile from Cutoff level to Founding level = 25.3 m

Maximum Pile reactions (No seismic codition)

From Normal Load Condition Jt. 120 LC 203 SLS = 216.69 t

STAAD Seismic Load condition Jt. 80 LC 201 SLS = 219.16 t

Wind Load condition Jt. 0 LC 0 SLS = 0.00 t

Seismic Load condition ( Applied Load reduced by 33%) = 164.785 t

Wind Load condition ( Applied Load reduced by 33%) = 0 t

Max Pile Load reaction = 216.69 t

Dead Load of the Pile Taking 60 % of Pile Wt. = 11.899 t

Total Axial Load = 228.6 t

Ultimate Bearing Capacity of the Pile

Ultimate Bearing Capacity of the Pile Qu = Qu1 + Qu2

For Granular Soil

Qu1= Q1+ Q2 n

Q1 = Ap(0.5 D N +PD Nq) Q2 = K Pdi Tan Asi

i=1

For Clayey soil

Project :

Subject : PILE CAPACITY CALCULATIONS


31-Jan-14

Prepared :

Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC SLAB

Dinesh KMP

Job:

Ref

IS: 2911, Part

1/Sec2

Date : 30-Jan-14

Design of Substructure

Bhuvan R

1233

Calculations Output


12/20

S. No. depth inter. sub C Pdi Av. Pdi Q2 Q4

m m t/m3 t/m3 t/m2 deg t/m2 t/m2 t t

1 0.75 1.63 1.00 0.75

2 1.00 0.25 1.63 1.00 1.00 0.875 0.00 0.00

3 2.00 1.00 1.63 1.00 2.00 1.5 0.00 0.00

4 3.00 1.00 1.63 1.00 3.00 2.5 0.00 0.00

5 4.00 1.00 1.63 1.00 4.00 3.5 0.00 0.00

6 5.00 1.00 1.63 1.00 2.8 6.0 5.00 4.5 4.16 2.64

7 6.00 1.00 1.63 1.00 2.8 6.0 6.00 5.5 5.08 2.64

8 7.00 1.00 1.63 1.00 2.8 6.0 7.00 6.5 6.01 2.64

9 8.00 1.00 1.63 1.00 2.8 6.0 8.00 7.5 6.93 2.64

10 9.00 1.00 1.63 1.00 2.8 6.0 9.00 8.5 7.85 2.64

11 10.00 1.00 1.63 1.00 2.8 6.0 10.00 9.5 8.78 2.64

12 11.00 1.00 1.63 1.00 2.8 6.0 11.00 10.5 9.70 2.64

13 12.00 1.00 1.63 1.00 2.8 6.0 12.00 11.5 10.63 2.64

14 13.00 1.00 1.63 1.00 2.8 6.0 13.00 12.5 11.55 2.64

15 14.00 1.00 1.63 1.00 2.8 6.0 14.00 13.5 12.48 2.64

16 15.00 1.00 1.63 1.00 2.8 6.0 15.00 14.5 13.40 2.64

17 16.00 1.00 1.63 1.00 2.8 6.0 16.00 15.5 14.32 2.64

18 17.00 1.00 1.63 1.00 2.8 6.0 17.00 16.5 15.25 2.64

19 18.00 1.00 1.63 1.00 2.8 6.0 18.00 17.5 16.17 2.64

20 19.00 1.00 1.63 1.00 2.8 6.0 19.00 18.5 17.10 2.64

21 20.00 1.00 1.63 1.00 2.8 6.0 20.00 19.5 18.02 2.64

22 21.00 1.00 1.63 1.00 2.8 6.0 21.00 20.5 18.94 2.64

23 22.00 1.00 1.63 1.002.8 6.0

21.00 21 19.41 2.6424 23.00 1.00 1.63 1.00 2.8 6.0 21.00 21 19.41 2.64

25 24.00 1.00 1.63 1.00 2.8 6.0 21.00 21 19.41 2.64

26 25.00 1.00 1.63 1.00 2.8 6.0 21.00 21 19.41 2.64

27 26.00 1.00 1.63 1.00 2.8 45.0 21.00 21 184.63 2.64

Total 25.3 458.62 58.03

Ultimate Bearing Capacity of the Pile Qu = 2850.1 t

Factor of safety for safe bearing capacity = 3.0

Safe Bearing Capacity of the Pile = 950.0 t

> 228.592O.K


13/20

Checke

Br. No. :Date :

DESIGN OF DIRTWALL If case I

1.66

0

3.85

1.18 0.99319 2.67 1.1543

4.61 2.18 1.83487 1.670 0.722

0.00

3.85 3.2

3.88 1.30

Type of surcharge force, case I or case II? =

T T T T m T-m T-m

6.0 1.25 1.0 7.5 0.0 0.0 0.0

0.0 1.25 1.0 0.0 0.00 0.0 0.0

0.0 1.25 1.0 0.0 0.00 0.0 0.0

0.0 1.25 1.0 0.0 0.00 0.0 0.0

0.0 2.0 1.2 0.0 0.00 0.0 0.0

0.0 1.75 1.0 0.0 0.00 0.0 0.0

0.6 1.7 1.0 1.0 0.39 0.4 0.2

0.8 1.7 1.0 1.3 0.59 0.8 0.53.2 1.7 1.0 5.4 -0.10 -0.6 -0.3

0.0 1.6 1.0 0.0 0.0 0.0 0.0

7.5 0.6 0.4

Seismic load condition

TOTAL for Normal condition

Hori.load due to Earth pressure

Surcharge pressure(abcd portion)(def portion)

Wind

Dirtwall

Abutment wall

DL of Superstructure

SIDL

Live load

2

DescriptionLoads

ULS

Load

factor

SLS

Load

factor

LoadsLever

arm

ULS

Moment

SLS

Mome

nt

1.30

If case II

1.30


Subject : DESIGN OF DIRTWALLJob: Design of Substructure

Prepared : Dinesh KMP Bhuvan R

1233 Date : 30-Jan-14 31-Jan-14

Project :


Br. No. 1233 - PROPOSED REBUILDING AS 12 x 12.20 m PSC

SLAB


14/20

Designed Bending Moment M = 0.6 T-m

Characteristic Strength of concrete = 35.0 N/mm2

Characteristic Strength of steel = 500.0 N/mm2

Width of the section B = 1000.0 mm

Overall Thick D = 300.0 mm

Effective Thick required d req = 35.1 mm

Effective Thick provided d eff = 244.0 mmLever arm = 243.4 mm

z/d = 1.0

Considered Z = 231.8 mm

Horizontal reinforcement

Min. % of Reinforcement = 0.2 %

Min. Reinforcement = 488.0 mm2

Reinforcement as per Moment = 64.2 mm2/m

By Providing

1.0 12.0 Tor @ 200.0 c/c = 565.5 mm2/m

0.0 20.0 Tor @ 100.0 c/c

0.0 25.0 Tor @ 200.0 c/c

Clear cover = 50.0 mm

Vertical reinforcement

Min. % of Reinforcement = 0.12 %Min. Reinforcement = 292.8 mm

2

Provide 12.0 Tor @ 200.0 c/c = 565.5 mm2

Shear Force Calculation

Designed Shear Force(normal) = 3.9 T

Designed Shear Force(seismic) = 3.7 t

Nominal Shear Stress V = 0.16 N/mm2

% of Reinforcement pt = 0.23 %

Ultimate shear Stress Vc = 0.43 N/mm2

Depth factor S = 1.20

Svc = 0.52

Provision of Shear Reinforcement = No

By Providing

Asv 12.0 Tor @ 200.0 1 Legs = 565.5 mm2

Spacing = 5898.1

Hence Provide = 100.0 mm

Stress Check

Moment due to permanent loads Mg = 2.30 KN.m/m

Moment due to live loads Mq = 1.20 KN.m/m

Moment due to permanent loads(seismic) = 2.30 KN.m/m

Moment due to live loads(seismic) = 1.50 KN.m/m

Bar dia = 12 mm

Spacing or reinforcement S = 200 mm

Area of steel provided Ast pro = 565 mm2

Percentage of steel provided pt = 0.23 %

Moment of Inertia of section modular ratio = 8.0Ixx = mm4

Section Modulus of section 1000

Ztop = mm3

Zottom = mm3 42.6791039471.4

Min reinforcement

209267281

4903269.4


15/20

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 07-Jan-14

END JOB INFORMATION

INPUT WIDTH 79

UNIT METER MTON

JOINT COORDINATES

2 0 0 -0.5; 4 0 0 -1.25; 6 0 0 -4.25; 8 0 0 -7.25; 10 0 0 -8; 12 0.75 0 -0.5;

14 0.75 0 -1.25; 16 0.75 0 -4.25; 18 0.75 0 -7.25; 20 0.75 0 -8;

22 3.75 0 -0.5; 24 3.75 0 -1.25; 26 3.75 0 -4.25; 28 3.75 0 -7.25;

30 3.75 0 -8; 32 4.5 0 -0.5; 34 4.5 0 -1.25; 36 4.5 0 -4.25; 38 4.5 0 -7.25;

40 4.5 0 -8; 41 2.25 0 -0.5; 42 2.25 0 -1.25; 43 2.25 0 -4.25; 44 2.25 0 -7.25;

45 2.25 0 -8; 46 1.367 0.75 -4.25; 47 1.367 1.777 -4.25; 48 1.367 2.277 -4.25;

54 0.75 -0.75 -1.25; 55 0.75 -1 -1.25; 56 0.75 -2 -1.25; 57 0.75 -3 -1.25;

58 0.75 -4 -1.25; 59 0.75 -5 -1.25; 60 0.75 -6 -1.25; 61 0.75 -7 -1.25;

62 0.75 -8 -1.25; 63 0.75 -9 -1.25; 64 0.75 -10 -1.25; 65 0.75 -11 -1.25;66 0.75 -12 -1.25; 67 0.75 -13 -1.25; 68 0.75 -14 -1.25; 69 0.75 -15 -1.25;

70 0.75 -16 -1.25; 71 0.75 -17 -1.25; 72 0.75 -18 -1.25; 73 0.75 -19 -1.25;

74 0.75 -20 -1.25; 75 0.75 -21 -1.25; 76 0.75 -22 -1.25; 77 0.75 -23 -1.25;

78 0.75 -24 -1.25; 79 0.75 -25 -1.25; 80 0.75 -26 -1.25; 85 1.367 2.277 -7.675;

86 1.367 2.277 -0.825; 87 1.367 2.777 -7.675; 88 1.367 2.777 -0.825;

90 1.367 2.777 -4.25; 91 1.367 0 -4.25; 94 0.75 -0.75 -4.25; 95 0.75 -1 -4.25;

96 0.75 -2 -4.25; 97 0.75 -3 -4.25; 98 0.75 -4 -4.25; 99 0.75 -5 -4.25;

100 0.75 -6 -4.25; 101 0.75 -7 -4.25; 102 0.75 -8 -4.25; 103 0.75 -9 -4.25;

104 0.75 -10 -4.25; 105 0.75 -11 -4.25; 106 0.75 -12 -4.25; 107 0.75 -13 -4.25;

108 0.75 -14 -4.25; 109 0.75 -15 -4.25; 110 0.75 -16 -4.25; 111 0.75 -17 -4.25;

112 0.75 -18 -4.25; 113 0.75 -19 -4.25; 114 0.75 -20 -4.25; 115 0.75 -21 -4.25;

116 0.75 -22 -4.25; 117 0.75 -23 -4.25; 118 0.75 -24 -4.25; 119 0.75 -25 -4.25;

120 0.75 -26 -4.25; 121 0.75 -0.75 -7.25; 122 0.75 -1 -7.25; 123 0.75 -2 -7.25;

124 0.75 -3 -7.25; 125 0.75 -4 -7.25; 126 0.75 -5 -7.25; 127 0.75 -6 -7.25;

128 0.75 -7 -7.25; 129 0.75 -8 -7.25; 130 0.75 -9 -7.25; 131 0.75 -10 -7.25;

132 0.75 -11 -7.25; 133 0.75 -12 -7.25; 134 0.75 -13 -7.25; 135 0.75 -14 -7.25;

136 0.75 -15 -7.25; 137 0.75 -16 -7.25; 138 0.75 -17 -7.25; 139 0.75 -18 -7.25;

140 0.75 -19 -7.25; 141 0.75 -20 -7.25; 142 0.75 -21 -7.25; 143 0.75 -22 -7.25;


16/20

144 0.75 -23 -7.25; 145 0.75 -24 -7.25; 146 0.75 -25 -7.25; 147 0.75 -26 -7.25;

148 3.75 -0.75 -1.25; 149 3.75 -1 -1.25; 150 3.75 -2 -1.25; 151 3.75 -3 -1.25;

152 3.75 -4 -1.25; 153 3.75 -5 -1.25; 154 3.75 -6 -1.25; 155 3.75 -7 -1.25;

156 3.75 -8 -1.25; 157 3.75 -9 -1.25; 158 3.75 -10 -1.25; 159 3.75 -11 -1.25;

160 3.75 -12 -1.25; 161 3.75 -13 -1.25; 162 3.75 -14 -1.25; 163 3.75 -15 -1.25;

164 3.75 -16 -1.25; 165 3.75 -17 -1.25; 166 3.75 -18 -1.25; 167 3.75 -19 -1.25;

168 3.75 -20 -1.25; 169 3.75 -21 -1.25; 170 3.75 -22 -1.25; 171 3.75 -23 -1.25;

172 3.75 -24 -1.25; 173 3.75 -25 -1.25; 174 3.75 -26 -1.25;

175 3.75 -0.75 -4.25; 176 3.75 -1 -4.25; 177 3.75 -2 -4.25; 178 3.75 -3 -4.25;

179 3.75 -4 -4.25; 180 3.75 -5 -4.25; 181 3.75 -6 -4.25; 182 3.75 -7 -4.25;

183 3.75 -8 -4.25; 184 3.75 -9 -4.25; 185 3.75 -10 -4.25; 186 3.75 -11 -4.25;

187 3.75 -12 -4.25; 188 3.75 -13 -4.25; 189 3.75 -14 -4.25; 190 3.75 -15 -4.25;

191 3.75 -16 -4.25; 192 3.75 -17 -4.25; 193 3.75 -18 -4.25; 194 3.75 -19 -4.25;

195 3.75 -20 -4.25; 196 3.75 -21 -4.25; 197 3.75 -22 -4.25; 198 3.75 -23 -4.25;

199 3.75 -24 -4.25; 200 3.75 -25 -4.25; 201 3.75 -26 -4.25;

202 3.75 -0.75 -7.25; 203 3.75 -1 -7.25; 204 3.75 -2 -7.25; 205 3.75 -3 -7.25;206 3.75 -4 -7.25; 207 3.75 -5 -7.25; 208 3.75 -6 -7.25; 209 3.75 -7 -7.25;

210 3.75 -8 -7.25; 211 3.75 -9 -7.25; 212 3.75 -10 -7.25; 213 3.75 -11 -7.25;

214 3.75 -12 -7.25; 215 3.75 -13 -7.25; 216 3.75 -14 -7.25; 217 3.75 -15 -7.25;

218 3.75 -16 -7.25; 219 3.75 -17 -7.25; 220 3.75 -18 -7.25; 221 3.75 -19 -7.25;

222 3.75 -20 -7.25; 223 3.75 -21 -7.25; 224 3.75 -22 -7.25; 225 3.75 -23 -7.25;

226 3.75 -24 -7.25; 227 3.75 -25 -7.25; 228 3.75 -26 -7.25;

MEMBER INCIDENCES

17 14 16; 18 16 18; 19 14 42; 20 42 24; 21 16 91; 22 43 26; 23 18 44; 24 44 28;

25 42 43; 26 43 44; 27 24 26; 28 26 28; 29 90 48; 30 48 47; 31 47 46; 32 46 91;

37 14 54; 38 54 55; 39 55 56; 40 56 57; 41 57 58; 42 58 59; 43 59 60; 44 60 61;

45 61 62; 46 62 63; 47 63 64; 48 64 65; 49 65 66; 50 66 67; 51 67 68; 52 68 69;

53 69 70; 54 70 71; 55 71 72; 56 72 73; 57 73 74; 58 74 75; 59 75 76; 60 76 77;

61 77 78; 62 78 79; 63 79 80; 68 86 48; 69 48 85; 70 88 90; 71 90 87; 72 91 43;

75 16 94; 76 94 95; 77 95 96; 78 96 97; 79 97 98; 80 98 99; 81 99 100;

82 100 101; 83 101 102; 84 102 103; 85 103 104; 86 104 105; 87 105 106;

88 106 107; 89 107 108; 90 108 109; 91 109 110; 92 110 111; 93 111 112;

94 112 113; 95 113 114; 96 114 115; 97 115 116; 98 116 117; 99 117 118;

100 118 119; 101 119 120; 102 18 121; 103 121 122; 104 122 123; 105 123 124;


17/20

106 124 125; 107 125 126; 108 126 127; 109 127 128; 110 128 129; 111 129 130;

112 130 131; 113 131 132; 114 132 133; 115 133 134; 116 134 135; 117 135 136;

118 136 137; 119 137 138; 120 138 139; 121 139 140; 122 140 141; 123 141 142;

124 142 143; 125 143 144; 126 144 145; 127 145 146; 128 146 147; 129 24 148;

130 148 149; 131 149 150; 132 150 151; 133 151 152; 134 152 153; 135 153 154;

136 154 155; 137 155 156; 138 156 157; 139 157 158; 140 158 159; 141 159 160;

142 160 161; 143 161 162; 144 162 163; 145 163 164; 146 164 165; 147 165 166;

148 166 167; 149 167 168; 150 168 169; 151 169 170; 152 170 171; 153 171 172;

154 172 173; 155 173 174; 156 26 175; 157 175 176; 158 176 177; 159 177 178;

160 178 179; 161 179 180; 162 180 181; 163 181 182; 164 182 183; 165 183 184;

166 184 185; 167 185 186; 168 186 187; 169 187 188; 170 188 189; 171 189 190;

172 190 191; 173 191 192; 174 192 193; 175 193 194; 176 194 195; 177 195 196;

178 196 197; 179 197 198; 180 198 199; 181 199 200; 182 200 201; 183 28 202;

184 202 203; 185 203 204; 186 204 205; 187 205 206; 188 206 207; 189 207 208;

190 208 209; 191 209 210; 192 210 211; 193 211 212; 194 212 213; 195 213 214;

196 214 215; 197 215 216; 198 216 217; 199 217 218; 200 218 219; 201 219 220;202 220 221; 203 221 222; 204 222 223; 205 223 224; 206 224 225; 207 225 226;

208 226 227; 209 227 228;

ELEMENT INCIDENCES SHELL

1 2 4 14 12; 2 4 6 16 14; 3 6 8 18 16; 4 8 10 20 18; 5 12 14 42 41;

6 14 16 43 42; 7 16 18 44 43; 8 18 20 45 44; 9 41 42 24 22; 10 42 43 26 24;

11 43 44 28 26; 12 44 45 30 28; 13 22 24 34 32; 14 24 26 36 34; 15 26 28 38 36;

16 28 30 40 38;

START GROUP DEFINITION

MEMBER

_P1SET 37 TO 63

_PILE 37 TO 63 75 TO 209

_FIXITY_BEAM 45 83 110 137 164 191

_CUT_OFF_LEVEL 37 75 102 129 156 183

END GROUP DEFINITION

ELEMENT PROPERTY

1 TO 16 THICKNESS 1.5

DEFINE MATERIAL START

ISOTROPIC CONCRETE


18/20

E 2.21467e+006

POISSON 0.17

DENSITY 2.40262

ALPHA 1e-005

DAMP 0.05

END DEFINE MATERIAL

MEMBER PROPERTY BRITISH

68 69 PRIS YD 1 ZD 1.75

17 TO 30 32 37 70 TO 72 75 102 129 156 -

183 PRIS AX 1e-005 AY 1e-005 AZ 1e-005 IX 1e-006 IY 1e-006 IZ 1e-006

38 TO 63 76 TO 101 103 TO 128 130 TO 155 157 TO 182 184 TO 209 PRIS YD 1

31 PRIS YD 1.75 ZD 6.85

CONSTANTS

MATERIAL CONCRETE ALL

SUPPORTS

60 100 127 154 181 208 FIXED BUT FY MX MY MZ KFX 179.261 101 128 155 182 209 FIXED BUT FY MX MY MZ KFX 358.4 KFZ 358.4

62 102 129 156 183 210 FIXED BUT FY MX MY MZ KFX 883.4 KFZ 883.4



65 105 132 159 186 213 FIXED BUT FY MX MY MZ KFX 2151 KFZ 2151















19/20


20/20

LOAD COMB 102 1.25*D+1.4*L+1.6*EQL+0.528*EQT+1.7*EP+2*SIDL+0.5*TR

1 1.25 4 0.5 3 1.4 7 1.7 6 1.6 2 2.0 5 0.528 8 1.7

LOAD COMB 103 1.25*D+1.4*L+1.5*TR+1.7*EP+2*SIDL

1 1.25 3 1.4 2 2.0 7 1.7 4 1.5 8 1.7

LOAD COMB 104 1.25*D+1.4*L+1.6*EQT+0.528*EQL+1.7*EP+2*SIDL+0.5*TR

1 1.25 3 1.4 5 1.6 6 0.528 7 1.7 2 2.0 4 0.5 8 1.7

LOAD COMB 200 1*D+1.1*L+1*EP+1.2*SID

1 1.0 3 1.0 7 1.0 8 1.0 2 1.2

LOAD COMB 201 1*D+1*L+1*EQL+0.33*EQT+1*EP+1.2*SIDL+0.5*TR

1 1.0 3 1.0 6 1.0 5 0.33 7 1.0 8 1.0 2 1.2 4 0.5

LOAD COMB 202 1*D+1*L+1*EQT+0.33*EQL+1*EP+1.2*SIDL+0.5*TR

1 1.0 3 1.0 5 1.0 6 0.33 7 1.0 8 1.0 2 1.2 4 0.5

LOAD COMB 203 1*D+1*L+1*TR+1*EP+1.2*SIDL

1 1.0 3 1.0 4 1.0 7 1.0 8 1.0 2 1.2

LOAD COMB 204 1*D+1*EP+1.2*SIDL

1 1.0 7 1.0 8 1.0 2 1.2LOAD COMB 300 CRCK, 1*DL

1 1.0

LOAD COMB 301 CRACK 1*TR+1*L

3 1.0 4 1.0

PERFORM ANALYSIS PRINT ALL

FINISH

abutment with pile 1233-design

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