villa design document

8/19/2019 Villa Design Document

1/18

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

Continuous Beam: FBD-1 (Code of Practice : BS8110 - 1997) C013/16/2016 2:51:54 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution

Downward/Optimized redistr.

Cover to centre top steel(mm)

Cover to centre bot.steel(mm)

Dead Load Factor

Live Load Factor

Density of concrete (kN/m3)

% Live load permanent

Ø (Creep coefficient)

Ecs (Free shrinkage strain)

40

460

460

0

D

40

40

1.4

1.6

24

25

2

300E-6

SecNo.

Bw(mm)

D(mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Weboffset

Flangeoffset

1 200 600

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 4.5 1 1

SupNo.

CodeC,F

Column Below CodeF,P

Column above CodeF,P

D(mm) B(mm) H(m) D(mm) B(mm) H(m)

1 F

2 F

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a(m)

b(m)

P(kN)

a(m)

M(kNm)

a(m)

D 1 26.81

L 1 6.87

Span

M left(kNm)

M right(kNm)


2/18

SheetJob Number

Job Title

Client





Elastic Deflections (Alternate spans loaded) Def max = .3873mm @ 2.25m

.350

.300

.250

.200

.150

.100

.050

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 .

0 0

1 .

2 0

1 .

4 0

1 .

6 0

1 .

8 0

2 .

0 0

2 .

2 0

2 .

4 0

2 .

6 0

2 .

8 0

3 .

0 0

3 .

2 0

3 .

4 0

3 .

6 0

3 .

8 0

4 .

0 0

4 .

2 0

4 .

4 0

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 3.608mm @ 2.25m

3.50

3.00

2.50

2.00

1.50

1.00

.500

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

SHEAR: X-X V max = 118.3kN @ 0.00m

-100

-50.0

50.0

100

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

MOMENTS: X-X M max = -88.69kNm @ 0.00m

40.0

20.0

-20.0

-40.0

-60.0

-80.0

. 2

0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 .

0 0

1 .

2 0

1 .

4 0

1 .

6 0

1 .

8 0

2 .

0 0

2 .

2 0

2 .

4 0

2 .

6 0

2 .

8 0

3 .

0 0

3 .

2 0

3 .

4 0

3 .

6 0

3 .

8 0

4 .

0 0

4 .

2 0

4 .

4 0

Shear Steel: X-X Asv max = .1831mm²/mm @ 0.00m

.020

.040

.060

.080

.100

.120

.140

.160

.180

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

Bending Steel: X-X As max = -381.5mm2 @ 0.00m

100

-100

-200

-300

-400

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 .

0 0

1 .

2 0

1 .

4 0

1 .

6 0

1 .

8 0

2 .

0 0

2 .

2 0

2 .

4 0

2 .

6 0

2 .

8 0

3 .

0 0

3 .

2 0

3 .

4 0

3 .

6 0

3 .

8 0

4 .

0 0

4 .

2 0

4 .

4 0


3/18

SheetJob Number

Job Title

Client





COLUMN REACTI ONS

Suppor t Dead Load(kN) Li ve Load(kN) Dead + Li ve(kN) Ul t i mate( kN)

1 66. 80 15. 46 82. 26 118. 26 2 66. 80 15. 46 82. 26 118. 26

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

COLUMN MOMENTS (Ul t i mat e l i mi t st at e)

Col umns bel ow

Support Bendi ng Moment ( kNm) Shear For ce ( kN) No. Mi n. Max. Mi n. Max.

1 0. 00 0. 00 0. 00 0. 00 2 0. 00 0. 00 0. 00 0. 00

Col umns above


1 0. 00 0. 00 0. 00 0. 00 2 0. 00 0. 00 0. 00 0. 00

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


4/18

SheetJob Number

Job Title

Client





Continuous Beam: FBD-2 (Code of Practice : BS8110 - 1997) C013/16/2016 2:49:00 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution

Downward/Optimized redistr.

Cover to centre top steel(mm)

Cover to centre bot.steel(mm)

Dead Load Factor

Live Load Factor

Density of concrete (kN/m3)

% Live load permanent

Ø (Creep coefficient)

Ecs (Free shrinkage strain)

40

460

460

0

D

40

40

1.4

1.6

24

25

2

300E-6

SecNo.

Bw(mm)

D(mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Weboffset

Flangeoffset

1 200 600

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 6 1 1

SupNo.

CodeC,F

Column Below CodeF,P

Column above CodeF,P

D(mm) B(mm) H(m) D(mm) B(mm) H(m)

1 F

2 F

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a(m)

b(m)

P(kN)

a(m)

M(kNm)

a(m)

D 1 13.50

L 1 5.62

Span

M left(kNm)

M right(kNm)


5/18

SheetJob Number

Job Title

Client





Elastic Deflections (Alternate spans loaded) Def max = .7366mm @ 3.00m

.700

.600

.500

.400

.300

.200

.100

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 .

0 0

1 .

2 0

1 .

4 0

1 .

6 0

1 .

8 0

2 .

0 0

2 .

2 0

2 .

4 0

2 .

6 0

2 .

8 0

3 .

0 0

3 .

2 0

3 .

4 0

3 .

6 0

3 .

8 0

4 .

0 0

4 .

2 0

4 .

4 0

4 .

6 0

4 .

8 0

5 .

0 0

5 .

2 0

5 .

4 0

5 .

6 0

5 .

8 0

6 .

0 0

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 6.617mm @ 3.00m

6.00

5.00

4.00

3.00

2.00

1.00

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

4 . 6

0

4 . 8

0

5 . 0

0

5 . 2

0

5 . 4

0

5 . 6

0

5 . 8

0

6 . 0

0

SHEAR: X-X V max = 95.77kN @ 0.00m

-80.0

-60.0

-40.0

-20.0

20.0

40.0

60.0

80.0

100

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

4 . 6

0

4 . 8

0

5 . 0

0

5 . 2

0

5 . 4

0

5 . 6

0

5 . 8

0

6 . 0

0

MOMENTS: X-X M max = -95.77kNm @ 0.00m

40.0

20.0

-20.0

-40.0

-60.0

-80.0

-100

.

2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

4 . 6

0

4 . 8

0

5 . 0

0

5 . 2

0

5 . 4

0

5 . 6

0

5 . 8

0

6 . 0

0

Shear Steel: X-X Asv max = .1831mm²/mm @ 0.00m

.020

.040

.060

.080

.100

.120

.140

.160

.180

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 . 0

0

1 . 2

0

1 . 4

0

1 . 6

0

1 . 8

0

2 . 0

0

2 . 2

0

2 . 4

0

2 . 6

0

2 . 8

0

3 . 0

0

3 . 2

0

3 . 4

0

3 . 6

0

3 . 8

0

4 . 0

0

4 . 2

0

4 . 4

0

4 . 6

0

4 . 8

0

5 . 0

0

5 . 2

0

5 . 4

0

5 . 6

0

5 . 8

0

6 . 0

0

Bending Steel: X-X As max = -412.0mm2 @ 0.00m

100

-100

-200

-300

-400

. 2 0 0

. 4 0 0

. 6 0 0

. 8 0 0

1 .

0 0

1 .

2 0

1 .

4 0

1 .

6 0

1 .

8 0

2 .

0 0

2 .

2 0

2 .

4 0

2 .

6 0

2 .

8 0

3 .

0 0

3 .

2 0

3 .

4 0

3 .

6 0

3 .

8 0

4 .

0 0

4 .

2 0

4 .

4 0

4 .

6 0

4 .

8 0

5 .

0 0

5 .

2 0

5 .

4 0

5 .

6 0

5 .

8 0

6 .

0 0


6/18

SheetJob Number

Job Title

Client





COLUMN REACTI ONS

Suppor t Dead Load(kN) Li ve Load(kN) Dead + Li ve(kN) Ul t i mate( kN)

1 49. 14 16. 86 66. 00 95. 77 2 49. 14 16. 86 66. 00 95. 77

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

COLUMN MOMENTS (Ul t i mat e l i mi t st at e)

Col umns bel ow


1 0. 00 0. 00 0. 00 0. 00 2 0. 00 0. 00 0. 00 0. 00

Col umns above


1 0. 00 0. 00 0. 00 0. 00 2 0. 00 0. 00 0. 00 0. 00

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


7/18

SheetJob Number

Job Title

Client





C13COLUMN-C1

0 1 0 0

2 0 0

400

300

200

100

0

-100

X X

Y

Y

BS8110 - 1997General column design by PROKON. (GenCol Ver W2.3.03 - 10 Jul 2007)

Design code : BS8110 - 1997

General design parameters:Given: Lo = 3.500 m fcu = 40 MPa fy = 460 MPa Ac = 78392 mm²

Assumptions: (1) The general conditions of clause 3.8.1 are applicable. (2) The specified design axial loads include the self-weight of the column. (3) The design axial loads are taken constant over the height of the column.

Design approach:The column is designed using an iterative procedure: (1) An area of reinforcement is chosen. (2) The column design charts are constructed. (3) The corresponding slenderness moments are calculated. (4) The design axis and design ultimate moment are determined . (5) The design axial force and moment capacity is checked on the relevant design chart. (6) The safety factor is calculated for this load case.

Check column slenderness:

End fixity and bracing for bending about the Design axis: At the top end: Condition 2 (partially fixed). At the bottom end: Condition 2 (partially fixed). The column is unbraced.ß = 1.50 Table 3.19

Effective column height: le = ß Lo = 5.250 m

Check if the column is slender: 3.8.1.3 le/h = 26.2 > 10 The column is slender.

Initial moments:The initial end moments about the X-X axis: M1 = Smaller initial end moment = 0.0 kNm M2 = Larger initial end moment = 0.0 kNm

The initial moment near mid-height of the column : 3.8.3.2 Mi = 0.4M1 + 0.6M2 0.4M2 = 0.0 kNm

The initial end moments about the Y-Y axis: M1 = Smaller initial end moment = 0.0 kNm M2 = Larger initial end moment = 0.0 kNm


8/18

SheetJob Number

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Client





The initial moment near mid-height of the column : 3.8.3.2 Mi = 0.4M1 + 0.6M2 0.4M2 = 0.0 kNm

Deflection induced moments: 3.8.3.1Design ultimate capacity of section under axial load only:

Nuz = 0.45 fcu

Ac + 0.95

fy Asc = 2114.0 kN

Maximum allowable stress and strain: Allowable compression stress in steel, fsc = 0.95 fy = 437.0 MPa Allowable tensile stress in steel, fst = 0.95 fy = 437.0 MPa Allowable tensile strain in steel, ey = fst/Es = 0.0015 m/m Allowable compressive strain in concrete, ec = 0.0035 m/m

For bending about the weakest axis: Weakest axis lies at an angle of -90.12° to the X-X axis Overall dimension perpendicular to weakest axis h-dc = 153mm Balanced neutral axis depth, xb = ec/(ec+es) (h-dc) =106.4 mm Nbal = 0.44 b fcu xbal + (Ast fs + Asc fsd) = 680.3 kN K = (Nuz - N) / (Nuz - Nbal) = 1.000 1.0

ßa = (1/2000) (le/h)² = 0.343 Madd = N ßa K h = 14.8 kNm Maddx = Madd*cos(-90.12°) = 0.0 kNm Maddy = Madd*sin(-90.12°) = 14.8 kNm

Design ultimate load and moment:Design axial load: Pu = 215.0 kN

For bending about the X-X axis, the maximum design moment is the greatest of: 3.8.3.7 (a) M2 + Maddx = 0.0 kNm (b) emin N = 2.2 kNm Mx = 0.0 kNm

Mxadd=0.0 kNm

Mxadd=0.0 kNm

Mxtop=0.0 kNm

Mxbot=-0.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=0.0 kNm

Mxmin=2.1 kNm

+ =

For bending about the Y-Y axis, the maximum design moment is the greatest of: 3.8.3.7 (a) M2 + Maddy = 14.8 kNm (b) emin N = 2.2 kNm My = 14.8 kNm


9/18

SheetJob Number

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Mytop=0.0 kNm

Mybot=-0.0 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=14.8 kNm

Mymin=2.1 kNm

+ =

Check for miminum eccentricity: 3.8.2.4 Check that the eccentricity exceeds the minimum in the plane of bending: Use emin = 20mm

Mmin = 2.2 kNm about the X-X axis.

Design of column section for ULS:

The column is checked for applied moment about the design axis. Through inspection: the critical section lies at the top end of the column. The design axis for the critical load case 1 lies at an angle of 90.12° to the X-axis The safety factor for the critical load case 1 is 4.33

For bending about the design axis:

Interaction Diagram

M o m e n t m a x = 7 1 . 9

1 k N m @

6 5 7 k N

-600

-400

-200

200

400

600

800

1000

1200

1400

1600

1800

2000

- 9 0 . 0

- 8 0 . 0

- 7 0 . 0

- 6 0 . 0

- 5 0 . 0

- 4 0 . 0

- 3 0 . 0

- 2 0 . 0

- 1 0 . 0

0 . 0

0

1 0 . 0

2 0 . 0

3 0 . 0

4 0 . 0

5 0 . 0

6 0 . 0

7 0 . 0

8 0 . 0

9 0 . 0

1 0 0 A

x i a l l o a d ( k N )

Bending moment (kNm)

215 kN

1 5 k N m


10/18

SheetJob Number

Job Title

Client





Moment distribution along the height of the column for bending about the design axis: At the top, Mx = 14.8 kNm Near mid-height, Mx = 2.1 kNm At the bottom, Mx = 14.8 kNm

Stresses at the top end of the column for the crit ical load case 1

0 1 0 0

2 0 0

400

300

200

100

0

-100

X X

Y

Y

BS8110 - 1997

90.1°

D

D

Summary of design calculations:

Design results for all load cases:

Load case Axis N (kN) M1 (kNm) M2 (kNm) Mi (kNm) Madd (kNm) Design M (kNm) M' (kNm)Safetyfactor

Load case 1 DL

X-XY-Y 215.0

0.00.0

0.00.0

0.00.0

0.014.8 Top

0.014.8 14.8 4.333


11/18

Project Spreadsheets to BS 8110 REINFORCED CONCRETE

COUNCIL

Client Made by Date Page

Location first floor slab from 1 to 5a rmw 16-Mar-16 43

RIBBED SLABS to BS 8110:1997 (Analysis & Design) Checked Revision Job No

Originated from RCC32.xls on CD © 1999 BCA for RCC chg - R68

LOCATION Supports from grid 1 to grid 5a

MATERIALS COVERS (to links, or if no links, to reinf)

fcu 30 N/mm² h agg 20 mm Top cover 20 mm

fy 460 N/mm² m 1.05 steel Btm cover 20 mm

fyv 460 N/mm² m 1.50 concrete Side cover 20 mm

Density 25 kN/m³ (Normal weight concrete) RIBS

slab depth, hf 100 mm

SPANS Solid (mm) Rib width 180 mm

L (m) H (mm) Left Right Centres 600 mm

SPAN 1 4.500 250 450 450 1 in 10 taper

SPAN 2 SUPPORTS

SPAN 3 Support N Type

SPAN 4 1 ESPAN 5 2 E

SPAN 6 K(nife), C(antilever) or E(ncastre)

LOADIN UDLs (kN/m²) PLs (kN/m) Position (m)

Self Add Dead Imposed Position Self Add Dead Imposed Position

Span 1 Weight Load Load from left Span 4 Weight Load Load from left

UDL 4.23 3.50 2.00 ~~~~ UDL ~~~~

PL 1 ~~~~ PL 1 ~~~

PL 2 ~~~~ PL 2 ~~~

Span 2 ~ ~ ~ ~ Span 5 ~ ~ ~ ~

UDL ~~~~ UDL

PL 1 ~~~~ PL 1 ~~~

PL 2 ~~~~ PL 2 ~~~

Span 3 ~ ~ ~ ~ Span 6 ~ ~ ~ ~

UDL ~~~~ UDL ~~~~

PL 1 ~~~~ PL 1 ~~~~

PL 2 ~~~~ PL 2 ~~~~

LOADING PATTERN min max

DEAD 1 1.4

IMPOSED 0 1.6

LOADING DIAGRAM

1 5a

REACTIONS (kN/m)

SUPPORT 1 2

Characteristic Dead 11.6 23.2 ~ ~ ~ ~ ~

Max Imposed 9.9 -0.9 ~ ~ ~ ~ ~

Min Imposed 0.5 -9.2 ~ ~ ~ ~ ~

MAX ULTIMATE 32.1 31.0 ~ ~ ~ ~ ~


12/18

Project Spreadsheets to BS 8110

Client 0 Made by Date Page

Location first floor slab, from 1 to 5a rmw Mar-2016 44


Originated from RCC32 .xls on CD © 1999 BCA for RCC chg - R68

BENDING MOMENT DIAGRAMS (kNm/m)

1 Elastic Moments 5a 1 Redistributed Envelope 5a

SUPPORT No 1 2

Elastic M 23.7 23.7 ~ ~ ~ ~ kNm/m

Redistributed M 23.7 21.3 ~ ~ ~ ~ kNm/m

ßb 1.000 0.900 ~ ~ ~ ~ ~

Redistribution 10.0% 0.0% 15.0%

SPAN No 1

Elastic M 11.83 ~ ~ ~ ~ ~

Redistributed M 13.02 ~ ~ ~ ~ ~

ßb 1.101 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

SHEAR FORCE DIAGRAMS (kN/m)

1 Elastic Shears 5a 1 Redistributed Shears 5a

SPAN No 1

Elastic V 31.5 31.5 ~ ~ ~ ~

Redistributed V 32.1 31.0 ~ ~ ~ ~

SPAN No

Elastic V ~ ~ ~ ~ ~ ~

Redistributed V ~ ~ ~ ~ ~ ~

REINFORCED CONCRETE

COUNCIL

-15

-10

-5

0

5

10

15

20

25

30

0 1 2 3 4 5

-15

-10

-5

0

5

10

15

20

25

30

0 1 2 3 4 5

-40

-30

-20

-10

0

10

20

30

40

0 1 2 3 4 5

-40

-30

-20

-10

0

10

20

30

40

0 1 2 3 4 5


13/18

Project Spreadsheets to BS 8110 REINFORCED CONCRETE COUNCIL

Client 0 Made by Date Page

Location first floor slab, from 1 to 5a rmw 16-Mar-16 45


Originated from RCC32.xls on CD © 1999 BCA for RCC chg - R68

SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm/m 23.7 13.0 21.3

ßb 1.00 1.10 0.90

DESIGN d mm 218.0 214.0 214.0

As mm² 156 88 143

As' mm² 0 As' 0 As' 0

TOP STEEL 2 T 12 /rib 1 T 16 /rib 2 T 20 /rib

+ 2 T8 between + 2 T8 between

As prov mm² 327 As' prov 201 As prov 729

BTM STEEL 1 T 16 /rib 1 T 20 /rib 1 T 12 /rib

As' prov mm² 201 As prov 314 As' prov 113

SHEAR V kN/m 32.06 V 31.01v N/mm² 0.377 v 0.369

vc N/mm² 0.633 Link Ø 6 vc 0.900

LINKS . 2T6 @ 1,200 .

DEFLECTION L/d 21.028 Allowed 47.779 ok

& CHECKS % As ok ok ok

Bar Ø & cover ok ok ok

Bar spacing ok ok ok

Dist to link ok ok ok


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Job Title

Client





Column Base Design : FOOTING-F1 DESIGN C15

Input Data

Base length A (m)

Base width B (m)

Column(s)

C (m)

D (m)

E (m)

F (m)

Stub column height X (m)

Base depth Y (m)

Soil cover Z (m)

Concrete density (kN/m3)

Soil density (kN/m3)

Soil friction angle (°)

Base friction constant

Rebar depth top X (mm)Rebar depth top Y (mm)

Rebar depth bottom X (mm)

Rebar depth bottom Y (mm)

ULS ovt. LF: Self weight

ULS LF: Self weight

Max. SLS bearing pr. (kN/m²)

S.F. Overturning (ULS)

S.F. Slip (ULS)

fcu base (MPa)

fcu columns (MPa)

fy (MPa)

1.3

1.3

Col 1 Col 2

0.2

0.6

1.0

0.4

0.6

25

18

33

0.4

5050

50

50

1.4

1.4

100

1.5

1.5

40

40

460

Unfactored Loads

LoadCase

Colno.

LFULSovt

LFULS

P(kN)

Hx(kN)

Hy(kN)

Mx(kNm)

My(kNm)

1 1 1.5 1.5 143

.

Sketch of Base


15/18

SheetJob Number

Job Title

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A

X

Y

Y

B

C1

D1

PMx

Z

Hx

Y

X

BS8110 - 1997

Output for Load Case 1

Output for Load Case 1

Soil pressure (ULS) (kN/m²) 157.45

Soil pressure (SLS) (kN/m²) 106.42

SF overturning (SLS) >100

SF overturning (ULS) >100

Safety Factor slip (ULS) >100

Safety Factor uplift (ULS) >100

Bottom

Design moment X (kNm/m) 19.41

Reinforcement X (mm²/m) 134

Design moment Y (kNm/m) 7.85

Reinforcement Y (mm²/m) 54

Top

Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0



Linear Shear X (MPa) 0.076

vc (MPa) 0.406

Linear Shear Y (MPa) 0.000

vc (MPa) 0.406

Linear Shear Other (MPa) 0.000

Punching Shear (MPa) 0.010

vc (MPa) 0.406

Cost 0.00


16/18

SheetJob Number

Job Title

Client





1.30

X

Y

Y

1 . 3

0

0.20

0.60

PMx

0 . 6

0

Hx

0.40

1.00

106.42 kN/m²

1.30

X

Y

Y

1 . 3

0

0.20

0.60

PMx

0 . 6

0

Hx

0.40

1.00

157.45 kN/m²

Soil Pressures at ULSSoil Pressures at SLS

LegendMax M (+)Max M (-)

Max Shear

Load Case:1

BS8110 - 1997

Output for Load Case .

Output for Load Case .Soil pressure (ULS) (kN/m²) 30.53

Soil pressure (SLS) (kN/m²) 21.81

SF overturning (SLS) >100

SF overturning (ULS) >100

Safety Factor slip (ULS) >100

Safety Factor uplift (ULS) >100

Bottom

Design moment X (kNm/m) 0.21

Reinforcement X (mm²/m) 1



Top

Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0



Linear Shear X (MPa) 0.001

vc (MPa) 0.406

Linear Shear Y (MPa) 0.000

vc (MPa) 0.406

Linear Shear Other (MPa) 0.000

Punching Shear (MPa) 0.000

vc (MPa) 0.406

Cost 0.00


17/18

SheetJob Number

Job Title

Client





1.30

X

Y

Y

1 . 3

0

0.20

0.60

PMx

0 . 6

0

Hx

0.40

1.00

21.81 kN/m²

1.30

X

Y

Y

1 . 3

0

0.20

0.60

PMx

0 . 6

0

Hx

0.40

1.00

30.53 kN/m²

Soil Pressures at ULSSoil Pressures at SLS

LegendMax M (+)Max M (-)

Max Shear

Load Case:.

BS8110 - 1997


18/18

SheetJob Number

Job Title

Client





Schematic reinforcement of Base

7Y16-B-200 (B2)

7Y16-A-200 (B1)

col1

PLAN

SECTION

B B B B B B B

3R10-G

R10-G

2Y12-F4Y16-E +

E

E

E

E

F F

SECTION: col1

villa design document

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