Rectangulat Water Tanks c

8/10/2019 Rectangulat Water Tanks c

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Mr Kishiwa Magembe (BEng, MIET

Mr. Kishiwa Magembe (BEng, MIET)

Job Title

Client

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File Date/Time

2014/08/01 1

Rectangular Water Tank

Mr. Bakari Saliungu

MAGEMBE 26-Aug-14 SENZIA

Print Time/Date: 26/08/2014 19:16 Print Run 1 of 20STAAD.Pro - RC BS8110 Version 5.1

Job InformationEngineer Checked Approved

Name: MAGEMBE SENZIA SENZIA

Date: 26-Aug-14

Structure Type SPACE FRAME

Number of Nodes 140 Highest Node 140

Number of Elements 16 Highest Element 16

Number of Plates 125 Highest Plate 189

Number of Design Groups 2

Number of Design Slabs 5

Number of Load Cases 6

Number of Design Briefs 3

Included in this printout are data for:Design Group Design Brief Design Code Members

G1: Columns B2: Columns BS8110 Column M9, M11, M12, M13, M14, M15, M16

Design Group Summary - ColumnsMember Design Type Main Bars

Major Minor

Shear

Local z Local y

M9 Initial Column Ok Ok Ok Ok







Summary: the group issafe

Column Input Data

Eff. Length Factors Braced

Member Type Length

(m)

Major Minor Major Minor Cover

(cm)

Link

Size

M9 Column 10.000 1.00 1.00 Yes Yes 3.0 8

M11 Column 5.000 1.00 1.00 Yes Yes 3.0 8

M12 Column 5.000 1.00 1.00 Yes Yes 3.0 8

M13 Column 10.000 1.00 1.00 Yes Yes 3.0 8

M14 Column 10.000 1.00 1.00 Yes Yes 3.0 8

M15 Column 5.000 1.00 1.00 Yes Yes 3.0 8

M16 Column 5.000 1.00 1.00 Yes Yes 3.0 8


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2014/08/01 2


Mr. Bakari Saliungu



Column Main ReinforcementMember L/C Axial

(kN)

Major

(kNm)

Minor

(kNm)

Design

Axis

As Req.

(mm2)

Total

Bars

As Prov.

(mm2)

M9 C4 200.000 33.555 0.000 maj 360 8H12 679

M11 C4 22.738 1.407 1.407 Biaxl maj 360 8H12 679

M12 C4 22.738 1.407 1.407 Biaxl maj 360 8H12 679

M13 C4 200.000 33.555 0.000 maj 360 8H12 679

M14 C4 200.000 33.555 0.000 maj 360 8H12 679

M15 C4 22.738 1.407 1.407 Biaxl min 360 8H12 679

M16 C4 22.738 1.407 1.407 Biaxl min 360 8H12 679


Column Shear Reinforcement

Max Shear in local y Max Shear in local z

Member L/C Value

(kN)

Position

(m)

L/C Value

(kN)

Position

(m)

Asv Req.

(mm2)

Link

Size

Spacing

(cm)

M9 C4 0.084 0.000 C4 0.084 0.000 35 8 12.5

M11 C4 0.386 0.000 C4 0.386 0.000 35 8 12.5

M12 C4 0.386 0.000 C4 0.386 0.000 35 8 12.5

M13 C4 0.084 0.000 C4 0.084 0.000 35 8 12.5

M14 C4 0.084 0.000 C4 0.084 0.000 35 8 12.5

M15 C4 0.386 0.000 C4 0.386 0.000 35 8 12.5

M16 C4 0.386 0.000 C4 0.386 0.000 35 8 12.5



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2014/08/01 3


Mr. Bakari Saliungu



Member 9 - Detailed BS8110 Design RequirementsSection Property: 300 x 300

Storey height = 10.000 m

Rectangular section: Width = 300 mm Depth = 300 mm

Cover = 30 mm

Member 9 - Detailed BS8110 Main Reinforcement

Shear bars not designed. Depth of main reinforcement taken as cover + brief link size

Axial N = 200.00 kN

Major M, M1, = -0.29 kNm 3.8.3.2

M2, = 0.55 kNm

Minor M, M1, = -0.29 kNm

M2, = 0.55 kNm

Warning - Low compression stress. This member may be better designed as a beam.

Column Type: SLENDER 3.8.1.3

Madd = NaK h = 200.000.561.000.300 = 33.33 kNm 3.8.3.1

Design Mx = 33.56 kNm 3.8.3.2

Design My = 0.00 kNm 3.8.3.2

Area of steel required = 360.00 mm2

Actual neutral axis depth in section, x = 64.94 mm

Force produced by concrete stress block = 270.94 kN

Force produced by main steel = -70.94 kN

internal forces = 200.00 kN

Internal forcesaxial N OK for axial resistance

Moment produced by concrete stress block = 32.75 kNm

Moment produced by main steel = 23.75 kNm

internal moments = 56.51 kNm

Internal momentsdesign moment OK for moment resistance

Min distance between bars = hagg+ 5 mm or bar diameter = 25 mm 3.12.11.1

Smallest actual space between bars = 94 mm

Max allowable spacing of bars in designed faces = 47000fs

300 = 266 mm 3.12.11.2.4

Largest actual clear space between bars in designed faces = 94 mm

Max allowable spacing of bars in other faces = 155 mm Table 3.28

Largest actual clear space between bars in other faces = 94 mm

Actual area of main reinforcement (8H12) = 904.78 mm2


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2014/08/01 4


Mr. Bakari Saliungu



Member 9 - Detailed BS8110 Main Reinforcement Cont...Min area of compression reinforcement = 0.4 % 3.12.5.3

Max area of reinforcement = 6 % (8 % if horizontally cast)

3.12.6.2

Actual area of main reinforcement = 1.01 %

Max area of reinforcement at laps = 10 % 3.12.6.2

area by which steel can increase at laps = 8095.22 mm2

OK

Member 9 - Detailed BS8110 Shear Reinforcement

Spacing provided, sv = 125 mm

Major axis:

Shear force, V = 0.08 kN

Moment, M = 33.56 kNm

v =V

bvd= 0.00 N/mm2 3.4.5.2

0.8fcuand 5 N/mm2 dimensions adequate

vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4

fcu> 25 vc= vc(fcu/ 25)1/3 (fculimited to 40) = 0.60 N/mm

2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.62.220.00 = 0.60 N/mm2 3.4.5.12

vvc' only nominal links required 3.4.5.12Area of links required = 0.4 bvsv/ 0.87 fyv = 34.50 mm

2

Area of links provided (3H8), Asv = 150.80 mm2

Minor axis:



v =V

bvd= 0.00 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V hM

= 0.60 + 0.62.221.00 = 0.60 N/mm2 3.4.5.12

vvc' only nominal links required 3.4.5.12

Area of links required = 0.4 bvsv/ 0.87 fyv = 34.50 mm2


Minimum size of link bars = 6 mm 3.12.7.1

Actual size of link bars = 8 mm

Maximum spacing of links = 144 mm 3.4.5.5/3.12.7.1

OK


5/20



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2014/08/01 5


Mr. Bakari Saliungu






Cover = 30 mm



Axial N = 22.74 kN

Major M, M1, = 0.78 kNm 3.8.3.2

M2, = -1.15 kNm

Minor M, M1, = 0.78 kNm

M2, = -1.15 kNm



Maddx = NaxK h = 22.740.141.000.300 = 0.95 kNm 3.8.3.1

Maddy = NayK b = 22.740.141.000.300 = 0.95 kNm 3.8.3.1

Due to both major and minor moments being significant, treat as BIAXIAL

Design Mx = 1.41 kNm 3.8.3.2

Design My = 1.41 kNm 3.8.3.2

Mx/ h'My/b'

Mx' = Mx+h'

b'My = 1.41 + 0.99

256

2561.41 = 2.80 kNm 3.8.4.5 eq40








Moment produced by main steel = 14.83 kNminternal moments = 38.11 kNm



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2014/08/01 6


Mr. Bakari Saliungu



Member 11 - Detailed BS8110 Main Reinforcement Cont...Min distance between bars = hagg+ 5 mm or bar diameter = 25 mm 3.12.11.1


Max allowable spacing of bars in designed faces =47000

fs300 = 266 mm 3.12.11.2.4





Min area of compression reinforcement = 0.4 % 3.12.5.3


3.12.6.2Actual area of main reinforcement = 1.01 %



OK



Major axis:



v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12





7/20



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2014/08/01 7


Mr. Bakari Saliungu



Member 11 - Detailed BS8110 Shear Reinforcement Cont...Minor axis:



v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12


2





OK


8/20



Job Title

Client

Job No Sheet No Rev

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Ref

By Date Chd

File Date/Time

2014/08/01 8


Mr. Bakari Saliungu






Cover = 30 mm



Axial N = 22.74 kN

Major M, M1, = -0.78 kNm 3.8.3.2

M2, = 1.15 kNm


M2, = -1.15 kNm



Maddx = NaxK h = 22.740.141.000.300 = 0.95 kNm 3.8.3.1

Maddy = NayK b = 22.740.141.000.300 = 0.95 kNm 3.8.3.1


Design Mx = 1.41 kNm 3.8.3.2

Design My = 1.41 kNm 3.8.3.2

Mx/ h'My/b'

Mx' = Mx+h'

b'My = 1.41 + 0.99

256

2561.41 = 2.80 kNm 3.8.4.5 eq40











9/20



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2014/08/01 9


Mr. Bakari Saliungu






fs300 = 266 mm 3.12.11.2.4










OK



Major axis:



v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12





10/20


11/20



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By Date Chd

File Date/Time

2014/08/01 11


Mr. Bakari Saliungu






Cover = 30 mm



Axial N = 200.00 kN

Major M, M1, = -0.29 kNm 3.8.3.2

M2, = 0.55 kNm


M2, = -0.55 kNm



Madd = NaK h = 200.000.561.000.300 = 33.33 kNm 3.8.3.1

Design Mx = 33.56 kNm 3.8.3.2

Design My = 0.00 kNm 3.8.3.2














300 = 266 mm 3.12.11.2.4






12/20



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2014/08/01 12


Mr. Bakari Saliungu





3.12.6.2




OK



Major axis:



v =V

bvd= 0.00 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.62.220.00 = 0.60 N/mm2 3.4.5.12


2


Minor axis:



v =V

bvd= 0.00 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V hM

= 0.60 + 0.62.221.00 = 0.60 N/mm2 3.4.5.12







OK


13/20



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By Date Chd

File Date/Time

2014/08/01 13


Mr. Bakari Saliungu






Cover = 30 mm



Axial N = 200.00 kN

Major M, M1, = 0.29 kNm 3.8.3.2

M2, = -0.55 kNm


M2, = -0.55 kNm



Madd = NaK h = 200.000.561.000.300 = 33.33 kNm 3.8.3.1

Design Mx = 33.56 kNm 3.8.3.2

Design My = 0.00 kNm 3.8.3.2














300 = 266 mm 3.12.11.2.4






14/20



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2014/08/01 14


Mr. Bakari Saliungu





3.12.6.2




OK



Major axis:



v =V

bvd= 0.00 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.62.220.00 = 0.60 N/mm2 3.4.5.12


2


Minor axis:



v =V

bvd= 0.00 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V hM

= 0.60 + 0.62.221.00 = 0.60 N/mm2 3.4.5.12







OK


15/20


16/20



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2014/08/01 16


Mr. Bakari Saliungu






fs300 = 266 mm 3.12.11.2.4










OK



Major axis:



v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12





17/20



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2014/08/01 17


Mr. Bakari Saliungu






v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12


2





OK


18/20



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2014/08/01 18


Mr. Bakari Saliungu






Cover = 30 mm



Axial N = 22.74 kN

Major M, M1, = -0.78 kNm 3.8.3.2

M2, = 1.15 kNm

Minor M, M1, = -0.78 kNm

M2, = 1.15 kNm



Maddx = NaxK h = 22.740.141.000.300 = 0.95 kNm 3.8.3.1

Maddy = NayK b = 22.740.141.000.300 = 0.95 kNm 3.8.3.1


Design Mx = 1.41 kNm 3.8.3.2

Design My = 1.41 kNm 3.8.3.2

Mx/ h' < My/b'

My' = My+b'

h'Mx = 1.41 + 0.99

256

2561.41 = 2.80 kNm 3.8.4.5 eq40











19/20



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2014/08/01 19


Mr. Bakari Saliungu






fs300 = 266 mm 3.12.11.2.4










OK



Major axis:



v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12





20/20



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2014/08/01 20


Mr. Bakari Saliungu


Print Time/Date: 26/08/2014 19:16 Print Run 20 of 20STAAD P RC BS8110 V i 5 1




v =V

bvd= 0.01 N/mm2 3.4.5.2


vc = 0.79

100 As

bvd

1/3

400

d

1/4

/m = 0.790.441/31.561/4/ 1.25 = 0.54 N/mm2 3.4.5.4


2 Table 3.8

vc' = vc+ 0.6N

Ac

V h

M= 0.60 + 0.60.250.08 = 0.61 N/mm2 3.4.5.12


2





OK

Rectangulat Water Tanks c

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