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Moses Calculations

The document outlines the design information for a proposed residential development in Kiambu, Kikuyu Sub County, detailing the client, building regulations, and structural specifications. It includes data on loading conditions, foundation type, material data, and reinforcement calculations for slab design. The project is submitted by Software Consultants (Pty) Ltd and is intended for residential use.

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Wilfred Okoth

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0% found this document useful (0 votes)

27 views76 pages

Moses Calculations

Uploaded by

Wilfred Okoth

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as PDF, TXT or read online on Scribd

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Design Information

Project Title:
PROPOSED RESIDENTIAL DEVELOPMENT IN KIAMBU,
KIKUYU SUB COUNTY ON PLOT NO. 4233/KARAI/KARAI

Client: MR.& MRS MOSES NJOROGE

Client
Building Regulation
authority or other
and

Date of Submission

Relevant Building
BS 8110, Part 1: 1997 Regulations and
BS 6399-1: 1996 Design Codes
BS 5268-2:2002

Intended Use of
PROPOSED RESIDENTIAL DEVELOPMENT Structure

Dead Load: Partitions & Finishes: 1.2kN/m 2 General Loading

&1.0kN/m 2 Conditions

Imposed Loads: 3.2 kN/m 2

Moderate exposure conditions Exposure Conditions

2-hour fire resistance (Fire Resistance)
Cover = 25 mm
Sub-Soil Conditions
G.B.P. = 150kN/m 2

Foundation Type
Strip footing for Masonry wall

Concrete Class: 25 MPa Material Data

Walling

Masonry = 20kN/m3

Soil

Unit Weight = 18 kN/m 3

GSPublisherVersion 0.0.100.100
Design Information
Reinforcement Material Data

f y = 460 N/mm 2

f yv = 250 N/mm 2

Roofing

Timber Roof Truss to BS 5268-2:2002.

Relevant Drawings

GSPublisherVersion 0.0.100.100
Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Rectangular Slab Panel Design : CRITICAL SLAB
C04
Input Data

Lx (m) 6.4
Ly (m) 6
Slab depth (mm) 170
deff X-dir (mm) 85
deff Y-dir (mm) 85
Poisson's ratio 0.2
fcu (MPa) 25
fy (MPa) 460
Density (kN/m3) 24
Self weight LF 1.4
e - time factor 2.0
(ACI318 :9.5.2.5)

Load Cases
Unfactored Loads Unfactored Point Loads Unfactored Line Loads
LC Load UDL P x y L x1 y1 x2 y2
No. fact kN/m² kN m m kN/m m m m m

1 1.4 2.2
1.6 2

Sketch of slab

BS8110 - 1997
Y

Lx=6.40
Ly=6.00

Total UDL =

11.992 kN/m² Load Case 1 (factored)

(Incl self Wt)
Job Number Sheet
1 2
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Output

Wood-Armer Moments and reinforcement for each load case:

Wood-Armer moments were calculated using the 'Wood & Armer' theory.

LOAD CASE 1
Position Wood-Armer Moments (kNm/m) Reinforcement (mm²/m)
Top Bottom Top Bottom
X (m) Y(m) X Y X Y X Y X Y

0.00 0.00 2.0 1.9 1.5 1.6 55 54 43 44

0.53 0.00 5.3 5.1 5.0 5.2 151 144 141 148
1.07 0.00 8.3 7.9 8.4 8.8 235 223 238 251
1.60 0.00 6.5 6.1 6.9 7.4 184 172 196 208
2.13 0.00 5.1 4.7 5.6 6.0 145 133 158 171
2.67 0.00 2.4 1.9 2.9 3.4 68 54 82 96
3.20 0.00 0.0 0.0 0.3 0.8 0 0 7 22
3.73 0.00 2.4 1.9 2.9 3.4 68 54 82 96
4.27 0.00 5.1 4.7 5.6 6.0 145 133 158 171
4.80 0.00 6.5 6.1 6.9 7.4 184 172 196 208
5.33 0.00 8.3 7.9 8.4 8.8 235 223 238 251
5.87 0.00 5.3 5.1 5.0 5.2 151 144 141 148
6.40 0.00 2.0 1.9 1.5 1.6 55 54 43 44
0.00 0.50 10.2 3.4 0.0 0.0 293 96 0 0
1.07 0.50 6.8 5.4 7.9 9.2 191 154 224 264
2.13 0.50 1.5 0.4 8.2 9.3 42 11 232 265
3.20 0.50 0.0 0.0 4.0 5.3 0 0 114 149
4.27 0.50 1.5 0.4 8.2 9.3 42 11 232 265
5.33 0.50 6.8 5.4 7.9 9.2 191 154 224 264
6.40 0.50 10.2 3.4 0.0 0.0 293 96 0 0
0.00 1.00 18.2 4.7 0.0 0.0 564 134 0 0
0.53 1.00 11.4 4.0 0.0 1.6 332 112 0 46
1.07 1.00 5.2 3.0 7.3 9.5 148 86 206 272
1.60 1.00 1.5 0.0 8.6 10.8 42 0 244 312
2.13 1.00 0.0 0.0 10.7 12.2 0 0 310 357
2.67 1.00 0.0 0.0 9.2 10.9 0 0 263 314
3.20 1.00 0.0 0.0 7.8 9.5 0 0 221 273
3.73 1.00 0.0 0.0 9.2 10.9 0 0 263 314
4.27 1.00 0.0 0.0 10.7 12.2 0 0 310 357
4.80 1.00 1.5 0.0 8.6 10.8 42 0 244 312
5.33 1.00 5.2 3.0 7.3 9.5 148 86 206 272
5.87 1.00 11.4 4.0 0.0 1.6 332 112 0 46
6.40 1.00 18.2 4.7 0.0 0.0 564 134 0 0
0.00 1.50 22.0 5.2 0.0 0.0 707 148 0 0
1.07 1.50 3.7 1.3 4.9 7.3 105 37 139 207
2.13 1.50 0.0 0.0 11.0 11.6 0 0 320 338
3.20 1.50 0.0 0.0 9.9 10.6 0 0 286 306
4.27 1.50 0.0 0.0 11.0 11.6 0 0 320 338
5.33 1.50 3.7 1.3 4.9 7.3 105 37 139 207
6.40 1.50 22.0 5.2 0.0 0.0 707 148 0 0
0.00 2.00 25.8 5.7 0.0 0.0 867 162 0 0
0.53 2.00 13.7 2.7 0.0 0.0 407 76 0 0
1.07 2.00 1.8 0.0 2.6 5.3 51 0 74 150
1.60 2.00 0.0 0.0 6.9 8.3 0 0 194 236
2.13 2.00 0.0 0.0 11.4 11.2 0 0 332 326
2.67 2.00 0.0 0.0 11.6 11.5 0 0 338 335
3.20 2.00 0.0 0.0 12.0 11.8 0 0 352 344
3.73 2.00 0.0 0.0 11.6 11.5 0 0 338 335
4.27 2.00 0.0 0.0 11.4 11.2 0 0 332 326
4.80 2.00 0.0 0.0 6.9 8.3 0 0 194 236
5.33 2.00 1.8 0.0 2.6 5.3 51 0 74 150
5.87 2.00 13.7 2.7 0.0 0.0 407 76 0 0
6.40 2.00 25.8 5.7 0.0 0.0 867 162 0 0
0.00 2.50 25.8 5.5 0.0 0.0 868 156 0 0
1.07 2.50 0.0 0.0 0.5 3.2 1 0 14 90
2.13 2.50 0.0 0.0 10.1 9.5 0 0 291 273
3.20 2.50 0.0 0.0 12.2 11.5 0 0 357 333
Job Number Sheet
1 3
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
5.33 2.50 0.0 0.0 0.5 3.2 1 0 14 90
6.40 2.50 25.8 5.5 0.0 0.0 868 156 0 0
0.00 3.00 26.3 5.8 0.0 0.0 889 163 0 0
0.53 3.00 13.8 2.4 0.0 0.0 408 68 0 0
1.07 3.00 1.0 0.0 1.4 4.1 27 0 39 115
1.60 3.00 0.0 0.0 6.0 7.1 0 0 170 200
2.13 3.00 0.0 0.0 10.8 10.0 0 0 314 287
2.67 3.00 0.0 0.0 11.5 10.7 0 0 335 308
3.20 3.00 0.0 0.0 12.4 11.3 0 0 363 327
3.73 3.00 0.0 0.0 11.5 10.7 0 0 335 308
4.27 3.00 0.0 0.0 10.8 10.0 0 0 314 287
4.80 3.00 0.0 0.0 6.0 7.1 0 0 170 200
5.33 3.00 1.0 0.0 1.4 4.1 27 0 39 115
5.87 3.00 13.8 2.4 0.0 0.0 408 68 0 0
6.40 3.00 26.3 5.8 0.0 0.0 889 163 0 0
0.00 3.50 23.5 5.4 0.0 0.0 767 151 0 0
1.07 3.50 3.1 0.8 3.2 5.5 87 22 91 155
2.13 3.50 0.0 0.0 10.7 9.8 0 0 310 282
3.20 3.50 0.0 0.0 10.7 9.6 0 0 310 275
4.27 3.50 0.0 0.0 10.7 9.8 0 0 310 282
5.33 3.50 3.1 0.8 3.2 5.5 87 22 91 155
6.40 3.50 23.5 5.4 0.0 0.0 767 151 0 0
0.00 4.00 20.7 4.9 0.0 0.0 654 138 0 0
0.53 4.00 12.2 3.8 0.0 0.0 358 109 0 0
1.07 4.00 4.5 2.7 5.1 6.8 127 77 143 193
1.60 4.00 0.3 0.0 7.5 8.3 8 0 212 235
2.13 4.00 0.0 0.0 10.6 9.8 0 0 306 283
2.67 4.00 0.0 0.0 9.7 8.9 0 0 278 253
3.20 4.00 0.0 0.0 9.0 8.0 0 0 257 226
3.73 4.00 0.0 0.0 9.7 8.9 0 0 278 253
4.27 4.00 0.0 0.0 10.6 9.8 0 0 306 283
4.80 4.00 0.3 0.0 7.5 8.3 8 0 212 235
5.33 4.00 4.5 2.7 5.1 6.8 127 77 143 193
5.87 4.00 12.2 3.8 0.0 0.0 358 109 0 0
6.40 4.00 20.7 4.9 0.0 0.0 654 138 0 0
0.00 4.50 14.8 3.8 0.0 0.0 443 108 0 0
1.07 4.50 5.2 4.5 5.4 6.1 147 127 154 174
2.13 4.50 0.0 0.3 8.3 6.2 0 8 236 176
3.20 4.50 0.0 0.0 5.7 3.2 0 0 162 91
4.27 4.50 0.0 0.3 8.3 6.2 0 8 236 176
5.33 4.50 5.2 4.5 5.4 6.1 147 127 154 174
6.40 4.50 14.8 3.8 0.0 0.0 443 108 0 0
0.00 5.00 8.6 2.4 0.0 0.0 245 68 0 0
0.53 5.00 7.3 4.3 0.0 2.7 206 122 0 76
1.07 5.00 5.9 6.2 5.9 5.6 166 177 167 157
1.60 5.00 4.0 5.6 5.9 4.3 112 158 168 122
2.13 5.00 2.0 4.9 6.1 3.2 57 137 172 92
2.67 5.00 0.0 3.0 4.3 0.9 0 84 120 26
3.20 5.00 0.0 1.4 2.3 0.0 0 39 66 0
3.73 5.00 0.0 3.0 4.3 0.9 0 84 120 26
4.27 5.00 2.0 4.9 6.1 3.2 57 137 172 92
4.80 5.00 4.0 5.6 5.9 4.3 112 158 168 122
5.33 5.00 5.9 6.2 5.9 5.6 166 177 167 157
5.87 5.00 7.3 4.3 0.0 2.7 206 122 0 76
6.40 5.00 8.6 2.4 0.0 0.0 245 68 0 0
0.00 5.50 4.1 1.0 0.0 0.0 117 29 0 0
1.07 5.50 4.2 7.8 2.2 0.0 119 222 61 0
2.13 5.50 3.5 12.9 0.0 0.0 100 380 0 0
3.20 5.50 1.6 13.2 0.0 0.0 45 388 0 0
4.27 5.50 3.5 12.9 0.0 0.0 100 380 0 0
5.33 5.50 4.2 7.8 2.2 0.0 119 222 61 0
6.40 5.50 4.1 1.0 0.0 0.0 117 29 0 0
0.00 6.00 0.0 0.0 1.0 1.1 0 0 29 31
0.53 6.00 1.1 4.5 0.0 0.0 32 127 0 0
1.07 6.00 2.6 9.4 0.0 0.0 72 269 0 0
1.60 6.00 3.9 15.7 0.0 0.0 111 474 0 0
2.13 6.00 5.0 21.6 0.0 0.0 141 692 0 0
2.67 6.00 5.2 23.5 0.0 0.0 148 767 0 0
3.20 6.00 5.4 25.3 0.0 0.0 152 844 0 0
Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
3.73 6.00 5.2 23.5 0.0 0.0 148 767 0 0
4.27 6.00 5.0 21.6 0.0 0.0 141 692 0 0
4.80 6.00 3.9 15.7 0.0 0.0 111 474 0 0
5.33 6.00 2.6 9.4 0.0 0.0 72 269 0 0
5.87 6.00 1.1 4.5 0.0 0.0 32 127 0 0
6.40 6.00 0.0 0.0 1.0 1.1 0 0 29 31

Deflections

Short term deflections: Load case 1 (mm)

0.40
20
0.

0.
60
0
1.0
0.

0
80

1.2
1.
00

1.60
0.40
0
0
1.0
0.8

1.80
0.60
1.60

1.20
0.2

1.40
0

0.8
0

1.20
0
0.6

0.2
0
0

0.4

NOTE:Short term elastic deflections based on gross concrete sections

Job Number Sheet
1 5
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Top:LC 1 (kNm/m)

4.00
0
6.0
10.0 12.00

2.00
0
14.0 0
16.0 0
18.0 0
20.0

12.00
10.00
8.00
6.00
4.00
2.00
14.00
16.00
18.00
20.00
22.00
24.00

12.00
10.00
2 .0

8.00
4 .0

6.00
0
0
8.
00
6.

2.
00

0
4.

6.0
4.
00
2.

00
00

Max value:26.3 at X:6.4 Y:3.0

Job Number Sheet
1 6
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Bot:LC 1 (kNm/m)

2.00
0

2.00
4.00 2 .0

4.00
0
4 .0

8.00

8.00
10.0

10.0
0

0
6.00

12
4.00

.0
2.00

6.0
0
8.0
10.0

0
0
10
.
00
0
8.0

8.
00

00
6.
00
2. 00 00
4.
6.0

4.
0

Max value:12.4 at X:3.2 Y:3.0

Job Number Sheet
1 7
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Top:LC 1 (mm²/m)

200
30 0
40 0
50 0
60 0

300
200

400
100
400
500
600
700
800

300
100

200
20
0

10
10

0
0

Max value:888.8 at X:6.4 Y:3.0

Job Number Sheet
1 8
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Bot:LC 1 (mm²/m)

50
100 50

50
100
150 100

150
200

20 0
250

25 0
300

30 0
150

35
100

0
50

150
200
250
300
30
0
25
0

0
50 0
20

15
0

10 0
10

Max value:362.6 at X:3.2 Y:3.0

Job Number Sheet
1 9
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Deflections

Envelope of Maximum Short term deflections (mm)

0.40
20
0.

0.
60
0
1.0

0.
0

80
1.2

1.
00
1.60

0.40
0
0
1.0
0.8

1.80

0.60
1.60

1.20
0.2

1.40
0

0.8
0

1.20
0
0.6

0.2
0
0

0.4

NOTE:Short term elastic deflections based on gross concrete sections

Job Number Sheet
1 10
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Envelope : Max. Top (kNm/m)

4.00
0
6.0
10.0 12.00

2.00
0
14.0 0
16.0 0
18.0 0
20.0

12.00
10.00
8.00
6.00
4.00
2.00
14.00
16.00
18.00
20.00
22.00
24.00

12.00
10.00
2 .0

8.00
4 .0

6.00
0
0
8.
00
6.

2.
00

0
4.

6.0
4.
00
2.

00
00

Max value:26.3 at X:6.4 Y:3.0

Job Number Sheet
1 11
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Envelope : Max. Bot (kNm/m)

2.00
0

2.00
4.00 2 .0

4.00
0
4 .0

8.00

8.00
10.0

10.0
0

0
6.00

12
4.00

.0
2.00

6.0
0
8.0
10.0

0
0
10
.
00
0
8.0

8.
00

00
6.
00
2. 00 00
4.
6.0

4.
0

Max value:12.4 at X:3.2 Y:3.0

Job Number Sheet
1 12
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Envelope : Max. Top (mm²/m)

200
30 0
40 0
50 0
60 0

300
200

400
100
400
500
600
700
800

300
100

200
20
0

10
10

0
0

Max value:888.8 at X:6.4 Y:3.0

Job Number Sheet
1 13
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Envelope : Max. Bot (mm²/m)

50
100 50

50
100
150 100

150
200

20 0
250

25 0
300

30 0
150

35
100

0
50

150
200
250
300
30
0
25
0

0
50 0
20

15
0

10 0
10

Max value:362.6 at X:3.2 Y:3.0

Job Number Sheet
1 14
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Deflections

Envelope of Minimum Short term deflections (mm)

0.40
20
0.

0.
60
0
1.0

0.
0

80
1.2

1.
00
1.60

0.40
0
0
1.0
0.8

1.80

0.60
1.60

1.20
0.2

1.40
0

0.8
0

1.20
0
0.6

0.2
0
0

0.4

NOTE:Short term elastic deflections based on gross concrete sections

Job Number Sheet
1 15
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Envelope : Min. Top (kNm/m)

4.00
0
6.0
10.0 12.00

2.00
0
14.0 0
16.0 0
18.0 0
20.0

12.00
10.00
8.00
6.00
4.00
2.00
14.00
16.00
18.00
20.00
22.00
24.00

12.00
10.00
2 .0

8.00
4 .0

6.00
0
0
8.
00
6.

2.
00

0
4.

6.0
4.
00
2.

00
00

Max value:26.3 at X:6.4 Y:3.0

Job Number Sheet
1 16
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Wood-Armer Moments:

BS8110 - 1997
Envelope : Min. Bot (kNm/m)

2.00
0

2.00
4.00 2 .0

4.00
0
4 .0

8.00

8.00
10.0

10.0
0

0
6.00

12
4.00

.0
2.00

6.0
0
8.0
10.0

0
0
10
.
00
0
8.0

8.
00

00
6.
00
2. 00 00
4.
6.0

4.
0

Max value:12.4 at X:3.2 Y:3.0

Job Number Sheet
1 17
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Envelope : Min. Top (mm²/m)

200
30 0
40 0
50 0
60 0

300
200

400
100
400
500
600
700
800

300
100

200
20
0

10
10

0
0

Max value:888.8 at X:6.4 Y:3.0

Job Number Sheet
1 18
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Reinforcement:

BS8110 - 1997
Envelope : Min. Bot (mm²/m)

50
100 50

50
100
150 100

150
200

20 0
250

25 0
300

30 0
150

35
100

0
50

150
200
250
300
30
0
25
0

0
50 0
20

15
0

10 0
10

Max value:362.6 at X:3.2 Y:3.0

Job Number Sheet
1 19
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Rebar Excess:

Rebar Excess Top (mm²/m)

Note:Default reinforce- 33Y10-F-200 (T1) (Bar 2)

ment should be checked 33Y10-E-200 (T1) (Bar 1)
and adjusted for suit-

Offset
ability and layout.

Offset

-40 0
-60 0

31Y10-H-200 (B2) (Bar 1)

31Y10-C-200 (T2) (Bar 1)

31Y10-D-200 (T2) (Bar 2)
31Y10-B-200 (T2) (Bar 2)
31Y10-A-200 (T2) (Bar 1)

-200
0

-200
Offset
-20 0

-40
0
-40 0
-60 0

Offset

33Y10-I-200 (B1) (Bar 1)

33Y10-G-200 (T1) (Bar 1)

Job Number Sheet
1 20
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Rebar Excess:

Rebar Excess Top (mm²/m)

Note:Default reinforce- 33Y10-F-200 (T1) (Bar 2)

ment should be checked 33Y10-E-200 (T1) (Bar 1)
and adjusted for suit-

Offset
ability and layout.

Offset
-200
-200

31Y10-H-200 (B2) (Bar 1)

31Y10-C-200 (T2) (Bar 1)

31Y10-D-200 (T2) (Bar 2)
31Y10-B-200 (T2) (Bar 2)
31Y10-A-200 (T2) (Bar 1)

-40 0

-60 0

Offset
Offset

33Y10-I-200 (B1) (Bar 1)

33Y10-G-200 (T1) (Bar 1)

Job Number Sheet
1 21
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Rebar Excess:

Rebar Excess Bot (mm²/m)

Note:Default reinforce- 33Y10-F-200 (T1) (Bar 2)

ment should be checked 33Y10-E-200 (T1) (Bar 1)
and adjusted for suit-

Offset
ability and layout.

-350
0
Offset
-300 -35

-350
-300
-250 0
-30

-250

31Y10-H-200 (B2) (Bar 1)

31Y10-C-200 (T2) (Bar 1)

31Y10-D-200 (T2) (Bar 2)
31Y10-B-200 (T2) (Bar 2)
31Y10-A-200 (T2) (Bar 1)

-200
-150

-150
-100

-100
-250

-5
-300

0
-350

-200
-15
-10

0
0
-1
00
-1
0

50
-15

Offset
50 50
- 3 00
-20

-2
-3 00
0
Offset

-3

33Y10-I-200 (B1) (Bar 1)

33Y10-G-200 (T1) (Bar 1)

Job Number Sheet
1 22
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Rebar Excess:

Rebar Excess Bot (mm²/m)

Note:Default reinforce- 33Y10-F-200 (T1) (Bar 2)

ment should be checked 33Y10-E-200 (T1) (Bar 1)
and adjusted for suit-

Offset
ability and layout.

-350 Offset

-3
50
-300

-3
-250

00
-2
50

31Y10-H-200 (B2) (Bar 1)

31Y10-C-200 (T2) (Bar 1)

31Y10-D-200 (T2) (Bar 2)
31Y10-B-200 (T2) (Bar 2)
31Y10-A-200 (T2) (Bar 1)

-250 -2
0 0
-200
-150 -1
5 0

-10
0
-20 0
-25 0

- 20
0
- 15
- 10

0
0

-35 0
-30 0
00

-25 0
-10 0

-20 0
-1

-15 0
Offset
0 - 15
-20 0
-300

0 - 20
- 25
-250

0
Offset

33Y10-I-200 (B1) (Bar 1)

33Y10-G-200 (T1) (Bar 1)

Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Continuous Beam: CRITICAL BEAM1 (Code of Practice : BS8110 - 1997)
07/04/2024 21:18:49 C01

Input Tables
fcu (MPa) 25
fy (MPa) 460
fyv (MPa) 250
% Redistribution 0
Downward/Optimized redistr. D
Cover to centre top steel(mm) 40
Cover to centre bot.steel(mm) 40
Dead Load Factor 1.4
Live Load Factor 1.6
Density of concrete (kN/m3) 24
% Live load permanent 25
Ø (Creep coefficient) 2
Ecs (Free shrinkage strain) 300E-6

Sec Bw D Bf-top Hf-top Bf-bot Hf-bot Y-offset Web Flange

No. (mm) (mm) (mm) (mm) (mm) (mm) (mm) offset offset

1 200 450 1100 170

Span Section Sec No Sec No

No Length(m) Left Right

1 5.8 1 1

Sup Code Column Below Code Column above Code

No. C,F F,P F,P
D(mm) B(mm) H(m) D(mm) B(mm) H(m)

1 300 200 3.1 300 200 3.1

2 300 200 3.1 300 200 3.1

Case Span Wleft Wright a b P a M a Load

D,L (kN/m) (kN/m) (m) (m) (kN) (m) (kNm) (m) Description

D 1 14.67 14.67
L 4.4 4.4

Span M left M right

(kNm) (kNm)
Job Number Sheet
1 2
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

Sections

1100

170

280
200
SECTION 1

Beam Elevation

1 SPAN 1 2

Live
4.40

Dead+
Own W 20.50

5.800
Job Number Sheet
1 3
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

Deflection, Shear, Moment and Steel diagrams. Span 1

Elastic Deflections (Alternate spans loaded) Def max = 2.824mm @ 2.90m

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80
.500

1.00

1.50

2.00

2.50

Long-term Deflections (All spans loaded - using entered reinforcement) Def max = 14.93mm @ 2.90m
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80
2.00
4.00
6.00
8.00
10.0
12.0
14.0

SHEAR: X-X V max = -103.7kN @ 5.80m

100

50.0
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80
-50.0

-100

MOMENTS: X-X M max = 97.29kNm @ 2.90m

-40.0
-20.0
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

20.0
40.0
60.0
80.0

Shear Steel: X-X Asv max = .4402mm²/mm @ 4.90m

.400

.300

.200

.100
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

Bending Steel: X-X As max = 570.1mm2 @ 2.90m

-200
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

200

400
Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

=====================================================================
C O N T I N U O U S B E A M Ver W3.0.02 - 05 Jan 2016

Title : CRITICAL BEAM1

Data File :
Date/Time : 07/04/2024
Code of Practice : BS8110 - 1997
=====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1

Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bot(mm2)

0.000 -53.01 -30.41 319.70 0.00

0.250 -28.21 -16.18 165.34 0.00
0.500 -5.65 -3.24 33.12 0.00
0.750 8.42 14.68 0.00 86.02
1.000 18.80 32.77 0.00 192.06
1.250 27.90 48.63 0.00 285.01
1.500 35.71 62.26 0.00 364.87
1.750 42.25 73.65 0.00 431.63
2.000 47.50 82.81 0.00 485.31
2.250 51.47 89.74 0.00 525.89
2.500 54.16 94.43 0.00 553.39
2.750 55.57 96.89 0.00 567.79
2.900 55.80 97.29 0.00 570.14
3.150 55.16 96.17 0.00 563.60
3.400 53.24 92.82 0.00 543.96
3.650 50.04 87.24 0.00 511.23
3.900 45.55 79.42 0.00 465.41
4.150 39.79 69.36 0.00 406.50
4.400 32.74 57.08 0.00 334.49
4.650 24.41 42.56 0.00 249.40
4.900 14.80 25.80 0.00 151.21
5.150 3.91 6.81 0.00 39.93
5.400 -14.41 -8.26 84.44 0.00
5.650 -37.86 -21.72 222.73 0.00
5.800 -53.01 -30.41 319.70 0.00

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

SHEAR FORCES & REINFORCEMENT

SPAN 1

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom)

Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 59.46 103.65 328.00 0.00 0.37

0.250 54.33 94.72 249.19 0.00 0.37
0.500 49.20 85.78 64.51 0.24 0.37
0.750 44.08 76.85 37.63 0.44 0.37
1.000 38.95 67.91 31.95 0.40 0.37
1.250 33.83 58.98 36.44 0.25 0.37
1.500 28.70 50.04 39.56 0.12 0.37
1.750 23.58 41.10 41.84 0.00 0.37
2.000 18.45 32.17 43.51 0.00 0.37
2.250 13.33 23.23 44.69 0.00 0.37
2.500 8.20 14.30 45.46 0.00 0.37
Job Number Sheet
1 5
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
2.750 3.08 5.36 45.85 0.00 0.37
2.900 0.00 0.00 45.91 0.00 0.37
3.150 -8.94 -5.13 45.74 0.00 0.37
3.400 -17.87 -10.25 45.20 0.00 0.37
3.650 -26.81 -15.38 44.27 0.00 0.37
3.900 -35.74 -20.50 42.91 0.00 0.37
4.150 -44.68 -25.63 41.02 0.04 0.37
4.400 -53.61 -30.75 38.43 0.17 0.37
4.650 -62.55 -35.88 34.85 0.31 0.37
4.900 -71.49 -41.00 32.25 0.44 0.37
5.150 -80.42 -46.13 45.16 0.40 0.37
5.400 -89.36 -51.25 90.32 0.00 0.37
5.650 -98.29 -56.38 328.00 0.00 0.37
5.800 -103.65 -59.46 328.00 0.00 0.37

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

COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 59.46 12.76 72.22 103.65

2 59.46 12.76 72.22 103.65

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

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

1 -26.51 -15.20 -12.83 -7.36

2 15.20 26.51 7.36 12.83

Columns above

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

1 -26.51 -15.20 -12.83 -7.36

2 15.20 26.51 7.36 12.83

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

ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 25.0 Gpa

SPAN 1

Position(m) Min.Deflection(mm) Max.Deflection(mm)

0.000 0.00 0.00

0.250 0.27 0.32
0.500 0.54 0.66
0.750 0.82 0.99
1.000 1.09 1.32
1.250 1.35 1.64
1.500 1.59 1.93
1.750 1.81 2.19
Job Number Sheet
1 6
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
2.000 1.99 2.42
2.250 2.15 2.61
2.500 2.25 2.74
2.750 2.31 2.81
2.900 2.32 2.82
2.900 2.32 2.82
3.150 2.30 2.79
3.400 2.22 2.69
3.650 2.09 2.54
3.900 1.92 2.34
4.150 1.72 2.09
4.400 1.49 1.82
4.650 1.25 1.51
4.900 0.98 1.19
5.150 0.71 0.86
5.400 0.43 0.52
5.650 0.16 0.19
5.800 0.00 0.00

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

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection.

DL : Long-term deflection under permanent load.
DI : Instantaneous deflection under short-term load.
DT : Total long-term deflection.

SPAN 1

Position(m) DS(mm) DL(mm) DI(mm) DT(mm)

0.000 0.00 0.00 0.00 0.00

0.250 0.32 1.28 0.20 1.80
0.500 0.64 2.61 0.40 3.65
0.750 0.94 3.95 0.60 5.49
1.000 1.23 5.26 0.80 7.29
1.250 1.49 6.51 0.99 8.99
1.500 1.72 7.67 1.16 10.55
1.750 1.91 8.68 1.32 11.91
2.000 2.07 9.54 1.44 13.05
2.250 2.19 10.21 1.54 13.94
2.500 2.27 10.67 1.61 14.55
2.750 2.32 10.92 1.65 14.88
2.900 2.32 10.96 1.65 14.93
2.900 2.32 10.96 1.65 14.93
3.150 2.30 10.84 1.64 14.79
3.400 2.25 10.51 1.59 14.35
3.650 2.15 9.97 1.51 13.62
3.900 2.02 9.22 1.40 12.64
4.150 1.84 8.30 1.26 11.40
4.400 1.64 7.23 1.10 9.96
4.650 1.40 6.03 0.92 8.34
4.900 1.12 4.75 0.73 6.59
5.150 0.83 3.42 0.52 4.77
5.400 0.52 2.08 0.32 2.92
5.650 0.20 0.77 0.12 1.08
5.800 -0.00 -0.00 -0.00 -0.00

---------------------------------------------------------------------
QUANTITIES
Job Number Sheet
1 7
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Section Area(m²)
1 0.243

Total weight of beam = 33.83 kN

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

Longterm deflection: Permanent load

Effective Elasticity Modulus(GPa): 8.33

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -32.038 3.525 140.351 TRUE 2.059 219.494 -1.867 -0.550 2.964
0.250 -17.052 3.921 143.409 FALSE 3.921 143.409 -0.522 -0.450 1.159
0.500 -3.415 4.117 146.708 FALSE 4.117 146.708 -0.100 -0.089 0.218
0.750 8.871 4.099 147.350 TRUE 3.965 144.762 0.268 0.234 -0.550
1.000 19.807 4.088 147.725 TRUE 2.427 109.756 0.979 0.569 -0.550
1.250 29.393 4.088 147.725 TRUE 2.174 102.085 1.622 0.839 -0.550
1.500 37.628 4.088 147.725 TRUE 2.074 98.786 2.177 1.067 -0.550
1.750 44.514 4.088 147.725 TRUE 2.021 96.994 2.643 1.255 -0.550
2.000 50.050 4.088 147.725 TRUE 1.991 95.935 3.016 1.406 -0.550
2.250 54.235 4.088 147.725 TRUE 1.973 95.278 3.299 1.520 -0.550
2.500 57.070 4.088 147.725 TRUE 1.962 94.888 3.491 1.597 -0.550
2.750 58.555 4.088 147.725 TRUE 1.956 94.692 3.592 1.637 -0.550
2.900 58.798 4.088 147.725 TRUE 1.956 94.662 3.608 1.644 -0.550
2.900 58.798 4.088 147.725 TRUE 1.956 94.662 3.608 1.644 -0.550
3.150 58.123 4.088 147.725 TRUE 1.958 94.754 3.562 1.625 -0.550
3.400 56.098 4.088 147.725 TRUE 1.965 95.009 3.426 1.570 -0.550
3.650 52.723 4.088 147.725 TRUE 1.979 95.502 3.197 1.479 -0.550
3.900 47.997 4.088 147.725 TRUE 2.001 96.293 2.878 1.350 -0.550
4.150 41.922 4.088 147.725 TRUE 2.039 97.602 2.467 1.184 -0.550
4.400 34.496 4.088 147.725 TRUE 2.105 99.847 1.966 0.981 -0.550
4.650 25.720 4.088 147.725 TRUE 2.244 104.293 1.375 0.737 -0.550
4.900 15.594 4.091 147.647 TRUE 2.675 116.465 0.700 0.446 -0.550
5.150 4.118 4.109 147.002 FALSE 4.109 147.002 0.120 0.107 -0.264
5.400 -8.708 4.123 146.308 FALSE 4.123 146.308 -0.253 -0.225 0.557
5.650 -22.884 3.763 142.238 TRUE 3.364 159.283 -0.816 -0.550 1.706
5.800 -32.038 3.524 140.376 TRUE 2.054 219.859 -1.872 -0.550 2.966

Instantaneous deflection: Permanent load

Effective Elasticity Modulus(GPa): 25.00

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -32.038 3.159 137.959 FALSE 3.159 137.959 -0.406 -0.993 2.759
0.250 -17.052 3.281 138.979 FALSE 3.281 138.979 -0.208 -0.514 1.408
0.500 -3.415 3.344 140.065 FALSE 3.344 140.065 -0.041 -0.102 0.276
0.750 8.871 3.339 140.260 FALSE 3.339 140.260 0.106 0.266 -0.717
1.000 19.807 3.336 140.374 TRUE 1.574 96.260 0.503 0.708 -1.000
1.250 29.393 3.336 140.374 TRUE 1.127 79.550 1.043 1.031 -1.000
1.500 37.628 3.336 140.374 TRUE 0.988 73.253 1.523 1.266 -1.000
1.750 44.514 3.336 140.374 TRUE 0.923 70.044 1.928 1.448 -1.000
2.000 50.050 3.336 140.374 TRUE 0.888 68.191 2.256 1.590 -1.000
2.250 54.235 3.336 140.374 TRUE 0.867 67.074 2.503 1.694 -1.000
2.500 57.070 3.336 140.374 TRUE 0.854 66.414 2.672 1.764 -1.000
2.750 58.555 3.336 140.374 TRUE 0.849 66.098 2.760 1.801 -1.000
2.900 58.798 3.336 140.374 TRUE 0.848 66.048 2.775 1.807 -1.000
Job Number Sheet
1 8
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
2.900 58.798 3.336 140.374 TRUE 0.848 66.048 2.775 1.807 -1.000
3.150 58.123 3.336 140.374 TRUE 0.850 66.188 2.734 1.790 -1.000
3.400 56.098 3.336 140.374 TRUE 0.858 66.631 2.614 1.740 -1.000
3.650 52.723 3.336 140.374 TRUE 0.874 67.456 2.414 1.657 -1.000
3.900 47.997 3.336 140.374 TRUE 0.900 68.826 2.134 1.538 -1.000
4.150 41.922 3.336 140.374 TRUE 0.944 71.109 1.775 1.381 -1.000
4.400 34.496 3.336 140.374 TRUE 1.030 75.219 1.339 1.179 -1.000
4.650 25.720 3.336 140.374 TRUE 1.236 84.046 0.832 0.916 -1.000
4.900 15.594 3.337 140.351 TRUE 2.169 113.710 0.288 0.530 -1.000
5.150 4.118 3.342 140.155 FALSE 3.342 140.155 0.049 0.123 -0.333
5.400 -8.708 3.345 139.941 FALSE 3.345 139.941 -0.104 -0.260 0.703
5.650 -22.884 3.232 138.582 FALSE 3.232 138.582 -0.283 -0.698 1.922
5.800 -32.038 3.159 137.967 FALSE 3.159 137.967 -0.406 -0.994 2.759

Instantaneous deflection: Total load

Effective Elasticity Modulus(GPa): 25.00

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -36.932 3.159 137.959 TRUE 2.681 160.904 -0.551 -1.000 3.432
0.250 -19.657 3.281 138.979 FALSE 3.281 138.979 -0.240 -0.593 1.624
0.500 -3.937 3.344 140.065 FALSE 3.344 140.065 -0.047 -0.118 0.318
0.750 10.226 3.339 140.260 FALSE 3.339 140.260 0.122 0.307 -0.826
1.000 22.833 3.336 140.374 TRUE 1.364 88.951 0.669 0.819 -1.000
1.250 33.883 3.336 140.374 TRUE 1.040 75.656 1.304 1.162 -1.000
1.500 43.377 3.336 140.374 TRUE 0.932 70.493 1.861 1.419 -1.000
1.750 51.314 3.336 140.374 TRUE 0.881 67.830 2.331 1.622 -1.000
2.000 57.695 3.336 140.374 TRUE 0.852 66.278 2.709 1.780 -1.000
2.250 62.520 3.336 140.374 TRUE 0.835 65.342 2.995 1.898 -1.000
2.500 65.788 3.336 140.374 TRUE 0.825 64.783 3.190 1.976 -1.000
2.750 67.500 3.336 140.374 TRUE 0.820 64.517 3.292 2.018 -1.000
2.900 67.781 3.336 140.374 TRUE 0.819 64.474 3.308 2.024 -1.000
2.900 67.781 3.336 140.374 TRUE 0.819 64.474 3.308 2.024 -1.000
3.150 67.002 3.336 140.374 TRUE 0.822 64.593 3.262 2.006 -1.000
3.400 64.668 3.336 140.374 TRUE 0.828 64.966 3.123 1.949 -1.000
3.650 60.777 3.336 140.374 TRUE 0.841 65.662 2.892 1.855 -1.000
3.900 55.330 3.336 140.374 TRUE 0.862 66.813 2.568 1.722 -1.000
4.150 48.326 3.336 140.374 TRUE 0.898 68.721 2.153 1.546 -1.000
4.400 39.766 3.336 140.374 TRUE 0.965 72.120 1.648 1.324 -1.000
4.650 29.649 3.336 140.374 TRUE 1.121 79.288 1.058 1.039 -1.000
4.900 17.977 3.337 140.351 TRUE 1.768 102.399 0.407 0.634 -1.000
5.150 4.747 3.342 140.155 FALSE 3.342 140.155 0.057 0.142 -0.383
5.400 -10.038 3.345 139.941 FALSE 3.345 139.941 -0.120 -0.300 0.810
5.650 -26.380 3.232 138.582 FALSE 3.232 138.582 -0.326 -0.805 2.215
5.800 -36.932 3.159 137.967 TRUE 2.680 160.961 -0.551 -1.000 3.432
Job Number Sheet
1 9
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

Main and Shear Reinforcing diagrams. Span 1

SPAN 1 - 5.800

1Y16-A 1Y16-E
2Y16-B

3Y16-C

MAIN REINFORCEMENT As max = 603.2mm2 @ .500m

-400

-200
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80
200

400

SPAN 1 - 5.800

5-SA-200

15-SA-250

3-SA-200

SHEAR REINFORCEMENT Asv max = .5027mm²/mm @ .250m

.500

.400

.300

.200

.100
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80
Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Continuous Beam: CRITICAL BEAM3 (Code of Practice : BS8110 - 1997)
07/04/2024 21:13:51 C01

Sec Bw D Bf-top Hf-top Bf-bot Hf-bot Y-offset Web Flange

No. (mm) (mm) (mm) (mm) (mm) (mm) (mm) offset offset

1 200 450 1100 170

Span Section Sec No Sec No

No Length(m) Left Right

1 6.4 1 1

Sup Code Column Below Code Column above Code

No. C,F F,P F,P
D(mm) B(mm) H(m) D(mm) B(mm) H(m)

1 300 200 3.1 300 200 3.1

2 300 200 3.1 300 200 3.1

Case Span Wleft Wright a b P a M a Load

D,L (kN/m) (kN/m) (m) (m) (kN) (m) (kNm) (m) Description

D 1 20.54 20.54
L 7 7

Span M left M right

Sections

1100

170

280
200
SECTION 1

Beam Elevation

1 SPAN 1 2

Live
7.00

Dead+
Own W 26.37

6.400
800
600
400
200
150
100
100
150

-200
-400
-600
-50.0
-150
-100
-50.0

.200
.400
.600
.800
50.0
50.0
5.00
4.00
3.00
2.00
1.00

20.0
15.0
10.0
5.00
.200 .200 .200 .200 .200 .200

.400 .400 .400 .400 .400 .400

SHEAR: X-X
.600 .600 .600 .600 .600 .600

MOMENTS: X-X

Shear Steel: X-X

Bending Steel: X-X

.800 .800 .800 .800 .800
E-Mail : mail@prokon.com

.800
Software Consultants (Pty) Ltd

1.00 1.00 1.00 1.00 1.00 1.00

Internet: http://www.prokon.com

1.20 1.20 1.20 1.20 1.20 1.20

1.40 1.40 1.40 1.40 1.40 1.40

Client

1.60 1.60 1.60 1.60 1.60 1.60

Job Title

Calcs by

Elastic Deflections (Alternate spans loaded)

1.80 1.80 1.80 1.80 1.80

Job Number

1.80

2.00 2.00 2.00 2.00 2.00 2.00

2.20 2.20 2.20 2.20 2.20 2.20

2.40 2.40 2.40 2.40 2.40 2.40

2.60 2.60 2.60 2.60 2.60 2.60

2.80 2.80 2.80 2.80 2.80 2.80

3.00 3.00 3.00 3.00 3.00 Long-term Deflections (All spans loaded - using entered reinforcement) 3.00

3.20 3.20 3.20 3.20 3.20 3.20

3.40 3.40 3.40 3.40 3.40 3.40

3.60 3.60 3.60 3.60 3.60 3.60

3.80 3.80 3.80 3.80 3.80 3.80

Checked by
MR.& MRS MOSES NJOROGE

Deflection, Shear, Moment and Steel diagrams. Span 1

4.00 4.00 4.00 4.00 4.00 4.00

4.20 4.20 4.20 4.20 4.20 4.20

4.40 4.40 4.40 4.40 4.40 4.40

4.60 4.60 4.60 4.60 4.60 4.60

4.80 4.80 4.80 4.80 4.80 4.80

5.00 5.00 5.00 5.00 5.00 5.00

5.20 5.20 5.20 5.20 5.20 5.20

5.40 5.40 5.40 5.40 5.40 5.40

Date

5.60 5.60 5.60 5.60 5.60 5.60

5.80 5.80 5.80 5.80 5.80 5.80

6.00 6.00 6.00 6.00 6.00 6.00

6.20 6.20 6.20 6.20 6.20 6.20

Sheet

Def max = 19.80mm @ 3.20m

6.40

As max = 911.1mm2 @ 3.20m

Asv max = .9005mm²/mm @ .750m
M max = 155.5kNm @ 3.20m
V max = -154.0kN @ 6.40m
Def max = 5.420mm @ 3.20m

6.40 6.40 6.40 6.40 6.40

APRIL, 2024
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

=====================================================================
C O N T I N U O U S B E A M Ver W3.0.02 - 05 Jan 2016

Title : CRITICAL BEAM3

Data File :
Date/Time : 07/04/2024
Code of Practice : BS8110 - 1997
=====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1

Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bot(mm2)

0.000 -90.91 -49.82 589.76 0.00

0.250 -53.92 -29.55 325.69 0.00
0.500 -19.93 -10.92 116.82 0.00
0.750 6.05 11.04 0.00 64.72
1.000 21.38 39.01 0.00 228.64
1.250 35.06 63.98 0.00 374.93
1.500 47.09 85.93 0.00 503.59
1.750 57.48 104.88 0.00 614.63
2.000 66.21 120.82 0.00 708.05
2.250 73.30 133.75 0.00 783.84
2.500 78.74 143.68 0.00 842.00
2.750 82.53 150.59 0.00 882.54
3.000 84.67 154.50 0.00 905.45
3.200 85.20 155.47 0.00 911.09
3.450 84.38 153.96 0.00 902.28
3.700 81.91 149.45 0.00 875.84
3.950 77.78 141.93 0.00 831.78
4.200 72.02 131.41 0.00 770.09
4.450 64.60 117.87 0.00 690.77
4.700 55.53 101.33 0.00 593.84
4.950 44.82 81.78 0.00 479.27
5.200 32.46 59.23 0.00 347.08
5.450 18.45 33.66 0.00 197.27
5.700 2.79 5.09 0.00 29.83
5.950 -26.49 -14.52 155.24 0.00
6.200 -61.08 -33.47 373.59 0.00
6.400 -90.91 -49.82 589.76 0.00

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

SHEAR FORCES & REINFORCEMENT

SPAN 1

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom)

Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 84.39 153.99 328.00 0.00 0.37

0.250 77.80 141.96 312.37 0.00 0.37
0.500 71.20 129.93 64.51 0.73 0.37
0.750 64.61 117.90 37.63 0.90 0.37
1.000 58.02 105.87 33.86 0.81 0.37
1.250 51.43 93.84 39.92 0.60 0.37
1.500 44.83 81.81 44.05 0.42 0.37
1.750 38.24 69.78 47.08 0.25 0.37
2.000 31.65 57.74 49.35 0.09 0.37
Job Number Sheet
1 5
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
2.250 25.05 45.71 51.05 0.00 0.37
2.500 18.46 33.68 52.28 0.00 0.37
2.750 11.87 21.65 53.11 0.00 0.37
3.000 5.27 9.62 53.57 0.00 0.37
3.200 0.00 0.00 53.68 0.00 0.37
3.450 -12.03 -6.59 53.50 0.00 0.37
3.700 -24.06 -13.19 52.97 0.00 0.37
3.950 -36.09 -19.78 52.07 0.00 0.37
4.200 -48.12 -26.37 50.75 0.00 0.37
4.450 -60.15 -32.97 48.94 0.13 0.37
4.700 -72.18 -39.56 46.54 0.29 0.37
4.950 -84.21 -46.15 43.33 0.46 0.37
5.200 -96.24 -52.74 38.91 0.64 0.37
5.450 -108.27 -59.34 33.04 0.84 0.37
5.700 -120.30 -65.93 41.05 0.89 0.37
5.950 -132.33 -72.52 81.34 0.57 0.37
6.200 -144.36 -79.12 328.00 0.00 0.37
6.400 -153.99 -84.39 328.00 0.00 0.37

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

COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 84.39 22.40 106.79 153.99

2 84.39 22.40 106.79 153.99

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

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

1 -45.46 -24.91 -21.99 -12.05

2 24.91 45.46 12.05 21.99

Columns above

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

1 -45.46 -24.91 -21.99 -12.05

2 24.91 45.46 12.05 21.99

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

ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 25.0 Gpa

SPAN 1

Position(m) Min.Deflection(mm) Max.Deflection(mm)

0.000 0.00 0.00

0.250 0.44 0.56
0.500 0.89 1.13
0.750 1.35 1.71
Job Number Sheet
1 6
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
1.000 1.80 2.28
1.250 2.25 2.84
1.500 2.67 3.38
1.750 3.06 3.87
2.000 3.41 4.32
2.250 3.72 4.70
2.500 3.96 5.02
2.750 4.15 5.25
3.000 4.26 5.38
3.200 4.28 5.42
3.200 4.28 5.42
3.450 4.24 5.37
3.700 4.12 5.21
3.950 3.92 4.96
4.200 3.66 4.63
4.450 3.34 4.23
4.700 2.98 3.77
4.950 2.59 3.27
5.200 2.16 2.73
5.450 1.71 2.17
5.700 1.26 1.59
5.950 0.80 1.01
6.200 0.35 0.44
6.400 0.00 0.00

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

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection.

DL : Long-term deflection under permanent load.
DI : Instantaneous deflection under short-term load.
DT : Total long-term deflection.

SPAN 1

Position(m) DS(mm) DL(mm) DI(mm) DT(mm)

0.000 0.00 0.00 0.00 0.00

0.250 0.34 1.51 0.27 2.11
0.500 0.68 3.10 0.55 4.33
0.750 1.01 4.72 0.83 6.56
1.000 1.32 6.32 1.11 8.76
1.250 1.61 7.88 1.38 10.87
1.500 1.87 9.34 1.64 12.85
1.750 2.10 10.67 1.87 14.64
2.000 2.29 11.84 2.07 16.20
2.250 2.45 12.83 2.24 17.52
2.500 2.57 13.61 2.37 18.55
2.750 2.65 14.16 2.47 19.28
3.000 2.70 14.48 2.52 19.70
3.200 2.71 14.56 2.54 19.80
3.200 2.71 14.56 2.54 19.80
3.450 2.69 14.44 2.52 19.64
3.700 2.64 14.07 2.45 19.16
3.950 2.55 13.47 2.35 18.37
4.200 2.42 12.65 2.21 17.28
4.450 2.26 11.63 2.03 15.92
4.700 2.06 10.42 1.82 14.30
4.950 1.83 9.06 1.59 12.47
5.200 1.56 7.58 1.33 10.47
5.450 1.27 6.01 1.06 8.33
Job Number Sheet
1 7
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
5.700 0.95 4.40 0.78 6.12
5.950 0.61 2.78 0.49 3.89
6.200 0.27 1.20 0.21 1.68
6.400 -0.00 -0.00 -0.00 -0.00

---------------------------------------------------------------------
QUANTITIES

Section Area(m²)
1 0.243

Total weight of beam = 37.32 kN

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

Longterm deflection: Permanent load

Effective Elasticity Modulus(GPa): 8.33

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -53.129 3.784 140.661 TRUE 1.979 238.717 -3.222 -0.550 4.599
0.250 -31.510 4.295 143.742 TRUE 3.466 178.974 -1.091 -0.550 2.101
0.500 -11.649 4.741 148.454 FALSE 4.741 148.454 -0.295 -0.266 0.643
0.750 6.454 4.779 149.828 FALSE 4.779 149.828 0.162 0.148 -0.351
1.000 22.800 4.768 150.197 TRUE 3.328 120.799 0.822 0.554 -0.550
1.250 37.389 4.768 150.197 TRUE 3.017 112.920 1.487 0.904 -0.550
1.500 50.219 4.768 150.197 TRUE 2.906 109.890 2.074 1.208 -0.550
1.750 61.292 4.768 150.197 TRUE 2.850 108.318 2.581 1.469 -0.550
2.000 70.608 4.768 150.197 TRUE 2.818 107.392 3.007 1.689 -0.550
2.250 78.165 4.768 150.197 TRUE 2.797 106.801 3.353 1.867 -0.550
2.500 83.966 4.768 150.197 TRUE 2.784 106.412 3.619 2.003 -0.550
2.750 88.008 4.768 150.197 TRUE 2.776 106.177 3.805 2.098 -0.550
3.000 90.293 4.768 150.197 TRUE 2.772 106.062 3.909 2.152 -0.550
3.200 90.855 4.768 150.197 TRUE 2.771 106.033 3.935 2.165 -0.551
3.200 90.855 4.768 150.197 TRUE 2.771 106.033 3.935 2.165 -0.551
3.450 89.977 4.768 150.197 TRUE 2.773 106.078 3.894 2.144 -0.550
3.700 87.340 4.768 150.197 TRUE 2.777 106.223 3.774 2.082 -0.551
3.950 82.946 4.768 150.197 TRUE 2.786 106.483 3.572 1.979 -0.550
4.200 76.794 4.768 150.197 TRUE 2.800 106.891 3.291 1.834 -0.550
4.450 68.885 4.768 150.197 TRUE 2.823 107.537 2.929 1.648 -0.550
4.700 59.218 4.768 150.197 TRUE 2.859 108.574 2.486 1.420 -0.550
4.950 47.794 4.768 150.197 TRUE 2.922 110.334 1.963 1.151 -0.550
5.200 34.611 4.768 150.197 TRUE 3.053 113.890 1.360 0.838 -0.550
5.450 19.672 4.768 150.197 TRUE 3.470 124.141 0.680 0.477 -0.550
5.700 2.974 4.783 149.705 FALSE 4.783 149.705 0.075 0.068 -0.162
5.950 -15.481 4.662 147.236 FALSE 4.662 147.236 -0.398 -0.356 0.873
6.200 -35.694 4.191 143.220 TRUE 3.065 194.219 -1.397 -0.550 2.513
6.400 -53.129 3.782 140.755 TRUE 1.961 239.813 -3.251 -0.550 4.610

Instantaneous deflection: Permanent load

Effective Elasticity Modulus(GPa): 25.00

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -53.129 3.238 138.086 TRUE 1.765 223.428 -1.204 -1.000 5.617
0.250 -31.510 3.395 139.159 FALSE 3.395 139.159 -0.371 -0.920 2.514
0.500 -11.649 3.536 140.814 FALSE 3.536 140.814 -0.132 -0.332 0.887
Job Number Sheet
1 8
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
0.750 6.454 3.550 141.276 FALSE 3.550 141.276 0.073 0.184 -0.489
1.000 22.800 3.547 141.392 TRUE 1.883 101.452 0.484 0.744 -1.000
1.250 37.389 3.547 141.392 TRUE 1.426 85.744 1.049 1.199 -1.000
1.500 50.219 3.547 141.392 TRUE 1.292 80.287 1.555 1.566 -1.000
1.750 61.292 3.547 141.392 TRUE 1.229 77.559 1.994 1.873 -1.000
2.000 70.608 3.547 141.392 TRUE 1.195 75.983 2.364 2.127 -1.000
2.250 78.165 3.547 141.392 TRUE 1.173 74.994 2.665 2.331 -1.000
2.500 83.966 3.547 141.392 TRUE 1.160 74.355 2.896 2.487 -1.000
2.750 88.008 3.547 141.392 TRUE 1.152 73.967 3.057 2.596 -1.000
3.000 90.293 3.547 141.392 TRUE 1.147 73.763 3.148 2.657 -1.000
3.200 90.855 3.547 141.392 TRUE 1.146 73.714 3.170 2.672 -1.000
3.200 90.855 3.547 141.392 TRUE 1.146 73.714 3.170 2.672 -1.000
3.450 89.977 3.547 141.392 TRUE 1.148 73.791 3.135 2.649 -1.000
3.700 87.340 3.547 141.392 TRUE 1.153 74.036 3.030 2.578 -1.000
3.950 82.946 3.547 141.392 TRUE 1.162 74.459 2.855 2.460 -1.000
4.200 76.794 3.547 141.392 TRUE 1.177 75.158 2.610 2.294 -1.000
4.450 68.885 3.547 141.392 TRUE 1.200 76.235 2.296 2.080 -1.000
4.700 59.218 3.547 141.392 TRUE 1.239 77.986 1.912 1.816 -1.000
4.950 47.794 3.547 141.392 TRUE 1.310 81.069 1.459 1.498 -1.000
5.200 34.611 3.547 141.392 TRUE 1.473 87.547 0.940 1.117 -1.000
5.450 19.672 3.547 141.392 TRUE 2.137 108.860 0.368 0.634 -1.000
5.700 2.974 3.551 141.237 FALSE 3.551 141.237 0.034 0.085 -0.225
5.950 -15.481 3.511 140.391 FALSE 3.511 140.391 -0.176 -0.443 1.189
6.200 -35.694 3.363 138.970 TRUE 3.201 146.065 -0.446 -1.000 2.943
6.400 -53.129 3.237 138.115 TRUE 1.755 224.068 -1.211 -1.000 5.627

Instantaneous deflection: Total load

Effective Elasticity Modulus(GPa): 25.00

Uncracked Cracked fc-top fc-bot

Pos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 -63.048 3.238 138.086 TRUE 1.411 250.753 -1.788 -1.000 7.118
0.250 -37.393 3.395 139.159 TRUE 3.110 151.829 -0.481 -1.000 3.104
0.500 -13.824 3.536 140.814 FALSE 3.536 140.814 -0.156 -0.394 1.052
0.750 7.659 3.550 141.276 FALSE 3.550 141.276 0.086 0.219 -0.580
1.000 27.057 3.547 141.392 TRUE 1.674 94.729 0.646 0.884 -1.000
1.250 44.368 3.547 141.392 TRUE 1.341 82.334 1.324 1.401 -1.000
1.500 59.594 3.547 141.392 TRUE 1.237 77.906 1.927 1.826 -1.000
1.750 72.735 3.547 141.392 TRUE 1.188 75.684 2.449 2.184 -1.000
2.000 83.789 3.547 141.392 TRUE 1.160 74.373 2.889 2.483 -1.000
2.250 92.758 3.547 141.392 TRUE 1.143 73.562 3.246 2.723 -1.000
2.500 99.641 3.547 141.392 TRUE 1.132 73.032 3.521 2.907 -0.999
2.750 104.438 3.547 141.392 TRUE 1.126 72.711 3.712 3.035 -0.999
3.000 107.150 3.547 141.392 TRUE 1.122 72.541 3.820 3.108 -0.999
3.200 107.817 3.547 141.392 TRUE 1.121 72.508 3.846 3.126 -1.001
3.200 107.817 3.547 141.392 TRUE 1.121 72.508 3.846 3.126 -1.001
3.450 106.774 3.547 141.392 TRUE 1.123 72.564 3.805 3.098 -0.999
3.700 103.645 3.547 141.392 TRUE 1.127 72.762 3.680 3.014 -1.000
3.950 98.431 3.547 141.392 TRUE 1.134 73.119 3.472 2.875 -0.999
4.200 91.131 3.547 141.392 TRUE 1.146 73.691 3.181 2.680 -0.999
4.450 81.745 3.547 141.392 TRUE 1.165 74.586 2.808 2.428 -1.000
4.700 70.273 3.547 141.392 TRUE 1.196 76.032 2.351 2.118 -1.000
4.950 56.716 3.547 141.392 TRUE 1.252 78.550 1.812 1.747 -1.000
5.200 41.073 3.547 141.392 TRUE 1.377 83.783 1.194 1.306 -1.000
5.450 23.344 3.547 141.392 TRUE 1.850 100.421 0.505 0.763 -1.000
5.700 3.529 3.551 141.237 FALSE 3.551 141.237 0.040 0.101 -0.267
5.950 -18.371 3.511 140.391 FALSE 3.511 140.391 -0.209 -0.525 1.411
6.200 -42.357 3.363 138.970 TRUE 2.665 172.892 -0.636 -1.000 3.768
6.400 -63.048 3.237 138.115 TRUE 1.400 251.566 -1.801 -1.000 7.135
Job Number Sheet
1 9
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024

Main and Shear Reinforcing diagrams. Span 1

SPAN 1 - 6.400

1Y16-A 1Y16-E
3Y20-B

3Y20-C

MAIN REINFORCEMENT As max = -1068mm2 @ 5.95m

-1000

-500
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40
500

SPAN 1 - 6.400

6-SA-250

13-SB-250

5-SA-250

SHEAR REINFORCEMENT Asv max = .9048mm²/mm @ .250m

.800

.600

.400

.200
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40
Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
CRITICAL COLUMN-C1 C11

Rectangular column design by PROKON. (RecCol Ver W3.0.04 - 29 Jan 2016)

Design code : BS8110 - 1997

Input tables
General design parameters and loads:
Load Ultimate Limit State Design Loads
case Description
P (kN) Mx top (kNm) My top (kNm) Mx bot (kNm) My bot (kNm)

1 DL+LL 419.9

h (mm) 300
b (mm) 200
d'x (mm) 35
d'y (mm) 35
Lo (m) 3.0
fcu (MPa) 25
fy (MPa) 460 b=200

d'y=35 Y

General design parameters: 300

Given:
d'x=35

h = 300 mm
b = 200 mm 200

d'x = 35 mm
h=300

d'y = 35 mm X X

Lo = 3.000 m 100

fcu = 25 MPa
fy = 460 MPa
0

Design chart for bending about the X-X axis:

Y
100

200

Column design chart (X-X)

Moment max = 206.3kNm @ 315 kN

2200
2000
1800
1600
1400
1200
1000
800
Axial load (kN)

600 0% 1% 2% 3% 4% 5% 6%
400
10.0
20.0
30.0
40.0
50.0
60.0
70.0
80.0
90.0
100
110
120
130
140
150
160
170
180
190
200
210
220

200

-200
-400
-600
-800
-1000
-1200
-1400

Bending moment (kNm)

Job Number Sheet
1 2
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Design chart for bending about the Y-Y axis:

Column design chart (Y-Y)

Moment max = 119.0kNm @ 300 kN

2200
2000
1800
1600
1400
1200
1000
800
Axial load (kN)

600 0% 1% 2% 3% 4% 5% 6%
400
10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100

110

120

130
200

-200
-400
-600
-800
-1000
-1200
-1400

Bending moment (kNm)

Therefore:

Ac = b . h
= .2 ×.3
= 0.0600 m²

h' = h - d'x
= .3 - .035
= 0.2650 m

b' = b - d'y
= .2 - .035
= 0.1650 m

Assumptions:
(1) The general conditions of clause 3.8.1 are applicable.
(2) The section is symmetrically reinforced.
(3) The specified design axial loads include the self-weight of the column.
(4) The design axial loads are taken constant over the height of the column.
Job Number Sheet
1 3
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Design approach:
The column is designed using the following procedure:
(1) The column design charts are constructed.
(2) The design axis and design ultimate moment is determined .
(3) The steel required for the design axial force and moment is read from the
relevant design chart.
(4) The area steel perpendicular to the design axis is read from the relevant
design chart.

Check column slenderness:

End fixity and bracing for bending about the X-X axis:
The column is braced.
\ ßx = 0.85 Table 3.21

End fixity and bracing for bending about the Y-Y axis:
The column is braced.
\ ßy = 0.85 Table 3.21

Effective column height:

lex = ßx . Lo
= .85 ×3
= 2.550 m

ley = ßy . Lo
= .85 ×3
= 2.550 m

Column slenderness about both axes:

lex
lx =
h
2.55
=
.3
= 8.500

ley
ly =
b
2.55
=
.2
= 12.750
Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Minimum Moments for Design:
Check for mininum eccentricity: 3.8.2.4
Check that the eccentricity exceeds the minimum in the plane of bending:

eminx = 0.05 . h
= 0.05 ×.3
= 0.0150 m

eminy = 0.05 . b
= 0.05 ×.2
= 0.0100 m

Mmin = emin . N
= .01 ×419.9
= 4.199 kNm

Check if the column is slender: 3.8.1.3

lx = 8.5 < 15

ly = 12.7 < 15

\ The column is short.

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 = - 0.4 . M1 + 0.6 . M2
= - 0.4 ×0 + 0.6 ×0
= 0.0000×100 kNm

Mi2 = 0.4 . M2
= 0.4 ×0
= 0.0000×100 kNm

\ Mi ³ 0.4M2 = 0.0 kNm

The initial moment near mid-height of the column : 3.8.3.2

Mi = - 0.4 . M1 + 0.6 . M2
= - 0.4 ×0 + 0.6 ×0
= 0.0000×100 kNm

Mi2 = 0.4 . M2
= 0.4 ×0
= 0.0000×100 kNm

\ Mi ³ 0.4M2 = 4.2 kNm

Design ultimate load and moment:

Design axial load:
Pu = 419.9 kN

Design of column section for ULS:

Through inspection:
The critical section lies at the top end of the column.

The column is designed to withstand the uni-axially applied moment about

the minor axis.

For bending about the design axis:

Column design chart (Y-Y)

Moment max = 119.0kNm @ 300 kN

2200
2000
1800
1600
1400
1200
1000
800
Axial load (kN)

600 0% 1% 2% 3% 4% 5% 6%
400
10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100

110

120

130

200

-200
-400
-600
-800
-1000
-1200
-1400

Bending moment (kNm)

For bending perpendicular to the design axis:

Column design chart (X-X)

Moment max = 206.3kNm @ 315 kN

2200
2000
1800
1600
1400
1200
1000
800
Axial load (kN)

600 0% 1% 2% 3% 4% 5% 6%
400
10.0
20.0
30.0
40.0
50.0
60.0
70.0
80.0
90.0
100
110
120
130
140
150
160
170
180
190
200
210
220
200

-200
-400
-600
-800
-1000
-1200
-1400

Bending moment (kNm)

Reinforcement required about the X-X axis:

From the design chart, Asc = 240 mm² = 0.40%

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) Asc (mm²)
X-X 0.0 0.0 0.0 0.0 Y-Y 0.0 240 (0.40%)
1 Y-Y 419.9 0.0 0.0 4.2 0.0 Top 4.2 4.2 240 (0.40%)
Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
COLUMN C2 C11

Rectangular column design by PROKON. (RecCol Ver W3.0.04 - 29 Jan 2016)

Design code : BS8110 - 1997

Input tables
General design parameters and loads:
Load Ultimate Limit State Design Loads
case Description
P (kN) Mx top (kNm) My top (kNm) Mx bot (kNm) My bot (kNm)

1 DL+LL 350

h (mm) 400
b (mm) 400
d'x (mm) 35
d'y (mm) 35
Lo (m) 3.0
fcu (MPa) 25
fy (MPa) 460

General design parameters: b=400

Given: d'y=35
Y

h = 400 mm 400
d'x=35

b = 400 mm
d'x = 35 mm
300

d'y = 35 mm
h=400

200 X X

Lo = 3.000 m 100

fcu = 25 MPa
fy = 460 MPa 0

Y
100

200

300

400
0

Design chart for bending about the X-X axis:

Column design chart (X-X)

Moment max = 783.3kNm @ 880 kN

6000
5500
5000
4500
4000
3500
3000
2500
2000
Axial load (kN)

1500 0% 1% 2% 3% 4% 5% 6%
1000
50.0

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850

500

-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000

Bending moment (kNm)

Column design chart (Y-Y)

Moment max = 783.0kNm @ 880 kN

6000
5500
5000
4500
4000
3500
3000
2500
2000
Axial load (kN)

1500 0% 1% 2% 3% 4% 5% 6%
1000
50.0

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850
500

-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000

Bending moment (kNm)

Therefore:

Ac = b . h
= .4 ×.4001
= 0.1600 m²

h' = h - d'x
= .4001 - .035
= 0.3651 m

b' = b - d'y
= .4 - .035
= 0.3650 m

Check column slenderness:

End fixity and bracing for bending about the X-X axis:
The column is braced.
\ ßx = 0.80 Table 3.21

End fixity and bracing for bending about the Y-Y axis:
The column is braced.
\ ßy = 0.80 Table 3.21

Effective column height:

lex = ßx . Lo
= .8 ×3
= 2.400 m

ley = ßy . Lo
= .8 ×3
= 2.400 m

Column slenderness about both axes:

lex
lx =
h
2.4
=
.4001
= 5.999

ley
ly =
b
2.4
=
.4
= 6.000
Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL, 2024
Minimum Moments for Design:
Check for mininum eccentricity: 3.8.2.4
Check that the eccentricity exceeds the minimum in the plane of bending:

eminx = 0.05 . h
= 0.05 ×.4001
= 0.0200 m

eminy = 0.05 . b
= 0.05 ×.4
= 0.0200 m

Mmin = emin . N
= .02 ×350
= 7.000 kNm

Check if the column is slender: 3.8.1.3

lx = 6.0 < 15

ly = 6.0 < 15

\ The column is short.

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 = - 0.4 . M1 + 0.6 . M2
= - 0.4 ×0 + 0.6 ×0
= 0.0000×100 kNm

Mi2 = 0.4 . M2
= 0.4 ×0
= 0.0000×100 kNm

\ Mi ³ 0.4M2 = 0.0 kNm

The initial moment near mid-height of the column : 3.8.3.2

Mi = - 0.4 . M1 + 0.6 . M2
= - 0.4 ×0 + 0.6 ×0
= 0.0000×100 kNm

Mi2 = 0.4 . M2
= 0.4 ×0
= 0.0000×100 kNm

\ Mi ³ 0.4M2 = 7.0 kNm

Design ultimate load and moment:

Design axial load:
Pu = 350.0 kN

Design of column section for ULS:

Through inspection:
The critical section lies at the top end of the column.

The column is designed to withstand the uni-axially applied moment about

the minor axis.

For bending about the design axis:

Column design chart (Y-Y)

Moment max = 783.0kNm @ 880 kN

6000
5500
5000
4500
4000
3500
3000
2500
2000
Axial load (kN)

1500 0% 1% 2% 3% 4% 5% 6%
1000
50.0

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850

500

-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000

Bending moment (kNm)

For bending perpendicular to the design axis:

Column design chart (X-X)

Moment max = 783.3kNm @ 880 kN

6000
5500
5000
4500
4000
3500
3000
2500
2000
Axial load (kN)

1500 0% 1% 2% 3% 4% 5% 6%
1000
50.0

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850
500

-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000

Bending moment (kNm)

Reinforcement required about the X-X axis:

From the design chart, Asc = 641 mm² = 0.40%

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) Asc (mm²)
X-X 0.0 0.0 0.0 0.0 Y-Y 0.0 641 (0.40%)
1 Y-Y 350.0 0.0 0.0 7.0 0.0 Top 7.0 7.0 641 (0.40%)
Job Number Sheet
1 1
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024
Column Base Design : CRIRICAL BASE 1
C15
Input Data

Base length A (m) 1.6

Base width B (m) 1.6
Column(s) Col 1 Col 2
C (m) 0.3
D (m) 0.2
E (m)
F (m)
Stub column height X (m) 1
Base depth Y (m) 0.350
Soil cover Z (m) 1.5
Concrete density (kN/m3) 24.0
Soil density (kN/m3) 18
Soil friction angle (°) 18
Base friction constant 0.1
Rebar depth top X (mm) 50
Rebar depth top Y (mm) 50
Rebar depth bottom X (mm) 50
Rebar depth bottom Y (mm) 50
ULS ovt. LF: Self weight 1.0
ULS LF: Self weight 1.0
Max. SLS bearing pr. (kN/m²) 150
S.F. Overturning (ULS) 1.0
S.F. Slip (ULS) 1.0
fcu base (MPa) 25.0
fcu columns (MPa) 25.0
fy (MPa) 460
Job Number Sheet
1 2
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024

Loading Data

Unfactored Loads

Load Col LF LF P Hx Hy Mx My
Case no. ULS ULS
ovt (kN) (kN) (kN) (kNm) (kNm)

1 1 1.2 1.2 272

Sketch of Base

BS8110 - 1997 Y

C1
X
D1
B

A
Y

Mx
P

Hx
Z

Y
Job Number Sheet
1 3
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024
Output for Load Case 1
Note: The calculated flexural reinforcement was used in the calculations.

Output for Load Case 1

Soil pressure (ULS) (kN/m²) 163.04
Soil pressure (SLS) (kN/m²) 141.79
SF overturning (SLS) >100
SF overturning (ULS) >100
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 26.96
Reinforcement X (mm²/m) 216
Design moment Y (kNm/m) 31.27
Reinforcement Y (mm²/m) 250
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm²/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm²/m) 0
Linear Shear X (MPa) 0.150
vc (MPa) 0.361
Linear Shear Y (MPa) 0.163
vc (MPa) 0.361
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.100
vc (MPa) 0.361
Cost 0.00

Load Case:1 Legend

Max M (+)
BS8110 - 1997 Y Y Max M (-)
Max Shear

0.30 0.30
X X
1.60

1.60

0.20 0.20

1.60 1.60
Y Y

Mx Mx
P P

Hx Hx
1.50

1.50

1.00 1.00

0.35 0.35

141.79 kN/m² 163.04 kN/m²

Soil Pressures at SLS Soil Pressures at ULS

Job Number Sheet
1 4
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024
Reinforcement Calculation for X-direction:Positive Moments

Load Case 1

Design moment:26.96 kNm/m

Calculation of the maximum steel strain:

fst
e st =
Es
438.1
=
200000
= 0.0022

Balanced neutral axis

d
xb =
e st
1+
ec
300
=
.00219
1+
.0035
= 184.534 mm

%redis
bb = 1 -
100
0
=1 -
100
= 1.0000

Maximum allowed neutral axis depth: 3.2.2.1

x = min(d/(1+est/ec) , (b b-0.4)*d) = 184.519 mm

Depth of rectangular stress block:

a = b. x
= .9 ×150
= 135.000 mm

Concrete moment capacity: 3.4.4.4

a . . . . .
Mu = a . d - b a f fcu 1×10-6
2
135
= 135 × 300 - ×1000 ×.66667 ×.66667 ×25 ×1×10-6
2
= 348.753 kNm

Lever arm 3.4.4.4

M
z = d . 0.5 + 0.25 -
2 . a . f . b . d 2 . fcu
2696×104
= 300 × 0.5 + 0.25 -
2 ×.66667 ×.66667 ×1000 ×300 2 ×25
= 295.900 mm

Lever arm limitation 3.4.4.4

z = min(295.900 , 0.95*300.000) = 285.000 mm

Tension steel 3.4.4.4

M
Ast =
fst . z
2696×104
=
438.1 ×285
= 215.924 mm²

Neutral axis depth 3.4.4.4

2 . (d - z )
Neutralaxis=
b
2 ×(300 - 285 )
=
.9
= 33.333 mm

Reinforcement Calculation for Y-direction:Positive Moments

Load Case 1

Design moment:31.27 kNm/m

Calculation of the maximum steel strain:

fst
e st =
Es
438.1
=
200000
= 0.0022

Balanced neutral axis

d
xb =
e st
1+
ec
300
=
.00219
1+
.0035
= 184.534 mm

%redis
bb = 1 -
100
0
=1 -
100
= 1.0000

Maximum allowed neutral axis depth: 3.2.2.1

x = min(d/(1+est/ec) , (b b-0.4)*d) = 184.519 mm

Depth of rectangular stress block:

a = b. x
= .9 ×150
= 135.000 mm

Concrete moment capacity: 3.4.4.4

a . . . . .
Mu = a . d - b a f fcu 1×10-6
2
135
= 135 × 300 - ×1000 ×.66667 ×.66667 ×25 ×1×10-6
2
= 348.753 kNm
Job Number Sheet
1 7
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024
Lever arm 3.4.4.4

M
z = d . 0.5 + 0.25 -
2 a f b . d 2 . fcu
. . .

3127×104
= 300 × 0.5 + 0.25 -
2 ×.66667 ×.66667 ×1000 ×300 2 ×25
= 295.234 mm

Lever arm limitation 3.4.4.4

z = min(295.234 , 0.95*300.000) = 285.000 mm

Tension steel 3.4.4.4

M
Ast =
fst . z
3127×104
=
438.1 ×285
= 250.444 mm²

Neutral axis depth 3.4.4.4

2 . (d - z )
Neutralaxis=
b
2 ×(300 - 285 )
=
.9
= 33.333 mm

Punching Shear Stress/Reinforcement Calculation

Load Case 1

Column number:1

The shear force outside the critical perimeter amounts to:138.55 kN

Calculation of required punching shear reinforcement:

Area used for shear

Ash = ucrit . d
= 4600 ×300
= 1.380×106 mm²

% Rebar in X - direction tab 3.11

100 . Asx
xb
F1x =
d
100 ×259.09
1200
=
300
= 0.0720

% Rebar in Y - direction tab 3.11

100 . Asy
yb
F1y =
d
100 ×275.5
1100
=
300
= 0.0835

tab 3.11

F1x = min(0.15 , F1x) = 0.150

tab 3.11

F1y = min(0.15 , F1y) = 0.150

tab 3.11

400
F2 =
d
400
=
300
= 1.333

tab 3.11
Job Number Sheet
1 9
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024

0.79 .
vcx = F1x 0.33333 . F2 0.25
1.25
0.79
= ×.15 0.33333 ×1.3333 0.25
1.25
= 0.3608 MPa

tab 3.11

0.79 .
vcy = F1y 0.33333 . F2 0.25
1.25
0.79
= ×.15 0.33333 ×1.3333 0.25
1.25
= 0.3608 MPa

Weighted average of vc

vcx . nx . xb + vcy . ny . yb
vc =
nx . xb + ny . yb
.36084 ×2 ×1200 + .36084 ×2 ×1100
=
2 ×1200 + 2 ×1100
= 0.3608 MPa

Actual shear stress

Veff
vv =
Ash
138546
=
1380×103
= 0.1004 MPa

tab 3.11

F3 = 1

tab 3.11

vc = vc_ . F3
= .36084 ×1
= 0.3608 MPa

Shear capacity without reinforcement

vc . Ash
Vcap =
1000
.36084 ×1380×103
=
1000
= 497.959 kN

The concrete shear capacity for this perimeter is sufficient: no shear reinforcement required

Shear Stress/Reinforcement Calculation for X-direction

Load Case 1

Design shear force:44.93 kN

Based on flexural reinforcement of:216 mm²/m

Shear Calculations:
Area used for shear calculations:

Ash = bw . de - (bw - bf ) . bf
= 1000 ×300 - (1000 - 0 ) ×0
= 300.0×103 mm²

Reinforcement ratio 3.4.5.4-6

Ast
F1 =
Ash
215.91
=
300000
= 0.0007

f1 = f1i . 100
= .00072 ×100
= 0.0720

F1 = min(3 , F1) = 0.072

F1 = max(0.15 , F1) = 0.150 3.4.5.4-6

400
f2 =
de
400
=
300
= 1.333

0.79 . 0.33333 . 0.25

vc = F1 F2
1.25
0.79
= ×.15 0.33333 ×1.3333 0.25
1.25
= 0.3608 MPa

F3 = 1

vc = vc1 . F3
= .36084 ×1
= 0.3608 MPa

Maximum allowable shear stress

vcu = 0.8 . fcu

= 0.8 × 25
= 4.000 MPa

vcu = min(5 , vcu) = 4.000

Actual Shear stress:

V . 1×103
v=
Ash
44.93 ×1×103
=
300000
= 0.1498 MPa

Shear force capacity

Vco = vc . Ash . 1×10-3

= .36084 ×300000 ×1×10-3
= 108.252 kN

Shear reinforcement Table 3.16

(v - vc ) . b
Asv/sv =
0.95 . fyv
(.14977 - .36084 ) ×1000
=
0.95 ×460
= -0.4830

Minimum links Table 3.16

0.40 . b
Asv/svn =
0.95 . fyv
0.40 ×1000
=
0.95 ×460
= 0.9153

Shear Stress/Reinforcement Calculation for Y-direction

Load Case 1

Design shear force:49.01 kN

Based on flexural reinforcement of:250 mm²/m

Shear Calculations:
Area used for shear calculations:

Ash = bw . de - (bw - bf ) . bf
= 1000 ×300 - (1000 - 0 ) ×0
= 300.0×103 mm²

Reinforcement ratio 3.4.5.4-6

Ast
F1 =
Ash
250.45
=
300000
= 0.0008

f1 = f1i . 100
= .00083 ×100
= 0.0830
Job Number Sheet
1 13
Job Title
KIAMBU COUNTY KIKUYU SUB COUNTY ON PLOT NO.4233/KARAI/KARAI
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com MR.& MRS MOSES NJOROGE
Calcs by Checked by Date
E-Mail : mail@prokon.com APRIL 2024

F1 = min(3 , F1) = 0.083

F1 = max(0.15 , F1) = 0.150 3.4.5.4-6

400
f2 =
de
400
=
300
= 1.333

0.79 . 0.33333 . 0.25

vc = F1 F2
1.25
0.79
= ×.15 0.33333 ×1.3333 0.25
1.25
= 0.3608 MPa

F3 = 1

vc = vc1 . F3
= .36084 ×1
= 0.3608 MPa

Maximum allowable shear stress

vcu = 0.8 . fcu

= 0.8 × 25
= 4.000 MPa

vcu = min(5 , vcu) = 4.000

Actual Shear stress:

V . 1×103
v=
Ash
49.014 ×1×103
=
300000
= 0.1634 MPa

Shear force capacity

Vco = vc . Ash . 1×10-3

= .36084 ×300000 ×1×10-3
= 108.252 kN

Shear reinforcement Table 3.16

(v - vc ) . b
Asv/sv =
0.95 . fyv
(.16338 - .36084 ) ×1000
=
0.95 ×460
= -0.4519

R8-SA
9Y16-A-200 (B1) E E

E E
col1 SECTION: col1

9Y16-B-200 (B2)

PLAN

4Y16-E
3R8-SA

B B B B B B B B

SECTION
CALCULATION SHEET
SHEET
Client MR.& MRS MOSES NJOROGE
Calc by Job No
Element Wall strip foot
Chkd by Date 4/2024
Design to BS 8110: Part 1 :1997
200 Thick Footing

fcu= 25 N/mm²
fy= 425 N/mm² h= 200 mm
cover= 50 mm d= 144 mm
b= 600 mm
Main dia= 12 mm

Area of reinforcement

Mx 3.00 kNm
k = M/bd²fcu 0.0096

No compression reinforcement required

la/d= 0.95
lever arm, z= mm 136.8
Ast calc= mm² 59
Ast min= mm² 156
Ast required= mm² 156
Ast provided= mm² 262
provide 3Y10 @ 200mm mm
longitudinal, 33Y10
10
Deflection check `
M/bd² 0.241
fs= 2Asreqdfy/3Asprvd 64

m.f 3.57
basic ratio, l/d 20
modified l/d 71.30
Actual= l/d 0

Deflection check is ok

Shear check
Shear, V 0.00 kN

Shear stress :V/bd 0.00 N/mm²

100As/bd 0.30

vc 0.45 N/mm²
vc > v thus no shear links required.

GSPublisherVersion 0.0.100.100

GSPublisherVersion 0.0.100.100
JOB NO.: SHEET:

ROPOSED RESIDENTIAL DEVELOPMENT IN KIAMBU, KIKUYU MEMBER/ LOCATION:

TRUSS
SUB COUNTY ON PLOT NO. 4233/KARAI/KARAI

CLIENT: MR.& MRS MOSES NJOROGE BY: CHK. BY: DATE :

APRIL,2023

ROOF
REFERENCE OUTPUT

BS 6399 Part 3 SPECIFICATIONS

Truss span – 3.500 m

Max unsupported span – 4.0m

0
Roof pitch – 45

Spacing between truss bays – 1.4m

Treated cypress GS is used

Sections Adopted Top & bottom chords – 100 x 50mm.

Internal members 100 x 50mm

Purlins – 100x 50mm

4.300

400

500 1.400 1.400 1.400 1.300 1.300 1.300 1.400 1.400 1.400 1.400 500

13.700

GSPublisherVersion 0.0.100.100
ROPOSED RESIDENTIAL DEVELOPMENT IN KIAMBU, KIKUYU
Job:
SUB COUNTY ON PLOT NO. 4233/KARAI/KARAI
CLIENT NAME; MR.& MRS MOSES NJOROGE
Section of job ROOF
STRUCTURAL CALCULATION SHEET No. 4 of 6
CODE CALCULATIONS OUTPUT
BS 5268 TRUSS T1- FORCE x 2
Pt 2 1996 Design for Medium Term Loading /
2.8 and Total Load at Rafter = 19.88 Cantileverd end = 0 mm
Table 14 Total Load at Ceiling = 7.16 Total Truss Load = = 27.04 kN
Total No. of Panels on Rafter = 10 Truss Span = 14.00 mm
Total No. of Panels on Bottom Tie = 10 Total Span = 14.00 mm
P1 = 19.88/10 = 1.997 7.16 /10= P3 = 0.716
P2 = 3.38/2= 1.690 P4 = 0.448
R = 27.04/2= 13.520 -0.448 = 13.073 kN

Refer to Maxwell Force Diagram on Previous Pg. MULTIPLICATION FACTOR = 1.69

Member Length Force (kN) Member Length Force (kN) Pitch = 450
Compression Tension Span = 13.70
1--10 1620 24.39 41.22 1--9 1450 1.05 1.78 Rafter = 7.54
10--6 1453 22.83 38.59 9--7 1300 1.99 3.37 B-Tie = 1443.75
6--8 1453 19.35 32.71 7--6 1300 1.16 1.97
8--4 1453 15.61 26.39 5--8 1890 3.16 5.35 Struts = 3634.35
9--10 1453 1.05 1.78 3--4 2670 9.93 16.79 Struts = 0.00
7--10 1488.00 2.25 3.81 3--4 2422.90
5--6 1890.00 4.50 7.61 1--2 1211.45
3--8 2400.00 5.80 9.81

RAFTER DESIGN
Critical Member is 1--10
BS 5268 F= 41.22 kN Compression
Pt 3 L= 1620 mm 50x150
6.5.5 Le = 1458 mm Effective Length Le = 0.9 x L
Try GS grade Cypress = 50 x 150
BS 5268 Slenderness ratio l = Le/r r = SQRT(I/A) I = bd3/12 = 14062500
Pt 2 r = 43.30 A= 7500
2.11.4 l = 33.67 Zprov. = bd2/6 = 187500
< 180 Slender Ratio OK

2.11.5 Since l > 5 l SQD = 1134 Multiply grade stress by K 12 x

BS 5268 h = 0.005 l = 0.168 N = 1.5 d grade = 6.00 N/mm2
Pt 2 p SQD = 9.877551 dc = 6x1.25= 7.5 K3 = 1.25 For very short term
( ) = 2.12866 ( )SQD = 4.5311935 () = 2.787953 K12 = 0.91
Annex B K3 = 1.5 K12 = 1.00
d adm(c) = d grade x K 3K12 = Emin = 3600 N/mm2
d adm(c) = 8.192039 N/mm2 (Permissible Compression Stress)
d a(c) F/A = = 5.496 N/mm2 (Applied Compression Stress)
< 8.192039 Section OK

BS 5268 Check for Combined Compression and Bending for Rafter

Pt 3 Man Point Load P = 0.9 kN K3 = 1.5 Duration Factor
6.4.2 F= 41.22 kN K7 = (300/d)^0.11
L= 1620 mm K7 = 1.08 Depth Factor
Le = 1458 mm K8 = 1.1 Load Sharing F.
Mmax = PLe/4 = 0.328 kNm (Max Bending Moment, PL/4)
d adm(b) = d grade x K 3K7K8 =
= 10.68436 d a(b) .= M/Z = 1.75 N/mm2 (Applied Bending Stress)
BS 5268 d a(c) .+ da(b) = 5.496 + 1.75 de = PI^2E 35559.2
Pt 2 d adm(c) d adm(b) (1-1.5d adm(c) x K12) 8.192 10.68436 0.76 l ^2 1133.74
2.11.6 de de = 31.3645
= 0.671 + 0.215 = 0.886
Adopt 50x150 since < 1

GSPublisherVersion 0.33.100.100

GSPublisherVersion 0.0.100.100
ROPOSED RESIDENTIAL DEVELOPMENT IN KIAMBU, KIKUYU
Job: SUB COUNTY ON PLOT NO. 4233/KARAI/KARAI
MR.& MRS MOSES NJOROGE
Section of job
STRUCTURAL CALCULATION SHEET No. 6 of 6
CODE CALCULATIONS OUTPUT
COMMON RAFTER DESIGN
BS 5268 Spacing Common Rafters @ 600 c/c 0.6 m
Pt 2 1996 Spacing Trusses @ 1800 c/c 1.8 m
Loading
rafter self weight 0.1 KN/mm²
roofing tiles 0.6 6
LL 0.25 6
0.95 KN/mm²
w = 0.57 KN/m
effective length 1552 mm
try section 150X50 5000 mm²
Z= 187500 mm³
Mmax = 0.03858 KNM
fb= 0.20577 N/mm² < 6 N/mm² o.k
check deflection
Z>M/fb = 6430.31 < 187500 mm ³ o.k
allowable deflection ∆ 4.656 mm
actual deflection ∆ 1.41386 mm < 4.66 mm o.k
use 150x50
Section
RIDGE AND UNDER PURLINS DESIGN
Loading
purlin self weight 0.1 x 1.8 = 0.18 KN/m
common rafter 0.95 x 0.6 x 1.552 = 0.88464 KN 0.18 KN/m
0.88464 KN 0.88464 KN

0.6m 0.6m 0.6m

0.62 KN RB= 0.62 KN
try section 150X50 5000 mm²

Mmax = 0.038008 KNM

fb= 0.202709 N/mm² < 6 N/mm² o.k

check deflection
Z>M/fb = 6334.67 mm³ < 187500 mm³ o.k
allowable deflection ∆ 5.4 mm
actual deflection ∆ 3.60757 mm < 5.4 mm o.k
use 150x50
Section

GSPublisherVersion 0.0.100.100
Job: PROPOSED RESIDENTIAL DEVELOPMENT IN KIAMBU, KIKUYU SUB COUNTY ON PLOT NO. 4233/KARAI/KARAI

.
MR.& MRS MOSES NJOROGE
Section of job
STRUCTURAL CALCULATION SHEET No. 5 of 6
CODE CALCULATIONS OUTPUT
BOTTOM TIE DESIGN
Critical Member is 5--8
F= 5.35 kN Tension
Try GS grade Cypress = 50 x 150 50x150
I = bd3/12 = 1.4E+07 use 50x150
A= 7500 6
BS 5268 bd2/6 = 187500 6
Pt 2
2.12 d grade = 3.00 N/mm2
K14 = (300/d)^0.11
K14 = 1.08

d adm(t) = d grade x K14

= 3.23768 N/mm2 (Permissible Tensile Stress)
d a(t) F/A = 0.713 N/mm2 (Applied Tensile Stress)
< 3.23768 Section OK

INTERNAL MEMBER DESIGN

Critical Member is 3--8
F= 9.81 kN Tension
Try GS grade Cypress = 50 x 100 50x100
d grade = 3.00 N/mm2
K14 = (300/d)^0.11 A = 5000 mm2
K14 = 1.13
d adm(t) = d grade x K14
= 3.39 N/mm2 (Permissible Tensile Stress)
d a(t) F/A = 1.96 N/mm2 (Applied Tensile Stress)
< 3.39 Section OK

Critical Member is 9.81

BS 5268 F= 9.81 kN Compression
Pt 3 L= 2400 mm 50x100
6.5.5 Le = 2160 mm Effective Length Le = 0.9 x L
Try GS grade Cypress = 50 x 100
BS 5268 Slenderness ratio l = Le/r r = SQRT(I/A) I = bd3/12 = 4E+06
Pt 2 r = 28.87 A = 5000
2.11.4 l = 74.82 Zprov. = bd^2/6 = 83333
< 180 Slender Ratio OK

2.11.5 Since l > 5 l SQD = 5599 Multiply grade stress by K12 x

BS 5268 h = 0.005 l = 0.374 N = 1.5 d grade = 6.00 N/mm2
Pt 2 p SQD = 9.88 d c = 6x1.75= 10.5 K3 = 1.75 For very short term
Annex B ()= 0.78 ( )SQD = 0.61 () = 0.41 K12 = 0.74
K3 = 1.5
d adm(c) = d grade x K3K12 = Emin = 3600 N/mm2
d adm(c) = 6.66574 N/mm2 (Permissible Comp. Stress)
d a(c) F/A = = 1.96 N/mm2 (Applied Comp. Stress)
< 6.66574 Section OK

GSPublisherVersion 0.33.100.100

GSPublisherVersion 0.0.100.100
Project PROPOSED RESIDENTIAL DEVELOPMENT REINFORCED CONCRETE COUNCIL
Client MR.& MRS MOSES NJOROGE Made by Date Page
Location FLIGHT 08-Apr-24 1
STAIR FLIGHTS AND LANDINGS to BS 8110:1997 Checked Revision Job No
Originated from RCC71.xls' v2.1 on CD © 1999-2003 BCA for RCC - 1

MATERIALS
fcu 20 N/mm² gm 1.5 concrete Min bar Ø = 10
fy 460 N/mm² gm 1.05 steel Max bar Ø = 16
h agg 20 mm Density 24 kN/m³
Cover 20 mm (Normal weight concrete) Nominal top steel ? Y

DIMENSIONS Sectional Elevation

a = 200 mm landing A h = 150

b = 3250 mm flight waist = 150
c = 300 mm landing B h = 150
d = 100 mm
e = 100 mm
Going = 250 mm L = 3750
Rise = 2100 mm total 13 treads
Rise = 150 mm each step Rake = 30.96 º

LOADING
Imposed 3.00 kN/m² 26.72 kN/m ult 26.37 kN/m ult
Flight finishes 1.50 kN/m² (13.00 + 5.33) (12.75 + 5.33)
Landing finishes 1.00 kN/m²

DESIGN
LANDING A, gk = 3.60 + 1.00 = 4.60 kN/m² n = 1.4 x 4.60 + 1.6 x 3.0 = 11.24 kN/m²
FLIGHT, gk = 6.00 + 1.50 = 7.50 kN/m² n = 1.4 x 7.50 + 1.6 x 3.0 = 15.30 kN/m²
LANDING C, gk = 3.60 + 1.00 = 4.60 kN/m² n = 1.4 x 4.60 + 1.6 x 3.0 = 11.24 kN/m²

Zero shear is at 0.2 + (26.72 - 1.12) /15.30 = 1.873 m from left

M = 26.72 x 1.873 - 1.12 x 1.723 - 15.30 x 1.673²/2 = 26.70 kNm/m
d = 150 - 20 - 6 = 124 mm K = 0.0868 As = 551 mm²/m
PROVIDE T12 @ 170 B = 665 mm²/m
Enhanced by 20.3 % for deflection T10 @ 400 T in span
L/d = 3,750 /124 = 30.242 < 23.0 x 1.255 x 1.050 = 30.303 allowed OK
Project PROPOSED RESIDENTIAL DEVELOPMENT REINFORCED CONCRETE COUNCIL
Client MR.& MRS MOSES NJOROGE Made by Date Page
Location LANDING 08-Apr-24 1
STAIR FLIGHTS AND LANDINGS to BS 8110:1997 Checked Revision Job No
Originated from RCC71.xls' v2.1 on CD © 1999-2003 BCA for RCC 1

MATERIALS
fcu 20 N/mm² gm 1.5 concrete Min bar Ø = 10
fy 460 N/mm² gm 1.05 steel Max bar Ø = 12
h agg 20 mm Density 24 kN/m³
Cover 20 mm (Normal weight concrete) Nominal top steel ? Y

DIMENSIONS
a = 1000.0 mm depth, h = 150 mm
b = 1000.0 mm width, w = 1000 mm
c= 700 mm
d= 100 mm L = 2900 mm

LOADING
LANDING Imposed 3.00 kN/m² 44.0 kN ult 43.8 kN ult
Finishes 1.50 kN/m² 44.0 kN/m ult 43.8 kN/m ult
Slab 3.60 kN/m² n = 1.4 x 5.10 + 1.6 x 3.0 = 11.94 kN/m²
gk qk
Flight a reaction 13.00 5.33 kN/m n1 = (1.4 x 13.00 + 1.6 x 5.33)/1.00 = 26.72 kN/m²
Flight b reaction 12.75 5.33 kN/m n2 = (1.4 x 12.75 + 1.6 x 5.33)/1.00 = 26.37 kN/m²

DESIGN
Zero shear is at (43.96 - 26.72) /11.94 = 1.444 m from left
M = 43.96 x 1.444 - 26.72 x 0.844 - 11.94 x 1.444²/2 = 28.48 kNm/m
d = 150 - 20 - 6 = 124 mm K = 0.0926 As = 593 mm²/m
PROVIDET12 @ 180 B = 628 mm²/m
Enhanced by 5.4 % for deflection T10 @ 400 T in span
L/d = 2,900 /124 = 23.387 < 20.0 x 1.117 = 23.469 allowed OK

Rectangular Slab Panel Design: 1S02-01: Input Data
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