Project:
Designed By:
ME City
WHT
Date: 17/11/2023
Pilecap Design ( 1BP-600a)
Subject:
1200 mm
1500 mm
1050 mm
570
Pile size =
Pile WL =
600 mm dia
3525 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
420 mm
WL=
570
1)
2938 kN/m
mm
Say using pilecap depth =
850 mm
Ultimate Moment, M =
394 kNm
Ultimate shear force, V =
1869 kN
Shear stress, v =
2.33 N/mm2
d = 763
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01432
725 mm
1243 mm2
1041 mm2
1243 mm2
provide
7 T 16
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
200
mm
from support
1.22 N/mm2
200
0.35 N/mm2
2.68 N/mm2
No shear links required
850 mm
Project:
ME City
Designed By:
Subject:
Pilecap Design (1BP-900)
WHT
Date:
1200 mm
1500 mm
1200 mm
480
Pile size =
Pile WL =
900 mm dia
7950 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
330 mm
WL=
6625 kN/m
Say using pilecap depth =
1000 mm
Ultimate Moment, M =
546 kNm
Ultimate shear force, V =
3300 kN
480
1)
mm
Shear stress, v =
3.01 N/mm2
d = 913
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01213
867 mm
1441 mm2
1424 mm2
1441 mm2
provide
8 T 16
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
150
mm
from support
1.65 N/mm2
150
0.32 N/mm2
3.87 N/mm2
No shear links required
1000 mm
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1050)
1200 mm
1500 mm
1350 mm
435
Pile size =
Pile WL =
1050 mm dia
10800 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1000 mm
285 mm
WL=
9000 kN/m
Say using pilecap depth =
1000 mm
Ultimate Moment, M =
553 kNm
Ultimate shear force, V =
3869 kN
435
1)
mm
Shear stress, v =
3.14 N/mm2
d = 913
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01092
867 mm
1459 mm2
1602 mm2
1602 mm2
provide
9 T 16
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
150
mm
from support
1.49 N/mm2
150
0.32 N/mm2
3.86 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1200a)
1350 mm
1650 mm
1500 mm
465
Pile size =
Pile WL =
1200 mm dia
14125 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1000 mm
315 mm
WL= 10463 kN/m
465
1)
mm
Say using pilecap depth =
1000 mm
Ultimate Moment, M =
784 kNm
Ultimate shear force, V =
4969 kN
Shear stress, v =
3.63 N/mm2
d = 913
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01394
867 mm
2070 mm2
1780 mm2
2070 mm2
provide
12 T 16
@
125
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
150
mm
from support
1.90 N/mm2
150
0.33 N/mm2
4.06 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1200b)
2400 mm
2700 mm
1500 mm
990
Pile size =
Pile WL =
1200 mm dia
14125 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1500 mm
840 mm
WL=
5885 kN/m
Say using pilecap depth =
1500 mm
Ultimate Moment, M =
3154 kNm
Ultimate shear force, V =
7496 kN
990
1)
mm
Shear stress, v =
3.54 N/mm2
d = 1413
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.02341
1342 mm
5377 mm2
2755 mm2
5377 mm2
provide
12 T 25
@
125
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
350
mm
from support
2.07 N/mm2
350
0.35 N/mm2
2.87 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1500a)
2400 mm
2700 mm
1800 mm
900
Pile size =
Pile WL =
1500 mm dia
22075 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
750 mm
WL=
9198 kN/m
Say using pilecap depth =
1650 mm
Ultimate Moment, M =
3924 kNm
900
1)
mm
d = 1563
Ultimate shear force, V = 10444 kN
Shear stress, v =
3.71 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01983
1485 mm
6047 mm2
3657 mm2
6047 mm2
provide
14 T 25
@
125
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
330
mm
from support
2.08 N/mm2
330
0.33 N/mm2
3.10 N/mm2
No shear links required
1650 mm
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1650)
2400 mm
2700 mm
1950 mm
855
Pile size =
Pile WL =
1650 mm dia
26725 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1800 mm
705 mm
WL= 11135 kN/m
855
1)
mm
Say using pilecap depth =
1800 mm
Ultimate Moment, M =
4197 kNm
d = 1713
Ultimate shear force, V = 11884 kN
Shear stress, v =
3.56 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01630
1627 mm
5902 mm2
4342 mm2
5902 mm2
provide
13 T 25
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
350
mm
from support
1.79 N/mm2
350
0.30 N/mm2
2.94 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-1800)
2400 mm
2700 mm
2100 mm
810
Pile size =
Pile WL =
1800 mm dia
31800 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1800 mm
660 mm
WL= 13250 kN/m
810
1)
mm
Say using pilecap depth =
1800 mm
Ultimate Moment, M =
4373 kNm
d = 1713
Ultimate shear force, V = 13228 kN
Shear stress, v =
3.68 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01577
1627 mm
6150 mm2
4676 mm2
6150 mm2
provide
14 T 25
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
330
mm
from support
1.84 N/mm2
330
0.30 N/mm2
3.08 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-2000)
2400 mm
2700 mm
2300 mm
750
Pile size =
Pile WL =
2000 mm dia
39250 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1800 mm
600 mm
WL= 16354 kN/m
750
1)
mm
Say using pilecap depth =
1800 mm
Ultimate Moment, M =
4458 kNm
d = 1713
Ultimate shear force, V = 14831 kN
Shear stress, v =
3.76 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01468
1627 mm
6268 mm2
5122 mm2
6268 mm2
provide
15 T 25
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
300
mm
from support
1.88 N/mm2
300
0.29 N/mm2
3.31 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-2000a)
3000 mm
3300 mm
2300 mm
1050
Pile size =
Pile WL =
2000 mm dia
39250 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
2000 mm
900 mm
WL= 13083 kN/m
1050
1)
mm
Say using pilecap depth =
2000 mm
Ultimate Moment, M =
8039 kNm
d = 1913
Ultimate shear force, V = 17836 kN
Shear stress, v =
4.05 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.02123
1817 mm
10123 mm2
5720 mm2
10123 mm2
provide
15 T 32
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
450
mm
from support
2.03 N/mm2
450
0.32 N/mm2
2.71 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-2200)
2400 mm
2700 mm
2500 mm
690
Pile size =
Pile WL =
2200 mm dia
47500 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
1800 mm
540 mm
WL= 19792 kN/m
690
1)
mm
Say using pilecap depth =
1800 mm
Ultimate Moment, M =
4367 kNm
d = 1713
Ultimate shear force, V = 16143 kN
Shear stress, v =
3.77 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.01323
1627 mm
6141 mm2
5567 mm2
6141 mm2
provide
17 T 25
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
270
mm
from support
1.89 N/mm2
270
0.28 N/mm2
3.55 N/mm2
No shear links required
17/11/2023
Project:
Designed By:
ME City
Subject:
WHT
Date:
Pilecap Design (1BP-2200a)
3000 mm
3300 mm
2500 mm
990
Pile size =
Pile WL =
2200 mm dia
47500 kN
fcu =
fy =
45 N/mm2
460 N/mm2
mm
2000 mm
840 mm
WL= 15833 kN/m
990
1)
mm
Say using pilecap depth =
2000 mm
Ultimate Moment, M =
8467 kNm
d = 1913
Ultimate shear force, V = 20128 kN
Shear stress, v =
4.21 N/mm2
OK
2) Bending Steel :
K=
z=
As =
As min. =
As req. =
0.02057
1817 mm
10662 mm2
6217 mm2
10662 mm2
provide
17 T 32
@
150
3) Shear Check :
Shear stress @
=
av =
vc =
Enhanced vc =
420
mm
from support
2.11 N/mm2
420
0.32 N/mm2
2.87 N/mm2
No shear links required
17/11/2023
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Continuous Beam: 2BP-1050
Checked by
Date
WHT
1
17/11/2023
(Code of Practice : BS8110 - 1997)
C01
Input Tables
fcu (MPa)
45
fy (MPa)
460
fyv (MPa)
460
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
110
Cover to centre bot.steel(mm)
110
Dead Load Factor
1.4
Live Load Factor
1.5
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
1350
2000
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
0.675
1
2
4.076
1
3
0.675
1
Sup
No.
Code
C,F
1
C
4
C
D(mm)
Span
Wleft
(kN/m)
L
1
3660
2
3660
3
3660
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Span
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
0.3
0.375
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Checked by
Date
WHT
17/11/2023
Deflection, Shear, Moment and Steel diagrams. Spans 1-3
Elastic Deflections (Alternate spans loaded)
Def max = .5117mm @ 2.71m
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.200
.200
.400
Long-term Deflections (All spans loaded - using required reinforcement)
Def max = 2.082mm @ 2.71m
-1.00
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.500
.500
1.00
1.50
2.00
SHEAR: X-X
V max = -11374kN @ 4.75m
10E3
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
5000
-5000
-10E3
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
M max = 11575kNm @ 2.71m
.800
.600
.400
2000
.200
MOMENTS: X-X
4000
6000
8000
10E3
Shear Steel: X-X
Asv max = 1.333mm²/mm @ 0.00m
1.20
1.00
.800
.600
4000
6000
8000
10E3
12E3
14E3
5.40
5.20
5.00
4.80
4.60
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
As max = 14937mm2 @ 2.71m
.800
.600
.400
2000
.200
Bending Steel: X-X
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
.400
.200
2
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Continuous Beam: 2BP-1050a
Checked by
Date
WHT
1
17/11/2023
(Code of Practice : BS8110 - 1997)
C01
Input Tables
fcu (MPa)
45
fy (MPa)
460
fyv (MPa)
460
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
110
Cover to centre bot.steel(mm)
110
Dead Load Factor
1.4
Live Load Factor
1.5
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
1350
1700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
0.675
1
2
3.325
1
3
0.675
1
Sup
No.
Code
C,F
1
C
4
C
D(mm)
Span
Wleft
(kN/m)
L
1
4010
2
4010
3
4010
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Span
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
0.3
0.375
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Checked by
Date
WHT
17/11/2023
Deflection, Shear, Moment and Steel diagrams. Spans 1-3
Elastic Deflections (Alternate spans loaded)
Def max = .4025mm @ 2.34m
-.200
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.100
.100
.200
.300
Long-term Deflections (All spans loaded - using required reinforcement)
Def max = 1.593mm @ 2.34m
-1.00
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
-.500
.500
1.00
1.50
10E3
SHEAR: X-X
V max = -10128kN @ 4.00m
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
5000
-5000
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
M max = 8406 kNm @ 2.34m
.600
.400
.200
MOMENTS: X-X
2000
4000
6000
8000
Shear Steel: X-X
Asv max = 1.333mm²/mm @ 0.00m
1.20
1.00
.800
.600
4000
6000
8000
10E3
12E3
4.60
4.40
4.20
4.00
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
As max = 12920mm2 @ 2.34m
.800
.600
.400
2000
.200
Bending Steel: X-X
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
.400
.200
2
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Continuous Beam: 2BP-1650
Checked by
Date
WHT
1
17/11/2023
(Code of Practice : BS8110 - 1997)
C01
Input Tables
fcu (MPa)
45
fy (MPa)
460
fyv (MPa)
460
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
110
Cover to centre bot.steel(mm)
110
Dead Load Factor
1.4
Live Load Factor
1.5
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
2600
3500
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
4.275
1
Sup
No.
Code
C,F
Hf-top
(mm)
Bf-bot
(mm)
Case
D,L
Span
Wleft
(kN/m)
L
1
15755
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Code
F,P
Column Below
D(mm)
Hf-bot
(mm)
H(m)
a
(m)
b
(m)
0.638
3
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Checked by
Date
WHT
17/11/2023
Deflection, Shear, Moment and Steel diagrams. Span 1
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
Def max = .2311mm @ 2.14m
1.40
1.20
1.00
.800
.600
.400
.200
Elastic Deflections (Alternate spans loaded)
.050
.100
.150
.200
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
Def max = 39.14mm @ 2.14m
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
Long-term Deflections (All spans loaded - using entered reinforcement)
10.0
20.0
30.0
SHEAR: X-X
V max = -36111kN @ 4.28m
30E3
20E3
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
10E3
-10E3
-20E3
-30E3
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
M max = 49884kNm @ 2.14m
.600
.400
10E3
.200
MOMENTS: X-X
20E3
30E3
40E3
50E3
Shear Steel: X-X
Asv max = 2.568mm²/mm @ 0.00m
2.50
2.00
1.50
15E3
20E3
25E3
30E3
35E3
4.20
4.00
3.80
3.60
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
As max = 35356mm2 @ 2.14m
.600
.400
5000
10E3
.200
Bending Steel: X-X
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
1.00
.500
2
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Continuous Beam: 5BP-1050
Checked by
Date
WHT
1
17/11/2023
(Code of Practice : BS8110 - 1997)
C01
Input Tables
fcu (MPa)
45
fy (MPa)
460
fyv (MPa)
460
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
110
Cover to centre bot.steel(mm)
110
Dead Load Factor
1.4
Live Load Factor
1.5
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
1350
2100
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
0.675
1
2
3.15
1
3
3.15
1
4
3.15
1
5
3.15
1
6
0.675
1
Sup
No.
Code
C,F
1
C
7
C
D(mm)
Span
Wleft
(kN/m)
L
1
3913
2
3913
3
3913
4
3913
5
3913
6
3913
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Span
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
0.36
0.315
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Checked by
Date
WHT
17/11/2023
Deflection, Shear, Moment and Steel diagrams. Spans 1-6
Elastic Deflections (Alternate spans loaded)
Def max = .1248mm @ 2.17m
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-.050
.050
.100
Long-term Deflections (All spans loaded - using required reinforcement)
Def max = .3133mm @ 11.9m
-.200
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-.100
.100
.200
.300
SHEAR: X-X
V max = -11280kN @ 3.83m
10E3
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
5000
-5000
-10E3
MOMENTS: X-X
M max = -6252kNm @ 3.83m
-6000
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-4000
-2000
2000
4000
Shear Steel: X-X
Asv max = 1.333mm²/mm @ 0.00m
1.20
1.00
.800
.600
Bending Steel: X-X
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
.400
.200
As max = -7549mm2 @ 3.83m
-6000
2000
4000
6000
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-4000
-2000
2
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Continuous Beam: 5BP-1200
Checked by
Date
WHT
1
17/11/2023
(Code of Practice : BS8110 - 1997)
C01
Input Tables
fcu (MPa)
45
fy (MPa)
460
fyv (MPa)
460
% Redistribution
0
Downward/Optimized redistr.
D
Cover to centre top steel(mm)
110
Cover to centre bot.steel(mm)
110
Dead Load Factor
1.4
Live Load Factor
1.5
Density of concrete (kN/m3)
24
% Live load permanent
25
Ø (Creep coefficient)
2
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
1
1650
2100
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
1
0.75
1
2
3.15
1
3
3.15
1
4
3.15
1
5
3.15
1
6
0.75
1
Sup
No.
Code
C,F
1
C
7
C
D(mm)
Span
Wleft
(kN/m)
L
1
4234
2
4234
3
4234
4
4234
5
4234
6
4234
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Span
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
0.435
0.315
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
038_MECITY
ME City
Kimlun
SA
Checked by
Date
WHT
17/11/2023
Deflection, Shear, Moment and Steel diagrams. Spans 1-6
Elastic Deflections (Alternate spans loaded)
Def max = .1106mm @ 2.25m
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-.050
.050
.100
Long-term Deflections (All spans loaded - using required reinforcement)
Def max = .2635mm @ 12.0m
-.200
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-.100
.100
.200
SHEAR: X-X
V max = -12227kN @ 3.90m
10E3
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
5000
-5000
-10E3
MOMENTS: X-X
M max = -6776kNm @ 10.2m
-6000
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-4000
-2000
2000
4000
6000
Shear Steel: X-X
Asv max = 1.630mm²/mm @ 0.00m
1.60
1.40
1.20
1.00
.800
.600
-8000
Bending Steel: X-X
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
.400
.200
As max = -8182mm2 @ 10.2m
-6000
2000
4000
6000
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-4000
-2000
2
TAJUK PROJEK :
CADANGAN MEMBINA 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT
(1155 UNIT) DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT RUANG
PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK KERETA;
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
DARIPADA KESELURUHAN PEMBANGUNAN
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PARCEL 2 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 3 - 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT (1155 UNIT)
DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT
RUANG PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK
KERETA
PARCEL 4 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 5 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 6 - 2 BLOK BANGUNAN ASRAMA PENGINAPAN / PANGSAPURI
SERVIS 11 TINGKAT BESERTA 2 ARAS BASEMEN TEMPAT LETAK
KERETA DAN KEMUDAHAN REKREASI DI ARAS BUMBUNG
(KELULUSAN KEBENARAN MERANCANG DENGAN NO. RUJUKAN
(9)dlm.MBPJ/040100/T/P23/SS8/6184/2011 Jld.2 BERTARIKH 7 DISEMBER 2015);
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
TAJUK LUKISAN :
PILECAP LAYOUT PLAN
AKUAN :
COP :
I hereby certify that these works have
been designed by me in accordance
with sound engineering practice and
that I take full responsibility for the
design and proper performance of
the same.
...........................................................
TANDATANGAN
Skala
Tarikh
AS SHOWN
NOV 2023
Di Lukis
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WHT
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T/PL/PC/01
T0
TAJUK PROJEK :
CADANGAN MEMBINA 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT
(1155 UNIT) DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT RUANG
PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK KERETA;
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
DARIPADA KESELURUHAN PEMBANGUNAN
PARCEL 1 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 2 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 3 - 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT (1155 UNIT)
DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT
RUANG PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK
KERETA
PARCEL 4 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 5 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 6 - 2 BLOK BANGUNAN ASRAMA PENGINAPAN / PANGSAPURI
SERVIS 11 TINGKAT BESERTA 2 ARAS BASEMEN TEMPAT LETAK
KERETA DAN KEMUDAHAN REKREASI DI ARAS BUMBUNG
(KELULUSAN KEBENARAN MERANCANG DENGAN NO. RUJUKAN
(9)dlm.MBPJ/040100/T/P23/SS8/6184/2011 Jld.2 BERTARIKH 7 DISEMBER 2015);
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
TAJUK LUKISAN :
PILECAP LAYOUT PLAN
AKUAN :
COP :
I hereby certify that these works have
been designed by me in accordance
with sound engineering practice and
that I take full responsibility for the
design and proper performance of
the same.
...........................................................
TANDATANGAN
Skala
Tarikh
AS SHOWN
NOV 2023
Di Lukis
Di Reka
WHT
Di Semak
HZM
No Lukisan
WHT
Pindaan
T/PL/PC/02
T0
TAJUK PROJEK :
CADANGAN MEMBINA 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT
(1155 UNIT) DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT RUANG
PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK KERETA;
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
DARIPADA KESELURUHAN PEMBANGUNAN
PARCEL 1 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 2 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 3 - 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT (1155 UNIT)
DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT
RUANG PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK
KERETA
PARCEL 4 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 5 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 6 - 2 BLOK BANGUNAN ASRAMA PENGINAPAN / PANGSAPURI
SERVIS 11 TINGKAT BESERTA 2 ARAS BASEMEN TEMPAT LETAK
KERETA DAN KEMUDAHAN REKREASI DI ARAS BUMBUNG
(KELULUSAN KEBENARAN MERANCANG DENGAN NO. RUJUKAN
(9)dlm.MBPJ/040100/T/P23/SS8/6184/2011 Jld.2 BERTARIKH 7 DISEMBER 2015);
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
TAJUK LUKISAN :
PILECAP LAYOUT PLAN
AKUAN :
COP :
I hereby certify that these works have
been designed by me in accordance
with sound engineering practice and
that I take full responsibility for the
design and proper performance of
the same.
...........................................................
TANDATANGAN
Skala
Tarikh
AS SHOWN
NOV 2023
Di Lukis
Di Reka
WHT
Di Semak
HZM
No Lukisan
WHT
Pindaan
T/PL/PC/03
T0
TAJUK PROJEK :
CADANGAN MEMBINA 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT
(1155 UNIT) DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT RUANG
PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK KERETA;
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
DARIPADA KESELURUHAN PEMBANGUNAN
PARCEL 1 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 2 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 3 - 2 BLOK PANGSAPURI PERKHIDMATAN 37 TINGKAT (1155 UNIT)
DI ATAS 11 TINGKAT PODIUM TEMPAT LETAK KERETA YANG
TURUT MENGANDUNGI 1 TINGKAT KEMUDAHAN, 2 TINGKAT
RUANG PERNIAGAAN DAN 1 TINGKAT BESMEN TEMPAT LETAK
KERETA
PARCEL 4 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 5 - PERNIAGAAN (PEMBANGUNAN AKAN DATANG)
PARCEL 6 - 2 BLOK BANGUNAN ASRAMA PENGINAPAN / PANGSAPURI
SERVIS 11 TINGKAT BESERTA 2 ARAS BASEMEN TEMPAT LETAK
KERETA DAN KEMUDAHAN REKREASI DI ARAS BUMBUNG
(KELULUSAN KEBENARAN MERANCANG DENGAN NO. RUJUKAN
(9)dlm.MBPJ/040100/T/P23/SS8/6184/2011 Jld.2 BERTARIKH 7 DISEMBER 2015);
DI ATAS LOT 72699, OFF JALAN SS 8/6 KELANA JAYA, PETALING JAYA,
DAERAH PETALING, SELANGOR DARUL EHSAN
UNTUK TETUAN PERBADANAN KEMAJUAN NEGERI SELANGOR (PKNS)
DENGAN KERJASAMA TETUAN MELATI EHSAN (M) SDN. BHD.
TAJUK LUKISAN :
PILECAP LAYOUT PLAN
AKUAN :
COP :
I hereby certify that these works have
been designed by me in accordance
with sound engineering practice and
that I take full responsibility for the
design and proper performance of
the same.
...........................................................
TANDATANGAN
Skala
Tarikh
AS SHOWN
NOV 2023
Di Lukis
Di Reka
WHT
Di Semak
HZM
No Lukisan
WHT
Pindaan
T/PL/PC/04
T0