CADANGAN TAMBAHAN DAN PERUBAHAN KEPADA RUMAH

TERES 3 TINGKAT SEDIADA DI ATAS LOT 66456, NO. 78, JALAN

RIMBUNAN, MUKIM BATU, WILAYAH PERSEKUTUAN, KUALA
LUMPUR UNTUK TETUAN KUA YEE JIUN DAN LEE TENG SOON

DESIGN CALCULATION FOR STRUCTURAL WORKS

Pemilik: Jurutera Perunding:

Kua Yee Jiun Perunding Kew

Lee Teng Soon

No.22, Jalan Rimbunan No. 5, Jalan Zapin 3G,

Matahari 2, Kepong, Bandar Bukit Raja,
52100 Kuala Lumpur 41050 Klang

Tel : 016-2746217

JULAI 2022
Table of Content

1.0 Introduction

2.0 Design Standard and Design Information

2.1 Design Standards and Codes of Practice
2.2 Material Standards and Specifications
2.3 Material Properties
2.4 Material Density
2.5 Wind Loads

3.0 Subsoil Condition and Geotechnical Design Parameters

3.1 Available Site Investigation Results
3.2 Site Geology/Observation

4.0 Design Criteria

5.0 Assessment of Foundation System

5.1 Foundation Loading
5.2 Foundation System
5.3 Type of Foundation Systems

6.0 Concept Framing of Building Structure

7.0 Design Loadings

7.1 Design Superimposed Dead Loads
7.2 Design Live Loads

APPENDIX A – RC Structure Design

(a) Introduction

The design brief report addresses the following issues of civil and structural
design: -

a) Design standard, code of practice and criteria.

b) Geotechnical, structural and civil design parameters.

c) Review of concept design for superstructure and foundation work.

(b) Design Standard and Design Information

The civil and structural components of the proposed development will be designed
to the Malaysian uniform building By-laws and relevant British Standards. The
relevant regulations and requirements of the jurisdictional authorities will also be
checked and complied with in the design.

Basic design information and design standards are listed in the following sections.

i. Design Standards and Codes of Practice

a. Uniform Building By-Laws, Malaysia

b. British Standards:

BS 6399 : Part 1 : 1984 Code of practice for dead and imposed loads
BS 6399 : Part 3 : 1988 Code of practice for dead and imposed roof loads
CP 3 : Chapter V : Code of basic data for design of building wind
BS 6031 : 1981 Code of practice for earthwork
BS 8004 : 1986 Code of practice for foundations
BS 8110 : Part 1 : 1985 Structural use of concrete
Code of practice for design and construction
BS 8110 : Part 2 : 1985 Code of practice for special circumstances
BS 8110 : Part 3 : 1985 Design charts for singly reinforced beams,
doubly reinforced beams and rectangular
columns
BS 8007 : 1987 Code of practice for design of concrete
structures for retaining aqueous liquids
BS 5950 : Part 1 : 1990 Structural use of steelwork in building code
of practice for design in simple and
continuous construction : hot-rolled sections
BS 5950 : Part 2 : 1985 Specification for materials, fabrication
and erection : hot rolled sections
BS 5950 : Part 5 : 1987 Code of practice for design of cold formed
sections
2.2 Material Standards and Specifications

BS 5328 : Part 2 : 1990 Methods for specifying concrete mixes

BS 4449 : 1988 Specification for carbon steel bars for the
reinforcement of concrete
BS 4360 : 1986 Specification for weldable structural steels
BS 5493 : 1977 Code of practice for protection coating
of iron and steel structures against corrosion
BS 4 : Part 1 : 1980 Specification for hot-rolled sections

2.3 Material Properties

Concrete

Grade 30 stump, columns

Grade 30 All floor beams, Slab

Steel Reinforcement

High Yield deformed bar type 2 : 460 N/mm²

Mild Steel plain bar : 250 N/mm²
Steel Fabric : 485 N/mm²

Note: Use high yield for the following bar diameters :

10 mm, 12 mm, 16mm, 20 mm, 25mm, 32 mm.

Use mild steel for the following bar diameters where required :
6mm, 10 mm, 12 mm.

Use BRC for typical slabs.

Structural Steel

Grade S275

High Strength Friction Grip Bolts

General Grade
2.4 Material Density

Bulk density of backfill material 20 kN/m³

Water Density 10 kN/m³
Density of concrete 24 kN/m³

2.5 Wind Loads

Wind load calculations are to be based on CP3 : Chapter V : Part 2 with the
following basic parameters:
Basic wind speed, V = 30 m/s
Topographic factor, S1 = 1.0
Ground Roughness = 2
Building Class = B
Statistical factor, S3 = 1.0

3.0 Subsoil Condition and Geotechnical Design Parameters

3.1 Available Site Investigation Results

Refer to soil investigation report.

3.2 Site Geology/Observation

Refer to soil investigation report.

4.0 Design Criteria

The following criteria will be adopted in the structural design of the building:-
a) Gravity load and wind induced axial load are designed to transmit through
columns to pile foundation.
b) Wind induced moment will be resisted by structural frame.
c) Sufficient lateral stiffness will be provided by frame action.
d) Limit state design in accordance with BS 8110 will be adopted. Relevant
ultimate and serviceability limit states will be checked and complied within
the structural design.

5.0 Assessment of Foundation System

5.1 Foundation Loading

The load taking is based on BS 6399 Part 1 for dead-and-imposed load and CP 3
Chapter 5 Part 2 for the design of wind load.

5.2 Foundation System

Since the building is only 2 storey building and rested on the soil with good
parameter, RC Piling & footing are adopted for this project.

5.3 Type of Foundation Systems

Based on the column load estimated, RC Piling is adopted.
6.0 Concept Framing of Building Structure

The structure proposed for this scheme is cast-in-situ column, beam, slab method
and steel structures.

7.0 Design Loadings

It is proposed to adopt the following loading provisions in the structural design.

7.1 Design Superimposed Dead Loads

a) Office

(i) Floor Finish (20mm screed and 10mm tile or equivalent) 1.2 kpa
Wall (115 thk brickwall with 20 mm plaster on both sides) 2.9 kpa
(elevation)

(ii) Toilet Area

Floor Finish (20mm screed and 10mm tile or equivalent) 1.2 kpa
Wall (115 thk brickwall with 20 mm plaster on both sides) 2.9 kpa
(elevation)

b) M & E Room

(i) Plinths (allow 50 mm thk overall) 1.2 kpa

7.2 Design Live Load

(a) Terrace House 1.5 kpa

(b) Steel Roof 0.5kpa

 Appendix A

RC STRUCTURE DESIGN
(1) BEAM DESIGN
 calvinkew (*1BH-FAWX-CG5D-QHAW)
BEAM DESIGN RESULTS Orion Building Design System 18.0 (04.2012) / Page: BD-1

Axis: 1b Storey: 2 Material: C30 / Grade 460 (Type 2) (Links: Grade 250 (Plain))
2B80 L=5355mm 2B109 L=1350mm 2B110 L=1350mm
BwxH (mm) 150 x 600 150 x 600 150 x 600
Flange BfxHf --- --- ---

11.91 11.91
G=9.954.25 4.25 9.29
Q=3.56 3.32 4.57
1.63

Loads 0.08 1.26 3.01 3.63 4.19 5.28

UDL G=8.59 Q=0.08 kN/m UDL G=2.16 Q=0 kN/m UDL G=2.16 Q=0 kN/m
80.127

Shear 2.041 2.041

Force -2.041 -2.041
(Env.)
-77.732

13.647 11.48
Moment
(Env.) -0.689 -0.689

-108.695
Bending (Top Edge) ...
M (kN.m) 13.6 11.5 0.0 0.0
d (mm) 563.0 563.0 563.0 563.0
K/K' 0.06 0.05 0.00 0.00
x (mm) 62.56 62.56 62.56 62.56
As (mm2) 63.79 53.66 0.00 0.00
As' (mm2) 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Bending (Bottom Edge) ...
M (kN.m) 47.9 108.7 53.2 0.4 0.7 0.4 0.4 0.7 0.4
d (mm) 559.0 559.0 544.0 544.0 563.0 544.0 544.0 563.0 544.0
K/K' 0.22 0.50 0.26 0.00 0.00 0.00 0.00 0.00 0.00
x (mm) 62.11 117.88 60.44 60.44 62.56 60.44 60.44 62.56 60.44
As (mm2) 225.29 537.08 257.47 2.03 3.22 2.03 2.03 3.22 2.03
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Shear and Torsion Design ...
Vd (kN) 0.0 0.0 0.0 0.0 0.0 0.0
v (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00
vc (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
v-max (N/mm2) 4.38 4.38 4.38 4.38 4.38 4.38
Vnom (kN) 0.0 0.0 0.0
Td (kN.m) 0.1 0.0 0.0
vt (N/mm2) 0.00 0.00 0.00
vt-min(N/mm2) 0.00 0.00 0.00
b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0
Links R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200
Deflection Check ...
L/d 9.58 < 31.14 OK 2.4 < 43.28 OK 2.4 < 43.28 OK
Provided Steel Areas (mm2)
Top Edge 226.19 226.19 226.19 226.19 226.19 226.19 226.19 226.19 226.19
Bottom Edge 628.32 628.32 628.32 226.19 226.19 226.19 226.19 226.19 226.19
Steel Bars ...
Top Bar 2T12 2T12 2T12
Top SupBar 2T12 2T12 2T12 2T12 2T12

Top SupBar

Bottom Bar 2T20 2T12 2T12

Bottom Bar
Bot SupBar

Side Bars

Project: Type22x70_R1
 calvinkew (*1BH-FAWX-CG5D-QHAW)
BEAM DESIGN RESULTS Orion Building Design System 18.0 (04.2012) / Page: BD-2

Axis: 1b Storey: 2 ... Material: C30 / Grade 460 (Type 2) (Links: Grade 250 (Plain))
2B82 L=5355mm 2B85 L=5355mm 2B111 L=1350mm
BwxH (mm) 150 x 600 150 x 600 150 x 600
Flange BfxHf --- --- ---

11.91 11.91 11.91 11.91

9.29 4.25 4.25 9.95 9.95 4.25 4.25 9.29
3.56 3.56
G=4.57 3.32 3.32 4.57
Q=1.63 1.63

Loads 0.08 1.16 1.73 2.35 3.63 4.1 5.28

0.08 1.26 3.01 3.63 4.19 5.28
UDL G=8.59 Q=0.08 kN/m UDL G=8.59 Q=0.08 kN/m UDL G=2.16 Q=0 kN/m
95.52
67.391

Shear 2.041
Force -2.041
(Env.)
-65.87
-96.692
108.722 109.893

9.617 8.128
Moment
(Env.) -0.689

-75.295 -77.259

Bending (Top Edge) ...

M (kN.m) 9.6 13.3 108.7 109.9 13.0 8.1 0.0
d (mm) 563.0 563.0 544.0 544.0 563.0 563.0 563.0
K/K' 0.04 0.06 0.52 0.53 0.06 0.04 0.00
x (mm) 62.56 62.56 121.97 123.45 62.56 62.56 62.56
As (mm2) 44.95 62.40 555.71 562.46 60.92 37.99 0.00
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Bending (Bottom Edge) ...
M (kN.m) 42.7 75.3 77.3 45.4 0.4 0.7 0.4
d (mm) 544.0 561.0 561.0 544.0 544.0 563.0 544.0
K/K' 0.21 0.34 0.35 0.22 0.00 0.00 0.00
x (mm) 60.44 78.60 80.80 60.44 60.44 62.56 60.44
As (mm2) 206.53 358.12 368.15 219.41 2.03 3.22 2.03
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Shear and Torsion Design ...
Vd (kN) 0.0 0.0 0.0 0.0 0.0 0.0
v (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00
vc (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
v-max (N/mm2) 4.38 4.38 4.38 4.38 4.38 4.38
Vnom (kN) 0.0 0.0 0.0
Td (kN.m) 0.1 0.1 0.0
vt (N/mm2) 0.00 0.00 0.00
vt-min(N/mm2) 0.00 0.00 0.00
b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0
Links R6-200 R6-200 R6-125 R6-125 R6-200 R6-200 R6-200 R6-200 R6-200
Deflection Check ...
L/d 9.55 < 34.64 OK 9.55 < 33.62 OK 2.4 < 43.28 OK
Provided Steel Areas (mm2)
Top Edge 226.19 226.19 628.32 628.32 226.19 226.19 226.19 226.19 226.19
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12 226.19 226.19 226.19
Steel Bars ...
Top Bar 2T12 2T12 2T12
Top SupBar 2T12 2T16 2T16 2T12 2T12 2T12

Top SupBar 2T12 2T12

Bottom Bar 2T16 2T16 2T12

Bottom Bar
Bot SupBar

Side Bars

Project: Type22x70_R1
 calvinkew (*1BH-FAWX-CG5D-QHAW)
BEAM DESIGN RESULTS Orion Building Design System 18.0 (04.2012) / Page: BD-3

Axis: 1b Storey: 2 ... Material: C30 / Grade 460 (Type 2) (Links: Grade 250 (Plain))
2B112 L=1350mm 2B89 L=5355mm 2B90 L=5355mm
BwxH (mm) 150 x 600 150 x 600 150 x 600
Flange BfxHf --- --- ---

11.91 11.91 11.91 11.91

9.29 4.25 4.25 9.95 9.95 4.25 4.25 9.29
3.56 3.56
4.57 3.32 3.32 4.57
1.63 1.63

Loads 0.08 1.16 1.73 2.35 3.63 4.1 5.28

0.08 1.26 3.01 3.63 4.19 5.28
UDL G=2.16 Q=0 kN/m UDL G=8.59 Q=0.08 kN/m UDL G=8.59 Q=0.08 kN/m
96.08
65.141

Shear 2.041
Force -2.041
(Env.)
-67.653
-96.05
108.674 109.70

9.823 7.934
Moment
(Env.) -0.689

-76.602 -75.66

Bending (Top Edge) ...

M (kN.m) 0.0 9.8 12.6 108.7 109.7 13.5 7.9
d (mm) 563.0 563.0 563.0 544.0 544.0 563.0 563.0
K/K' 0.00 0.04 0.06 0.52 0.53 0.06 0.04
x (mm) 62.56 62.56 62.56 121.91 123.20 62.56 62.56
As (mm2) 0.00 45.91 59.10 555.43 561.34 63.17 37.08
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Bending (Bottom Edge) ...
M (kN.m) 0.4 0.7 0.4 44.0 76.6 75.7 43.6
d (mm) 544.0 563.0 544.0 544.0 561.0 561.0 544.0
K/K' 0.00 0.00 0.00 0.21 0.35 0.34 0.21
x (mm) 60.44 62.56 60.44 60.44 80.06 79.01 60.44
As (mm2) 2.03 3.22 2.03 212.97 364.79 359.98 211.04
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Shear and Torsion Design ...
Vd (kN) 0.0 0.0 0.0 0.0 0.0 0.0
v (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00
vc (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
v-max (N/mm2) 4.38 4.38 4.38 4.38 4.38 4.38
Vnom (kN) 0.0 0.0 0.0
Td (kN.m) 0.0 0.1 0.1
vt (N/mm2) 0.00 0.00 0.00
vt-min(N/mm2) 0.00 0.00 0.00
b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0
Links R6-200 R6-200 R6-200 R6-200 R6-200 R6-125 R6-125 R6-200 R6-200
Deflection Check ...
L/d 2.4 < 43.28 OK 9.55 < 33.95 OK 9.55 < 34.45 OK
Provided Steel Areas (mm2)
Top Edge 226.19 226.19 226.19 226.19 226.19 628.32 628.32 226.19 226.19
Bottom Edge 226.19 226.19 226.19 402.12 402.12 402.12 402.12 402.12 402.12
Steel Bars ...
Top Bar 2T12 2T12 2T12
Top SupBar 2T12 2T12 2T12 2T16 2T16 2T12

Top SupBar 2T12 2T12

Bottom Bar 2T12 2T16 2T16

Bottom Bar
Bot SupBar

Side Bars

Project: Type22x70_R1
 calvinkew (*1BH-FAWX-CG5D-QHAW)
BEAM DESIGN RESULTS Orion Building Design System 18.0 (04.2012) / Page: BD-4

Axis: 1b Storey: 2 ... Material: C30 / Grade 460 (Type 2) (Links: Grade 250 (Plain))
2B113 L=1350mm 2B114 L=1350mm 2B91 L=5355mm
BwxH (mm) 150 x 600 150 x 600 150 x 600
Flange BfxHf --- --- ---

11.91 11.91
9.29 4.25 4.25 9.95
3.56
4.57 3.32
1.63

Loads 0.08 1.16 1.73 2.35 3.63 4.1 5.28

UDL G=2.16 Q=0 kN/m UDL G=2.16 Q=0 kN/m UDL G=8.59 Q=0.08 kN/m
77.174

Shear 2.041 2.041

Force -2.041 -2.041
(Env.)
-80.798

13.148 11.96
Moment
(Env.) -0.689 -0.689

-108.735
Bending (Top Edge) ...
M (kN.m) 0.0 0.0 13.1 12.0
d (mm) 563.0 563.0 563.0 563.0
K/K' 0.00 0.00 0.06 0.05
x (mm) 62.56 62.56 62.56 62.56
As (mm2) 0.00 0.00 61.45 55.90
As' (mm2) 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Bending (Bottom Edge) ...
M (kN.m) 0.4 0.7 0.4 0.4 0.7 0.4 52.2 108.7 49.0
d (mm) 544.0 563.0 544.0 544.0 563.0 544.0 544.0 559.0 559.0
K/K' 0.00 0.00 0.00 0.00 0.00 0.00 0.25 0.50 0.22
x (mm) 60.44 62.56 60.44 60.44 62.56 60.44 60.44 117.93 62.11
As (mm2) 2.03 3.22 2.03 2.03 3.22 2.03 252.69 537.30 230.60
As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
As-min 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84 132.84
Shear and Torsion Design ...
Vd (kN) 0.0 0.0 0.0 0.0 0.0 0.0
v (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00
vc (N/mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
v-max (N/mm2) 4.38 4.38 4.38 4.38 4.38 4.38
Vnom (kN) 0.0 0.0 0.0
Td (kN.m) 0.0 0.0 0.2
vt (N/mm2) 0.00 0.00 0.00
vt-min(N/mm2) 0.00 0.00 0.00
b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0
Links R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200 R6-200
Deflection Check ...
L/d 2.4 < 43.28 OK 2.4 < 43.28 OK 9.58 < 31.12 OK
Provided Steel Areas (mm2)
Top Edge 226.19 226.19 226.19 226.19 226.19 226.19 226.19 226.19 226.19
Bottom Edge 226.19 226.19 226.19 226.19 226.19 226.19 628.32 628.32 628.32
Steel Bars ...
Top Bar 2T12 2T12 2T12
Top SupBar 2T12 2T12 2T12 2T12 2T12

Top SupBar

Bottom Bar 2T12 2T12 2T20

Bottom Bar
Bot SupBar

Side Bars

Project: Type22x70_R1
 Appendix A

RC STRUCTURE DESIGN
(2) SLAB DESIGN
TITLE :

SLAB : S1

Slab Diagram

Lx
rebar at bot only bwk
at shorter direction)
bwk = kN/m

Ly Three Edges Discontinuous (One Long Con.)

LOADING DIMENSION PROPERTY ANALYSIS

SW = 3 Ly = 10 fcu = 25 CTGR = 7
FH = 1.2 Lx = 2.2 fy = 485 ß = ####
SDL = 0 Ly/Lx = 4.55 h = 125 ß = ####
IL = 1.5 b = 1000 c = 20 ß = 0.044
!!!! Ø = 7 ß = 0.000
n = 8.28 K = 26

MOMENT Short Span - Mid Span DEFLECTION

M = -0.79 M/bd^2 = -0.1
d = 102 futt = 5.69
z = 0.95 L/d all = 148
As = -19.4 OK L/d act = 21.7 OK
Provide = 192 a7 As min = 160 OK

MOMENT Short Span - Support

M = -2.19 M/bd^2 = -0.2
d = 102
z = 0.95
As = -53.8 OK
Provide = 192 a7

MOMENT Long Span - Mid Span

M = 1.76 M/bd^2 = 0.2
d = 94.5
z = 0.95
As = 46.5 OK
Provide = 192 a7

MOMENT Long Span - Support

M = 0 M/bd^2 = 0
d = 94.5
z = 0.95
As = 0 OK
Provide = 192 a7
TITLE :

SLAB : S2

Slab Diagram

Lx
rebar at bot only bwk
at shorter direction)
bwk = kN/m

Ly Three Edges Discontinuous (One Long Con.)

LOADING DIMENSION PROPERTY ANALYSIS

SW = 3.6 Ly = 5.8 fcu = 25 CTGR = 7
FH = 1.2 Lx = 4.4 fy = 485 ß = 0.057
SDL = 0 Ly/Lx = 1.32 h = 150 ß = 0.077
IL = 1.5 b = 1000 c = 20 ß = 0.044
OK Ø = 6 ß = 0.000
n = 9.12 K = 26

MOMENT Short Span - Mid Span DEFLECTION

M = 10.1 M/bd^2 = 0.63
d = 127 futt = 1.99
z = 0.95 L/d all = 51.9
As = 198 OK L/d act = 34.6 OK
Provide = 283 b6 As min = 192 OK

MOMENT Short Span - Support

M = 13.5 M/bd^2 = 0.84
d = 127
z = 0.95
As = 266 OK
Provide = 283 b6

MOMENT Long Span - Mid Span

M = 7.77 M/bd^2 = 0.53
d = 121
z = 0.95
As = 160 OK
Provide = 192 a7

MOMENT Long Span - Support

M = 0 M/bd^2 = 0
d = 121
z = 0.95
As = 0 OK
Provide = 192 a7
TITLE :

SLAB : S3

Slab Diagram

Lx
rebar at bot only bwk
at shorter direction)
bwk = kN/m

Ly Two Short Edges Discontinuous

LOADING DIMENSION PROPERTY ANALYSIS

SW = 2.64 Ly = 6.6 fcu = 25 CTGR = 5
FH = 1.2 Lx = 3.3 fy = 485 ß = 0.053
SDL = 0 Ly/Lx = 2 h = 110 ß = 0.070
IL = 1.5 b = 1000 c = 20 ß = 0.034
OK Ø = 6 ß = 0.000
n = 7.78 K = 26

MOMENT Short Span - Mid Span DEFLECTION

M = 4.45 M/bd^2 = 0.59
d = 87 futt = 1.69
z = 0.95 L/d all = 43.9
As = 127 OK L/d act = 37.9 OK
Provide = 141 a6 As min = 141 OK

MOMENT Short Span - Support

M = 5.93 M/bd^2 = 0.78
d = 87
z = 0.95
As = 170 Fail
Provide = 141 a6

MOMENT Long Span - Mid Span

M = 2.88 M/bd^2 = 0.44
d = 81
z = 0.95
As = 88.7 OK
Provide = 141 a6

MOMENT Long Span - Support

M = 0 M/bd^2 = 0
d = 81
z = 0.95
As = 0 OK
Provide = 141 a6
TITLE :

SLAB : S4

Slab Diagram

Lx
rebar at bot only bwk
at shorter direction)
bwk = kN/m

Ly One Short Edge Discontinuous

LOADING DIMENSION PROPERTY ANALYSIS

SW = 2.64 Ly = 5.5 fcu = 25 CTGR = 2
FH = 1.2 Lx = 3.3 fy = 485 ß = 0.046
SDL = 0 Ly/Lx = 1.67 h = 110 ß = 0.062
IL = 1.5 b = 1000 c = 20 ß = 0.028
OK Ø = 6 ß = 0.037
n = 7.78 K = 26

MOMENT Short Span - Mid Span DEFLECTION

M = 3.92 M/bd^2 = 0.52
d = 87 futt = 1.93
z = 0.95 L/d all = 50.3
As = 112 OK L/d act = 37.9 OK
Provide = 141 a6 As min = 141 OK

MOMENT Short Span - Support

M = 5.25 M/bd^2 = 0.69
d = 87
z = 0.95
As = 150 OK
Provide = 192 a7

MOMENT Long Span - Mid Span

M = 2.37 M/bd^2 = 0.36
d = 81
z = 0.95
As = 73 OK
Provide = 141 a6

MOMENT Long Span - Support

M = 3.13 M/bd^2 = 0.48
d = 81
z = 0.95
As = 96.5 OK
Provide = 141 a6
TITLE :

SLAB : S5

Slab Diagram

Lx
rebar at bot only bwk
at shorter direction)
bwk = kN/m

Ly Two Adjacent Edges Discontinuous

LOADING DIMENSION PROPERTY ANALYSIS

SW = 2.64 Ly = 5.5 fcu = 25 CTGR = 4
FH = 1.2 Lx = 2.6 fy = 485 ß = 0.071
SDL = 0 Ly/Lx = 2.12 h = 110 ß = 0.093
IL = 1.5 b = 1000 c = 20 ß = 0.034
!!!! Ø = 6 ß = 0.045
n = 7.78 K = 26

MOMENT Short Span - Mid Span DEFLECTION

M = 3.73 M/bd^2 = 0.49
d = 87 futt = 2.03
z = 0.95 L/d all = 52.8
As = 107 OK L/d act = 29.9 OK
Provide = 141 a6 As min = 141 OK

MOMENT Short Span - Support

M = 4.91 M/bd^2 = 0.65
d = 87
z = 0.95
As = 141 OK
Provide = 141 a6

MOMENT Long Span - Mid Span

M = 1.79 M/bd^2 = 0.27
d = 81
z = 0.95
As = 55 OK
Provide = 141 a6

MOMENT Long Span - Support

M = 2.37 M/bd^2 = 0.36
d = 81
z = 0.95
As = 72.9 OK
Provide = 141 a6
 Appendix A

RC STRUCTURE DESIGN
(3) COLUMN DESIGN
 calvinkew (*1BH-FAWX-CG5D-QHAW)
COLUMN REINFORCEMENT DESIGN Orion Building Design System 18.0 (04.2012) / Page: CD-1

1C8 Storey: 1 (Con.:C30 / Steel:Grade 460 (Type 2))

Loadings (Combination):
No N (Bot) M1 (Bot) M2 (Bot) N (Top) M1 (Top) M2 (Top)
1 1042.1 0.0 0.0 1039.1 0.0 0.0
2 734.5 0.0 0.0 732.3 0.0 0.0
3 825.2 0.0 0.0 822.2 0.0 0.0
4 939.5 0.0 0.0 936.5 0.0 0.0
5 829.7 0.0 0.0 826.7 0.0 0.0
6 937.1 0.0 0.0 934.0 0.0 0.0
7 882.9 6.2 -0.1 880.3 0.0 0.0
8 879.9 -6.2 0.1 877.3 0.0 0.0
9 888.6 0.0 5.6 886.0 0.0 0.0
10 874.1 0.0 -5.6 871.6 0.0 0.0
Critical Combination:1 - (G+Q *F)
Min Design
N (kN) 1042.1 - 1042.1
M1 (kN.m) 0.0 7.8 10.1 600
M2 (kN.m) 0.0 20.8 0.0
N-max (kN) 0.0
Concrete Cover = 25.0 mm
BS8110-Cl.3.8.4.5 Short Column...
N/bhFcu = 0.386 Le1/b1 = 2.4 < 15.0 150
Beta = 0.55 Le2/b2 = 0.6 < 15.0
M-add(1/2)= 0.0 / 0.0 kN.m
Vd(1/2)= 6.2 / 0.0 kN As (Required): %0.40 (min) 360.00 mm2 8T10
vc'(1/2)= 1.35 / 3.04 N/mm2 As (Provided): %0.70 628.32 mm2
v (1/2)= 0.15 / 0.00 N/mm2
Links = R50-100

2C8 Storey: 2 (Con.:C30 / Steel:Grade 460 (Type 2))

Loadings (Combination):
No N (Bot) M1 (Bot) M2 (Bot) N (Top) M1 (Top) M2 (Top)
1 651.2 2.9 -10.4 640.8 0.0 0.0
2 460.0 2.1 -7.2 452.5 0.0 0.0
3 525.0 6.9 -4.2 514.6 0.0 0.0
4 589.3 2.9 -0.4 578.8 0.0 0.0
5 519.9 -2.2 -1.6 509.5 0.0 0.0
6 587.1 2.7 -14.4 576.7 0.0 0.0
7 552.5 18.3 -9.4 543.5 0.0 0.0
8 551.4 -13.4 -7.8 542.5 0.0 0.0
9 552.3 2.5 5.8 543.3 0.0 0.0
10 551.6 2.5 -23.1 542.7 0.0 0.0
Critical Combination:7 - (G+Q+Nx)
Min Design
N (kN) 552.5 - 552.5
M1 (kN.m) 18.3 4.1 23.8 600
M2 (kN.m) -9.4 -11.0 0.0
N-max (kN) 0.0
Concrete Cover = 25.0 mm
BS8110-Cl.3.8.4.5 Slender Column...
N/bhFcu = 0.205 Le1/b1 = 16.4 > 15.0 !!! 150
Beta = 0.76 Le2/b2 = 4.5 < 15.0
M-add(1/2)= 11.2 / 0.0 kN.m
Vd(1/2)= 5.3 / 2.1 kN As (Required): %0.40 (min) 360.00 mm2 8T10
vc'(1/2)= 1.02 / 0.96 N/mm2 As (Provided): %0.70 628.32 mm2
v (1/2)= 0.13 / 0.03 N/mm2
Links = R50-100

Project: Type22x70_R1
 calvinkew (*1BH-FAWX-CG5D-QHAW)
COLUMN REINFORCEMENT DESIGN Orion Building Design System 18.0 (04.2012) / Page: CD-2

3C8 Storey: 3 (Con.:C30 / Steel:Grade 460 (Type 2))

Loadings (Combination):
No N (Bot) M1 (Bot) M2 (Bot) N (Top) M1 (Top) M2 (Top)
1 168.5 2.5 -52.0 159.3 0.0 0.0
2 120.7 1.8 -36.4 114.1 0.0 0.0
3 146.8 7.1 -40.7 137.6 0.0 0.0
4 160.4 2.5 -28.3 151.2 0.0 0.0
5 139.1 -3.1 -37.6 129.9 0.0 0.0
6 164.3 2.5 -52.1 155.1 0.0 0.0
7 144.9 5.9 -43.2 137.0 0.0 0.0
8 144.8 -1.6 -44.2 136.9 0.0 0.0
9 144.5 2.1 -38.7 136.6 0.0 0.0
10 145.2 2.1 -48.7 137.3 0.0 0.0
Critical Combination:3 - ((G+Q)P11 *F)
Min Design
N (kN) 146.8 - 146.8
M1 (kN.m) 7.1 1.1 0.0 600
M2 (kN.m) -40.7 -2.9 -73.8
N-max (kN) 0.0
Concrete Cover = 25.0 mm
BS8110-Cl.3.8.4.5 Short Column...
N/bhFcu = 0.054 Le1/b1 = 14.0 < 15.0 150
Beta = 0.93 Le2/b2 = 3.7 < 15.0
M-add(1/2)= 0.0 / 0.0 kN.m
Vd(1/2)= 2.3 / 16.0 kN As (Required): %0.41 370.63 mm2 8T10
vc'(1/2)= 0.97 / 0.66 N/mm2 As (Provided): %0.70 628.32 mm2
v (1/2)= 0.06 / 0.20 N/mm2
Links = R50-100

Project: Type22x70_R1
 Appendix A

RC STRUCTURE DESIGN
(4) PILECAP DESIGN
 PROJECT : DATE :
JOB NO : TIME :
PILE GROUP : 2P250 DESIGNED BY :

1 DESIGN DATA
Pile Size= 250 mm COLUMN DIMENSION :-
Pile Overhang = 250 mm Ax = 200 mm
Pile WorkingLoad = 400 kN Ay = 125 mm
Pile Spacing = 3 times diameter
450 mm
Allowable pile deviation = 75 mm Recommended Size 155 mm (5% reinft)
Input Pilecap Dimension:- required length= 900 mm
Length = 900 mm required width= 450 mm
Width= 450 mm cover to bars: Ax
Depth= 1200 mm Bottom = 100 mm
Fcu = 25 N/mm2 Side = 50 mm
Fy = 460 N/mm2 d= 344 mm
Ay
2 PUNCHING SHEAR ( check at column perimeter only)
Column loads = 600 kN
2 2
Punching shear = 2.68 N/mm < 4.00 N/mm o.k

3 ABOUT Y-Y DIRECTION b= 450 mm

Check Bending Moment :-
M y-y = 60 kNm (Ultimate Moment used is 1.5*WL)
K= 0.045 < 0.156
la = 0.947
Ast = 460 mm2
Nominal Steel = 263 mm2
As(provided) = 679 mm2 o.k

PROVIDE 6 T 12 @ 65 mm C/C
round to lower 5
4 Y-Y SHEAR b= 450 mm
Max shear = 300 kN
vmax (allowable) = 4.00 N/mm2
v= 1.94 N/mm2 < 4.00 N/mm2 o.k
vc = 0.50 N/mm2
av = 155 mm
2dvc/av = 2.21 N/mm2 > 1.94 N/mm
2
o.k

DISTRIBUTION BAR
PROVIDE 5 T 12 @ 195 mm C/C o.k
Nominal Steel = 527 mm2 round to lower 5

5 ANCHORAGE
beta = 0.5 (see Table 3.26 of BS8110; beta=0.5 for Type 2 deformed bars)
Maximum bar size = 12
Required anchorage = 374.319 mm
Available anchorage = 369 mm < 374.319 mm not ok

Note: Allow for pile deviation

Lx = 900 mm

y Ax= 200

W= 450
Ay= 125
x