STRUCTURE CALCULATION

REPORT

PERMOHONAN CADANGAN UBAHAN TAMBAHAN

KE ATAS SEBUAH RUMAH TERES BIASA 2 TINGKAT

SEDIADA, DI ATAS NO. 15840, (LOT 77717),

JALAN CAMAR 8 , BANDAR PUTRA,

MUKIM SENAI, 81000 KULAI, JOHOR .

UNTUK : PN. LIM BAO LIH

Ir. Yu Kok Loon

September 2021

1
Contents

1. DESIGN INFORMATION

2. FOOTING DESIGN

3. COLUMN DESIGN

4. BEAM DESIGN

5. SLAB DESIGN

2
1. CODES AND STANDARDS
The relevant British Codes of Practice are as follows:-

CODES & STANDARDS

Structural Concrete works:-
1. BS 8110 Structural Use of Concrete.
Loadings:-
1. BS 6399 (Pt. 1), BS648 Dead Loads.
2. BS 6399 (Pt. 2) Imposed Loads.
3. CP3: (Chapter V) (Pt.2) Wind Loads.

2. LOADINGS
2.1 Dead Load (DL)
Self-weight of structural elements - structural steel roof frame, roofing;
reinforced concrete slab, beam, column and foundation.

Reinforced Concrete Density = 24.0 kN/m3.

Structural Steel = 78.5 kN/m3.

2.2 Superimposed Dead Loads (SDL)

Weight of all permanent finishes and non-structural items such as
partition walls, parapets, concrete screed and waterproofing, tile finish,
central A/C and fire sprinkler system, M&E loads etc.

Floor 1 . 2 kN/m2

Concrete Roof 1 . 2 kN/m2

Brickwall (115mm) 2 . 6 kN/m2

Concrete Density 24 kN/m3

2.3 Superimposed Live Loads (SLL)

Roof and floor live loads shall be based on the probable area of loading.
The standard floor loadings adopted is as follows.

Floor = 1.5 kN/m2

RC Roof = 1.5 kN/m2

2.4 Wind Loads

Wind load shall be derived in accordance with the wind code CP3:
Chapter V: Part 2:1972: based on a basic wind speed of 35 m/s.

V = 35 m/s
S1 = 1.0 Ground roughness 4

3
 S3 = 1.0 Height of building
Dynamic pressure of the wind, q = 0.613(S1S2S3V)2 N/m2

Height 20 40 60 80 100
(m)
S2 0.70 0.89 0.98 1.03 1.07
q 370 600 720 800 860
(N/m2)

Calculation according to CP3 is 0.6kN/m2. According to MS1553

0.65kN/m2, to be conservative, design using 0.65kN/m2.

2.5 LOAD COMBINATIONS

Load factors and combinations shall be as follows:-

a) Load Factors

Loading Factor, f
Dead load 1.4
Dead load restraining uplift or overturning 1.0
Dead load acting with wind and imposed load
combined 1.2
Imposed load 1.6
Imposed load acting with wind load 1.2
Wind load 1.4
Wind load acting with imposed load or crane load 1.2
Forces due to temperature effect 1.2

b) Load Combinations

Ultimate Limit State load combinations:-

LOAD DL & SDL LL WIND NHL

COMBINATIONS Advers Beneficial Advers Beneficial
i) DL, SDL, LL 1.4 1.0 1.6 1.0 - -

ii) DL, SDL, WIND 1.4 1.0 - - 1.4 -

or DL, SDL, NHL 1.4 1.0 - - -
1.0
iii) DL, SDL, LL, 1.2 1.2 1.2 1.2 1.2 -
WIND or DL, SDL,
LL, NHL 1.2 1.2 1.2 1.2 - 1.0

4
 Serviceability Limit State load combinations: -

LOAD DL & SDL LL WIND

COMBINATIONS
i) DL 1.0 - -
ii) DL, LL 1.0 1.0 -
iii) DL, WIND 1.0 - 1.0
iv) DL, LL, WIND 1.0 1.0 1.0

5
_____________________________________________________________________
Company Name :
Job Description :
Designed by :
Date and Time : Wednesday, September 15, 2021 6:16:02 PM
(License Number: Timer-
_____________________________________________________________________

MATERIAL AND DESIGN DATA

Soil Bearing Capacity = 100.0 kN/m²
Minimum Steel Percentage Permitted = 0.13 %
Maximum Steel Percentage Permitted = 4.00 %
Minimum Rebar Spacing Allowed = 100 mm
Maximum Rebar Spacing Allowed = 250 mm
Enhanced Shear Multiplier = 1.5

Lean Concrete
Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) γc γs
fcu (N/mm²)
BS8110 : 1997 30 10 24597 460 1.5 1.05

Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
50 24 7860

BRIEF CALCULATION REPORT FOR PAD FOOTING AT FLOOR GB (3D)

PAD FOOTING DESIGN SUMMARY TABLE FOR FlOOR GB

Number of Pad Footing on Plan = 14
Number of Pad Footing Pass = 13
Number of Pad Footing Not Design = 1

Dimension AsReq Rebar

Mark D.L. L.L. W.L. Mx My
(B × L × H) XDir YDir XDir YDir
P1
N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A.
C2:(2,D2)
P2 C8:(4,C) 114.4 10.3 0.0 0.0 0.0 1200×1200×300 468 468 T10-200 T10-200
P3 C4:(3,D) 211.3 25.7 0.0 0.0 0.0 1600×1600×300 704 674 T10-175 T10-175
P4
260.9 22.0 0.0 0.0 0.0 1750×1750×300 929 886 T10-125 T10-125
C12:(5,B)
P5 C6:(7,D) 263.4 35.2 0.0 0.0 0.0 1800×1800×300 1017 965 T10-125 T10-125
P5
C3:(D1A,A/ 260.6 35.5 0.0 0.0 0.0 1800×1800×300 1009 958 T10-125 T10-125
G 16)
P6
279.8 22.4 0.0 0.0 0.0 1850×1850×300 1051 998 T10-125 T10-125
C5:(4B,A)
P7
294.2 24.1 0.0 0.0 0.0 1900×1900×300 1137 1080 T10-125 T10-125
C13:(5,D1)
P8 C9:(4,A) 333.0 46.7 0.0 0.0 0.0 2050×2050×300 1477 1399 T10-100 T10-100
P9
364.5 21.1 0.0 0.0 0.0 2050×2050×300 1486 1408 T10-100 T10-100
C7:(7,D1A)
P9
C11:(4,D1A 364.1 19.5 0.0 0.0 0.0 2050×2050×300 1477 1400 T10-100 T10-100
)
P10
C14:(5,D1A 396.9 29.1 0.0 0.0 0.0 2200×2200×350 1662 1580 T12-125 T10-100
)
License Number: Timer-
1/2
 P11
383.2 56.2 0.0 0.0 0.0 2200×2200×350 1733 1644 T12-125 T10-100
C10:(4,D)
P12
372.1 72.2 0.0 0.0 0.0 2250×2250×350 1802 1708 T12-125 T10-100
C1:(8,D1A)
Note
D.L./L.L./W.L. - Axial Force due to Dead Load, Live Load and Wind Load, kN (Including 5 % Load Allowance)
Mx/My - Moment About X-X/Y-Y Axis, kNm
Dimension - Dimension of the Pad Footing, mm
AsReq - Area of Reinforcement Required, mm²
Rebar - Steel Reinforcement Provided, mm²
XDir/YDir - Span Along X/Y Direction

FOOTING LOADING SUMMARY TABLE FOR FLOOR GB

∑ D.L. ∑ L.L.
Without Load Allowance 3610.8 363.9
With Load Allowance of 5% 3791.4 382.1
Note: ∑ D.L. - Sum of Dead Load, ∑ L.L. - Sum of Live Load

Summary of Column Loading without Load Allowance :

Total Footing SelfWeight = 362.8 kN
Total Column Dead Load Reaction = 3610.8 kN
Total Column Live Load Reaction = 363.9 kN
Total Column Dead Load Reaction with Footing Self-Weight = 3973.6 kN

Summary of Column Loading with Load Allowance of 5 Percent :

Total Dead Load (with Footing Self-Weight) = 4154.1 kN
Total Live Load = 382.1 kN

Summary of Total Loading Without Load Allowance :

Total Footing Self-Weight of whole Key Plan = 362.8 kN
Total Dead and Live Load of Whole Key Plan = 4337.5 kN

Total Dead Load Reaction from Stump and Wall = 3612.6 kN

Total Live Load Reaction from Stump and Wall = 364.2 kN

License Number: Timer-

2/2
_____________________________________________________________________
Company Name :
Job Description :
Designed by :
Date and Time : Wednesday, September 15, 2021 6:16:02 PM
(License Number: Timer
_____________________________________________________________________

KEY PLAN COLUMN DESIGN SUMMARY REPORT

COLUMN DESIGN SUMMARY REPORT: GB

MATERIAL AND DESIGN DATA

Load Allowance = 10 %
Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) fyv (N/mm²) γc γs
BS8110 : 1997 25 22454 460 460 1.5 1.05

Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
25 24 7860
KEY PLAN COLUMN PROPERTY FOR FLOOR GB
K Beam K Beam E.Cond. E.Cond.
Mark Shape K Col (Z) Kr (Z) K Col (Y) Kr (Y)
(Z) (Y) Z Y
C1 Top 503969.1 1.10 503969.1 1.10 1 1
Rectangular 457987.2 457987.2
(8,D1A) Bottom 0.0 0.00 0.0 0.00 4 4
C2 Top 930004.0 23.72 919898.1 4.07 1 1
Rectangular 39210.5 225852.3
(2,D2) Bottom 0.0 0.00 0.0 0.00 4 4
C3 Top 600325.3 15.31 2142618.5 9.49 1 1
(D1A,A Rectangular 39210.5 225852.3
Bottom 0.0 0.00 0.0 0.00 4 4
/G 16)
C4 Top 164710.2 4.20 638533.0 2.83 1 1
Rectangular 39210.5 225852.3
(3,D) Bottom 0.0 0.00 0.0 0.00 4 4
C5 Top 231516.8 5.90 232937.1 1.03 1 1
Rectangular 39210.5 225852.3
(4B,A) Bottom 0.0 0.00 0.0 0.00 4 4
C6 Top 1421052.6 36.24 751195.3 3.33 1 1
Rectangular 39210.5 225852.3
(7,D) Bottom 0.0 0.00 0.0 0.00 4 4
C7 Top 136268.3 0.87 1421052.6 4.20 2 1
Rectangular 157179.2 338352.3
(7,D1A) Bottom 0.0 0.00 0.0 0.00 4 4
C8 Top 193180.4 4.93 723379.6 3.20 1 1
Rectangular 39210.5 225852.3
(4,C) Bottom 0.0 0.00 0.0 0.00 4 4
C9 Top 232937.1 5.94 954896.4 4.23 1 1
Rectangular 39210.5 225852.3
(4,A) Bottom 0.0 0.00 0.0 0.00 4 4
C10 Top 279182.0 1.78 1652569.4 4.88 1 1
Rectangular 157179.2 338352.3
(4,D) Bottom 0.0 0.00 0.0 0.00 4 4
C11 Top 0.0 0.00 1421052.6 4.20 4 1
Rectangular 157179.2 338352.3
(4,D1A) Bottom 0.0 0.00 0.0 0.00 4 4
C12 Top 181148.6 4.62 238914.4 1.06 1 1
Rectangular 39210.5 225852.3
(5,B) Bottom 0.0 0.00 0.0 0.00 4 4
C13 Top 248489.2 1.58 1926414.4 5.69 1 1
Rectangular 157179.2 338352.3
(5,D1) Bottom 0.0 0.00 0.0 0.00 4 4
C14 Top 0.0 0.00 1687500.0 4.99 4 1
Rectangular 157179.2 338352.3
(5,D1A) Bottom 0.0 0.00 0.0 0.00 4 4
Kr - Relative Stiffness of Beam to Column Kbeam / Kcol

KEY PLAN COLUMN EFFECTIVE LENGTH FOR FLOOR GB

License Number: Timer-
1/6
 beta leff
Mark Axis lo KrTop KrBot beta Braced leff Braced
UnBraced UnBraced
C1
Y 1900.0 0.9 5.0 0.9 1.9 1710.0 3591.0
(8,D1A)
Z 1900.0 0.9 5.0 0.9 1.9 1710.0 3591.0
C2 (2,D2) Y 2000.0 0.0 5.0 0.9 1.8 1700.0 3520.0
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3580.0
C3
(D1A,A/G Y 2000.0 0.1 5.0 0.9 1.8 1700.0 3520.0
16)
Z 2000.0 0.1 5.0 0.9 1.8 1720.0 3540.0
C4 (3,D) Y 2000.0 0.2 5.0 0.9 1.8 1720.0 3580.0
Z 2000.0 0.4 5.0 0.9 1.8 1740.0 3600.0
C5 (4B,A) Y 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
Z 2000.0 1.0 5.0 0.9 1.9 1800.0 3800.0
C6 (7,D) Y 2000.0 0.0 5.0 0.9 1.8 1700.0 3500.0
Z 2000.0 0.3 5.0 0.9 1.8 1740.0 3600.0
C7
Y 2000.0 1.2 5.0 0.9 1.9 1820.0 3840.0
(7,D1A)
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3580.0
C8 (4,C) Y 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
Z 2000.0 0.3 5.0 0.9 1.8 1740.0 3600.0
C9 (4,A) Y 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3580.0
C10 (4,D) Y 2000.0 0.6 5.0 0.9 1.8 1760.0 3660.0
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
C11
Y 2000.0 10.0 5.0 1.0 3.3 2000.0 6500.0
(4,D1A)
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3580.0
C12 (5,B) Y 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
Z 2000.0 0.9 5.0 0.9 1.9 1800.0 3780.0
C13 (5,D1) Y 2000.0 0.6 5.0 0.9 1.8 1760.0 3680.0
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
C14
Y 2000.0 10.0 5.0 1.0 3.3 2000.0 6500.0
(5,D1A)
Z 2000.0 0.2 5.0 0.9 1.8 1720.0 3560.0
lo - Column Clear Length (mm)
KrTop - Relative Stiffness of Column / Beam at Column Top
KrBot - Relative Stiffness of Column / Beam at Column Bottom
beta Braced/UnBraced - Effective Length factor of Column for Braced and UnBraced Condition
leff Braced/UnBraced - Column Effective Length for Braced and UnBraced Condition, mm

COLUMN DESIGN SUMMARY REPORT : PLAN GB

Number of Columns on Plan = 14
Number of Columns Pass = 14

Design Force /
No. Mark Shape Rebar As Prov Ac Steel % Status
Moment.
P 660.1
C1 Rectangular /
1 Mx 56.4 4T20 1257 90000.0 1.40 Pass
(8,D1A) 300 × 300
My -37.5
P -223.5
Rectangular /
2 C2 (2,D2) Mx 3.4 4T16 804 37500.0 2.14 Pass
125 × 300
My 2.0
3 C3 Rectangular / P 439.0 4T12 452 37500.0 1.21 Pass

License Number: Timer-

2/6
 (D1A,A/G 125 × 300 Mx -6.6
16) My 2.7
P 350.1
Rectangular /
4 C4 (3,D) Mx 5.3 4T12 452 37500.0 1.21 Pass
125 × 300
My -7.3
P 445.2
Rectangular /
5 C5 (4B,A) Mx 11.1 4T12 452 37500.0 1.21 Pass
125 × 300
My 3.9
P 442.4
Rectangular /
6 C6 (7,D) Mx -6.6 4T12 452 37500.0 1.21 Pass
125 × 300
My 2.8
P 565.1
C7 Rectangular /
7 Mx -64.4 4T25 1963 67500.0 2.91 Pass
(7,D1A) 225 × 300
My 16.9
P 182.3
Rectangular /
8 C8 (4,C) Mx -6.2 4T12 452 37500.0 1.21 Pass
125 × 300
My -3.5
P 563.9
Rectangular /
9 C9 (4,A) Mx -17.2 4T20 1257 37500.0 3.35 Pass
125 × 300
My 4.9
P 651.3
Rectangular /
10 C10 (4,D) Mx -21.2 4T12 452 67500.0 0.67 Pass
225 × 300
My 12.3
P 561.8
C11 Rectangular /
11 Mx -53.5 4T20 1257 67500.0 1.86 Pass
(4,D1A) 225 × 300
My 6.3
P 416.8
Rectangular /
12 C12 (5,B) Mx 14.2 4T16 804 37500.0 2.14 Pass
125 × 300
My 5.0
P 466.9
C13 Rectangular /
13 Mx 58.1 4T25 1963 67500.0 2.91 Pass
(5,D1) 225 × 300
My -22.1
P 625.9
C14 Rectangular /
14 Mx -34.5 4T16 804 67500.0 1.19 Pass
(5,D1A) 225 × 300
My -7.0
As Prov - Area of Steel Bar Provided (mm²)
Ac - Gross Area of Concrete (mm²)
Steel % - Steel Percentage
N/A - Data/Result Not Available
N.D. - Column Not Design, please refer design report for further information
The column moments is follow the design moments of section which can be found in the full report

COLUMN DESIGN SUMMARY REPORT: 1B

MATERIAL AND DESIGN DATA

Load Allowance = 10 %
Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) fyv (N/mm²) γc γs
BS8110 : 1997 25 22454 460 460 1.5 1.05

Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
25 24 7860
KEY PLAN COLUMN PROPERTY FOR FLOOR 1B
K Beam K Beam E.Cond. E.Cond.
Mark Shape K Col (Z) Kr (Z) K Col (Y) Kr (Y)
(Z) (Y) Z Y
License Number: Timer-
3/6
 C1 Top 0.0 0.00 1583460.0 3.29 3 1
Circular 481787.2 481787.2
(8,D1A) Bottom 503969.1 1.05 503969.1 1.05 1 1
C2 Top 2043218.8 52.11 2021016.1 8.95 1 1
Rectangular 39210.5 225852.3
(2,D2) Bottom 930004.0 23.72 919898.1 4.07 1 1
C3 Top 1256870.0 32.05 4720260.0 20.90 1 1
(D1A,A Rectangular 39210.5 225852.3
Bottom 600325.3 15.31 2142618.5 9.49 1 1
/G 16)
C4 Top 414591.8 7.68 1813316.2 5.83 1 1
Rectangular 54006.9 311079.5
(3,D) Bottom 164710.2 3.05 638533.0 2.05 1 1
C5 Top 548780.5 10.16 552147.2 1.77 1 1
Rectangular 54006.9 311079.5
(4B,A) Bottom 231516.8 4.29 232937.1 0.75 1 2
C6 Top 789473.7 14.62 1227258.3 3.95 1 1
Rectangular 54006.9 311079.5
(7,D) Bottom 1421052.6 26.31 751195.3 2.41 1 1
C7 Top 194022.6 1.13 2745995.4 6.48 1 1
Rectangular 171975.6 423579.5
(7,D1A) Bottom 136268.3 0.79 1421052.6 3.35 2 1
C15 Top 1063550.4 35.94 1956521.7 11.48 1 1
Rectangular 29592.8 170454.5
(7,E) Bottom 615480.6 20.80 3521739.1 20.66 1 1
C8 Top 248489.2 6.34 1250000.0 5.53 1 1
Rectangular 39210.5 225852.3
(4,C) Bottom 193180.4 4.93 723379.6 3.20 1 1
C9 Top 552147.2 10.22 1672700.7 5.38 1 1
Rectangular 54006.9 311079.5
(4,A) Bottom 232937.1 4.31 954896.4 3.07 1 1
C10 Top 279182.0 1.62 1212174.4 2.86 1 1
Rectangular 171975.6 423579.5
(4,D) Bottom 279182.0 1.62 1652569.4 3.90 1 1
C11 Top 0.0 0.00 1614881.3 4.77 3 1
Rectangular 157179.2 338352.3
(4,D1A) Bottom 0.0 0.00 1421052.6 4.20 3 1
C16 Top 1091154.0 36.87 825407.6 4.84 1 1
Rectangular 29592.8 170454.5
(4,E) Bottom 631454.9 21.34 3521739.1 20.66 1 1
C12 Top 429389.3 10.95 452935.6 2.01 1 1
Rectangular 39210.5 225852.3
(5,B) Bottom 181148.6 4.62 238914.4 1.06 1 1
C13 Top 429389.3 2.50 1390435.6 3.28 1 1
Rectangular 171975.6 423579.5
(5,D1) Bottom 248489.2 1.44 1926414.4 4.55 1 1
C14 Top 0.0 0.00 2894021.7 6.83 3 1
Rectangular 171975.6 423579.5
(5,D1A) Bottom 0.0 0.00 1687500.0 3.98 3 1
C17 Top 429389.3 14.51 1956521.7 11.48 1 1
Rectangular 29592.8 170454.5
(5,E) Bottom 248489.2 8.40 3521739.1 20.66 1 1
Kr - Relative Stiffness of Beam to Column Kbeam / Kcol

KEY PLAN COLUMN EFFECTIVE LENGTH FOR FLOOR 1B

beta leff
Mark Axis lo KrTop KrBot beta Braced leff Braced
UnBraced UnBraced
C1
Y 3400.0 10.0 0.9 0.9 2.3 3060.0 7718.0
(8,D1A)
Z 3400.0 0.1 0.9 0.8 1.2 2550.0 3910.0
C2 (2,D2) Y 3300.0 0.0 0.0 0.7 1.0 2310.0 3333.0
Z 3300.0 0.0 0.2 0.7 1.0 2343.0 3432.0
C3
(D1A,A/G Y 3300.0 0.0 0.1 0.7 1.0 2310.0 3333.0
16)
Z 3300.0 0.0 0.1 0.7 1.0 2343.0 3366.0
C4 (3,D) Y 3250.0 0.1 0.2 0.7 1.1 2340.0 3412.5
Z 3250.0 0.1 0.4 0.7 1.1 2340.0 3477.5
C5 (4B,A) Y 3300.0 0.1 0.2 0.7 1.0 2343.0 3399.0
Z 3300.0 0.3 1.0 0.8 1.2 2508.0 3927.0
C6 (7,D) Y 3300.0 0.0 0.0 0.7 1.0 2310.0 3333.0
Z 3300.0 0.1 0.3 0.7 1.1 2376.0 3531.0
License Number: Timer-
4/6
 C7
Y 3300.0 0.2 1.2 0.8 1.2 2541.0 3960.0
(7,D1A)
Z 3300.0 0.1 0.2 0.7 1.1 2376.0 3465.0
C15 (7,E) Y 3300.0 0.0 0.0 0.7 1.0 2310.0 3333.0
Z 3300.0 0.1 0.0 0.7 1.0 2343.0 3366.0
C8 (4,C) Y 3250.0 0.1 0.2 0.7 1.0 2307.5 3380.0
Z 3250.0 0.1 0.3 0.7 1.1 2340.0 3445.0
C9 (4,A) Y 3300.0 0.1 0.2 0.7 1.0 2343.0 3399.0
Z 3300.0 0.1 0.2 0.7 1.1 2376.0 3465.0
C10 (4,D) Y 3300.0 0.1 0.6 0.7 1.1 2409.0 3630.0
Z 3300.0 0.1 0.2 0.7 1.1 2376.0 3465.0
C11
Y 3300.0 10.0 10.0 1.0 4.0 3300.0 13200.0
(4,D1A)
Z 3300.0 0.1 0.2 0.7 1.0 2343.0 3432.0
C16 (4,E) Y 3300.0 0.0 0.0 0.7 1.0 2310.0 3333.0
Z 3300.0 0.2 0.0 0.7 1.0 2343.0 3399.0
C12 (5,B) Y 3250.0 0.0 0.2 0.7 1.0 2307.5 3380.0
Z 3250.0 0.2 0.9 0.8 1.2 2470.0 3802.5
C13 (5,D1) Y 3300.0 0.1 0.6 0.7 1.1 2442.0 3663.0
Z 3300.0 0.1 0.2 0.7 1.0 2343.0 3432.0
C14
Y 3300.0 10.0 10.0 1.0 4.0 3300.0 13200.0
(5,D1A)
Z 3300.0 0.1 0.2 0.7 1.0 2343.0 3432.0
C17 (5,E) Y 3300.0 0.1 0.1 0.7 1.0 2343.0 3366.0
Z 3300.0 0.1 0.0 0.7 1.0 2343.0 3366.0
lo - Column Clear Length (mm)
KrTop - Relative Stiffness of Column / Beam at Column Top
KrBot - Relative Stiffness of Column / Beam at Column Bottom
beta Braced/UnBraced - Effective Length factor of Column for Braced and UnBraced Condition
leff Braced/UnBraced - Column Effective Length for Braced and UnBraced Condition, mm

COLUMN DESIGN SUMMARY REPORT : PLAN 1B

Number of Columns on Plan = 17
Number of Columns Pass = 6

Design Force /
No. Mark Shape Rebar As Prov Ac Steel % Status
Moment.
P 618.6
C1
1 Circular / 300Ø Mx 36.4 6T12 9651 70685.8 1.61 Pass
(8,D1A)
My 426.8
P -101.6
Rectangular /
2 C2 (2,D2) Mx 88.1 6T12 2945 37500.0 1.21 Pass
125 × 300
My -1.6
C3 P 235.7
Rectangular /
3 (D1A,A/G Mx 56.9 6T12 1963 37500.0 1.21 Pass
125 × 300
16) My 15.2
P 305.8
Rectangular /
4 C4 (3,D) Mx -15.9 6T12 2945 37500.0 1.21 Pass
125 × 300
My 11.0
P 380.3
Rectangular /
5 C5 (4B,A) Mx -22.8 6T12 2945 37500.0 1.21 Pass
125 × 300
My -10.6
P 321.8
Rectangular /
6 C6 (7,D) Mx -7.8 6T12 452 37500.0 1.21 Pass
125 × 300
My -8.5
License Number: Timer-
5/6
 License Number: Timer-
6/6
_____________________________________________________________________
Company Name :
Job Description :
Designed by :
Date and Time : Wednesday, September 15, 2021 6:15:59 PM
(License Number: Timer-
_____________________________________________________________________

MATERIAL AND DESIGN DATA

Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) fyv (N/mm²) γc γs
24597
BS8110 : 1997 25 460 250 1.5 1.05
(User Defined)

Cover (mm) Side Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
25 25 24 7860

Beam Design Calculation

Beam Mark: GB1

GENERAL AND DIMENSION DATA

Beam Located along grid 2/D1A-E
Number of Span within beam = 2
Number of Section defined by user = 2
Number of Supports = 1
Beam Cantilever End = Both

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 788 225 500 500
2 2 450 225 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 2000 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 -87.5 700.0 kN 2.1 0
2 700.0 1150.0 kN 1.5 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB1 1150.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 0.0 0.0 kN 10.34 0.00
2 Brick 700.0 1087.5 kN 3.14 0.00
3 IBeams 1088.0 1088.0 kN 23.39 0.00

BEAM DESIGN RESULT

License Number: Timer-

1/13
Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

147 2T12 147 2T12 147 2T12

226 226 226
0.20% 0.20% 0.20%

147 160 256

402 402 402
0.36% 0.36% 0.36%
2T16 2T16 2T16

178 2T12 178 2T12 178 2T12

226 226 226
0.17% 0.17% 0.17%

183 183 183

402 402 402
0.30% 0.30% 0.30%
2T16 2T16 2T16

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 1 1 -88 700 0.46 0.34 0.87 0.02 0.39 0.00 R10-250
2 2 1 0 450 0.34 0.34 0.30 0.13 0.38 0.00 R10-250
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 2/D1A-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D2 Column 40.0 -0.3

Beam Mark: GB2

GENERAL AND DIMENSION DATA

Beam Located along grid 4B/A-D
Number of Span within beam = 1
License Number: Timer-
2/13
Number of Section defined by user = 1
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 4100 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 2000 mm
2 Beam Intersect Width = 125 mm, Depth = 450 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 4100.0 kN 5.5 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB2 4100.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 Brick 62.5 4100.0 kN 32.70 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

77 2T12 77 2T12 77 2T12

226 226 226
0.40% 0.40% 0.40%

89 181 89
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 1025 0.41 0.34 0.50 0.01 0.24 0.00 R6-225
1 1 2 1025 3075 0.42 0.34 0.27 0.01 0.24 0.00 R6-225
3 3075 4100 0.41 0.34 0.51 0.01 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
License Number: Timer-
3/13
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 4B/A-D

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 A Column 18.9 0.0
2 D Beam 19.4 0.0

Beam Mark: GB3

GENERAL AND DIMENSION DATA

Beam Located along grid 7/D-E
Number of Span within beam = 2
Number of Section defined by user = 2
Number of Supports = 2
Beam Cantilever End = Right

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 2938 225 600 600
2 2 912 225 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 2000 mm
2 Column Rectangular Area = 67500.0 mm², Height = 2000 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 2937.5 kN 9.5 0
2 2937.5 3850.0 kN 3.0 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB3 4000.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 Brick 0.0 2937.5 kN 25.12 0.00
2 Brick 2937.5 3937.5 kN 8.55 0.00
3 IBeams 3937.0 3937.0 kN 58.73 0.91

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
Section
AsReq/ AsReq/ AsReq/
License Number: Timer-
4/13
 AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

176 2T20 244 2T20 423 2T20

628 628 628
0.47% 0.47% 0.47%

176 176 176

226 226 226
0.17% 0.17% 0.17%
2T12 2T12 2T12

450 2T20 450 2T20 450 2T20

628 628 628
0.47% 0.47% 0.47%

176 176 176

226 226 226
0.17% 0.17% 0.17%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 734 0.36 0.34 0.25 0.01 0.38 0.00 R10-250
1 1 2 734 2203 0.50 0.34 0.35 0.01 0.38 0.00 R10-250
3 2203 2938 0.50 0.34 0.46 0.01 0.38 0.00 R10-250
2 2 1 88 1000 0.50 0.34 1.13 0.00 0.59 0.00 R10-250
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 7/D-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D Column -7.8 0.7
2 D1A Column 144.8 -3.6

Beam Mark: GB4

GENERAL AND DIMENSION DATA

Beam Located along grid 4/C-E
Number of Span within beam = 4
License Number: Timer-
5/13
Number of Section defined by user = 7
Number of Supports = 4
Beam Cantilever End = Right

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 813 125 500 500
1
2 988 125 500 500
2 3 4100 125 450 450
4 363 225 600 600
3 5 1675 225 600 600
6 725 225 600 600
4 7 1000 225 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 2000 mm
2 Column Rectangular Area = 37500.0 mm², Height = 2000 mm
3 Column Rectangular Area = 67500.0 mm², Height = 2000 mm
4 Column Rectangular Area = 67500.0 mm², Height = 2000 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 87.5 900.0 kN 1.2 0
2 900.0 1887.5 kN 1.5 0
3 1887.5 5987.5 kN 5.5 0
4 5987.5 6350.0 kN 1.2 0
5 6350.0 8025.0 kN 5.4 0
6 8025.0 8750.0 kN 2.3 0
7 8750.0 9750.0 kN 3.2 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB4 9900.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 Brick 0.0 1887.5 kN 16.14 0.00
2 IBeams 962.0 962.0 kN 25.73 0.00
3 Brick 1887.5 5987.5 kN 35.06 0.00
4 Brick 5987.5 8750.0 kN 23.62 0.00
5 IBeams 6350.0 6350.0 kN 38.76 0.00
6 IBeams 8025.0 8025.0 kN 22.35 0.00
7 Brick 8750.0 9837.5 kN 9.30 0.00
8 IBeams 9838.0 9838.0 kN 47.33 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
Section AsReq/ AsReq/ AsReq/
AsProv/ AsProv/ AsProv/

License Number: Timer-

6/13
 %Steel %Steel %Steel

82 2T12 82 2T12 82 2T12

226 226 226
0.36% 0.36% 0.36%

82 82 148
226 226 226
0.36% 0.36% 0.36%
2T12 2T12 2T12

82 2T12 82 2T12 82 2T12

226 226 226
0.36% 0.36% 0.36%

148 115 82
226 226 226
0.36% 0.36% 0.36%
2T12 2T12 2T12

128 2T12 76 2T12 76 2T12, 3T25

226 226 1699
0.40% 0.40% 3.02%

82 85 82
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

176 2T12, 3T25 176 2T12, 3T25 176 2T12, 3T25

1699 1699 1699
1.26% 1.26% 1.26%

176 176 176

226 226 226
0.17% 0.17% 0.17%
2T12 2T12 2T12

License Number: Timer-

7/13
 396 2T12, 3T25 612 2T12, 3T25 863 2T12, 3T25
1699 1699 1699
1.26% 1.26% 1.26%

176 176 176

226 226 226
0.17% 0.17% 0.17%
2T12 2T12 2T12

1167 2T12, 3T25 1167 2T12, 3T25 1390 2T12, 3T25

1699 1699 1699
1.26% 1.26% 1.26%

176 176 176

226 226 226
0.17% 0.17% 0.17%
2T12 2T12 2T12

1525 2T12, 3T25 1525 2T12, 3T25 1525 2T12, 3T25

1699 1699 1699
1.26% 1.26% 1.26%

270 176 205

402 402 402
0.30% 0.30% 0.30%
2T16 2T16 2T16

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 1 88 900 0.46 0.34 0.63 0.01 0.24 0.00 R6-225
1 1 0 538 0.46 0.34 0.61 0.01 0.24 0.00 R6-225
2
2 538 988 0.46 0.34 0.69 0.01 0.24 0.00 R6-225
1 88 1113 0.45 0.34 0.60 0.01 0.24 0.00 R6-225
2 3 2 1113 3163 0.44 0.34 0.37 0.01 0.24 0.00 R6-225
3 3163 4188 0.87 0.34 0.50 0.01 0.24 0.00 R6-225
4 1 88 450 0.70 0.34 0.44 0.00 0.38 0.00 R10-250
3 5 1 0 1675 0.70 0.34 0.97 0.00 0.38 0.00 R10-250
6 1 0 725 0.70 0.34 1.28 0.00 0.55 0.00 R10-175
2R10-12
4 7 1 0 1000 0.70 0.34 2.95 0.02 2.12 0.00
5
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
License Number: Timer-
8/13
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 4/C-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 C Column 14.6 -0.1
2 A Column 51.8 0.3
3 D Column 4.8 -5.0
4 D1A Column 347.4 20.5

Beam Mark: GB5

GENERAL AND DIMENSION DATA

Beam Located along grid 5A/C-B
Number of Span within beam = 1
Number of Section defined by user = 1
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 963 125 400 400

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 400 mm
2 Beam Intersect Width = 125 mm, Depth = 450 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 962.5 kN 1.2 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB5 900.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 0.0 0.0 kN 0.00 0.00
2 Brick 0.0 962.5 kN 7.94 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

License Number: Timer-

9/13
 66 2T12 66 2T12 66 2T12
226 226 226
0.45% 0.45% 0.45%

66 66 66
226 226 226
0.45% 0.45% 0.45%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 241 0.52 0.34 0.12 0.00 0.24 0.00 R6-225
1 1 2 241 722 0.52 0.34 0.00 0.00 0.24 0.00 R6-225
3 722 963 0.52 0.34 0.12 0.00 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 5A/C-B

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 C Beam 4.5 0.0
2 B Beam 4.5 0.0

Beam Mark: GB6

GENERAL AND DIMENSION DATA

Beam Located along grid 5A/D1-D4
Number of Span within beam = 1
Number of Section defined by user = 1
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 1675 125 300 300

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 500 mm
2 Beam Intersect Width = 125 mm, Depth = 400 mm

BEAM LOADING DATA

License Number: Timer-

10/13
Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 1675.0 kN 1.5 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB6 1675.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 0.0 0.0 kN 0.00 0.00
2 Brick 0.0 1675.0 kN 16.58 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

52 2T12 52 2T12 52 2T12

226 226 226
0.60% 0.60% 0.60%

58 58 58
226 226 226
0.60% 0.60% 0.60%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 419 0.56 0.34 0.36 0.01 0.24 0.00 R6-175
1 1 2 419 1256 0.57 0.34 0.20 0.01 0.24 0.00 R6-175
3 1256 1675 0.56 0.34 0.36 0.01 0.24 0.00 R6-175
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 5A/D1-D4

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D1 Beam 9.0 0.0
2 D4 Beam 9.0 0.0

Beam Mark: GB7

License Number: Timer-
11/13
GENERAL AND DIMENSION DATA
Beam Located along grid 6/D1-E
Number of Span within beam = 1
Number of Section defined by user = 2
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1675 125 450 450
1
2 1813 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 500 mm
2 Beam Intersect Width = 125 mm, Depth = 500 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 1675.0 kN 2.3 0
2 1675.0 3487.5 kN 2.4 0

Beam FEM Loading

Beam Span Length Unit DL LL
GB7 3550.0 kN 0.0 0.0

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 0.0 0.0 kN 0.00 0.00
2 Brick 0.0 3487.5 kN 29.82 0.00
3 IBeams 1675.0 1675.0 kN 27.37 0.00
4 IBeams 3487.0 3487.0 kN 0.00 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

75 75 75
1 226 226 226
2T12 2T12 2T12
0.40% 0.40% 0.40%

License Number: Timer-

12/13
 79 285 359
402 402 402
0.71% 0.71% 0.71%

2T16 2T16 2T16

75 2T12 75 2T12 75 2T12

226 226 226
0.40% 0.40% 0.40%

359 289 79
402 402 402
0.71% 0.71% 0.71%
2T16 2T16 2T16

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 872 0.56 0.34 0.85 0.00 0.24 0.00 R6-225
1
2 872 1675 0.56 0.34 0.52 0.00 0.24 0.00 R6-225
1
1 0 941 0.56 0.34 0.59 0.00 0.24 0.00 R6-225
2
2 941 1813 0.56 0.34 0.82 0.00 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 6/D1-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D1 Beam 31.5 0.0
2 E Beam 30.4 0.0

License Number: Timer-

13/13
_____________________________________________________________________
Company Name :
Job Description :
Designed by :
Date and Time : Wednesday, September 15, 2021 6:16:00 PM
(License Number:
_____________________________________________________________________

MATERIAL AND DESIGN DATA

Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) fyv (N/mm²) γc γs
24597
BS8110 : 1997 25 460 250 1.5 1.05
(User Defined)

Cover (mm) Side Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
25 25 24 7860

Beam Design Calculation

Beam Mark: 1B1

GENERAL AND DIMENSION DATA

Beam Located along grid 9/D-D1B
Number of Span within beam = 1
Number of Section defined by user = 2
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 2850 175 550 550
1
2 450 175 550 550

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 175 mm, Depth = 550 mm
2 Beam Intersect Width = 175 mm, Depth = 550 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 2850.0 kN 6.6 0
2 2850.0 3300.0 kN 1.0 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B1 3300.0 kN 5.6 4.1

Beam External Loading

No. Type Start End Unit DL LL
1 UDL 0.0 3300.0 kN 16.50 0.00
2 IBeams 2850.0 2850.0 kN 26.94 7.16
3 PL 3300.0 3300.0 kN 5.00 3.00

BEAM DESIGN RESULT

License Number: Timer-
1/19
Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

126 2T12 126 2T12 126 2T12

226 226 226
0.24% 0.24% 0.24%

128 173 172

226 226 226
0.24% 0.24% 0.24%
2T12 2T12 2T12

126 2T12 126 2T12 126 2T12

226 226 226
0.24% 0.24% 0.24%

163 128 128

226 226 226
0.24% 0.24% 0.24%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 825 0.39 0.34 0.36 0.17 0.29 0.00 R10-250
1
1 2 825 2850 0.39 0.34 0.22 0.17 0.29 0.00 R10-250
2 1 0 450 0.39 0.34 0.91 0.14 0.38 0.00 R10-250
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 9/D-D1B

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D Beam 18.8 3.4
2 D1B Beam 37.9 7.8

Beam Mark: 1B2

License Number: Timer-

2/19
GENERAL AND DIMENSION DATA
Beam Located along grid 8/D-D1B
Number of Span within beam = 2
Number of Section defined by user = 4
Number of Supports = 1
Beam Cantilever End = Both

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 538 350 550 550
1 2 1675 350 550 550
3 725 350 600 600
2 4 538 350 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Circular Area = 70685.8 mm², Height = 3300 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 -87.5 450.0 kN 2.5 0
2 450.0 2125.0 kN 7.7 0
3 2125.0 2850.0 kN 3.7 0
4 2850.0 3387.5 kN 2.7 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B2 3300.0 kN 28.2 11.8

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 0.0 0.0 kN 84.71 14.84
2 Brick 2200.0 3300.0 kN 10.89 0.00
3 IBeams 3300.0 3300.0 kN 118.38 20.79

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

419 482 482

1 2856 2856 2856
2T16, 5T25 2T16, 5T25 2T16, 5T25
1.48% 1.48% 1.48%

License Number: Timer-

3/19
 422 422 422
603 603 603
0.31% 0.31% 0.31%

3T16 3T16 3T16

Side Bar: 2T12 Side Bar: 2T12 Side Bar: 2T12

383 2T16, 5T25 2294 2T16, 5T25 2294 2T16, 5T25

2856 2856 2856
1.48% 1.48% 1.48%

255 255 390

603 603 603
0.31% 3T16 0.31% 3T16 0.31% 3T16
Side Bar: 2T12 Side Bar: 2T12 Side Bar: 2T12

2817 2T16, 5T25 2817 2T16, 5T25 2817 2T16, 5T25

2856 2856 2856
1.36% 1.36% 1.36%

390 425 595

603 603 603
0.29% 3T16 0.29% 3T16 0.29% 3T16
Side Bar: 2T12 Side Bar: 2T12 Side Bar: 2T12

414 2T16, 5T25 414 2T16, 5T25 414 2T16, 5T25

2856 2856 2856
1.36% 1.36% 1.36%

384 384 384

603 603 603
0.29% 3T16 0.29% 3T16 0.29% 3T16
Side Bar: 2T12 Side Bar: 2T12 Side Bar: 2T12
AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
2R10-17
1 1 -87 450 0.74 0.34 0.85 1.02 0.59 1.00
1 5
2 1 0 1675 0.74 0.34 1.65 0.13 1.33 0.00 R10-100

License Number: Timer-

4/19
 3 1 0 725 0.72 0.34 1.60 0.11 1.30 0.00 R10-100
2 4 1 0 538 0.69 0.34 1.30 0.50 0.90 0.50 R10-100
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 8/D-D1B

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D1A Column 303.2 56.7

Beam Mark: 1B23, 1B3

GENERAL AND DIMENSION DATA

Beam Located along grid 3/D-2/D2, 2/D2-E
Number of Span within beam = 4
Number of Section defined by user = 5
Number of Supports = 4
Beam Cantilever End = Right

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 3182 125 600 600
1
2 924 125 650 650
2 3 640 125 650 650
3 4 356 125 650 650
4 5 450 125 650 650

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
2 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
3 Beam Intersect Width = 249 mm, Depth = 600 mm
4 Column Rectangular Area = 37500.0 mm², Height = 3300 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 -53.3 3128.4 kN 5.7 0
2 3128.4 4052.7 kN 1.8 0
3 4052.7 4692.6 kN 1.2 0
4 4692.6 5048.1 kN 0.7 0
5 5048.1 5498.1 kN 0.9 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B23, 1B3 5498.1 kN 74.7 14.7

Beam External Loading

License Number: Timer-
5/19
 No. Type Start End Unit DL LL
1 IBeams 5436.1 5436.1 kN 31.81 1.71

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

102 2T12 102 2T12 102 2T12

226 226 226
0.30% 0.30% 0.30%

252 490 488

402 628 628
0.54% 0.84% 0.84%
2T16 2T16, 2T12 2T16, 2T12

110 2T12 110 2T12 110 2T12

226 226 226
0.28% 0.28% 0.28%

438 348 217

628 628 402
0.77% 0.77% 0.49%
2T16, 2T12 2T16, 2T12 2T16

163 2T12 163 2T12 160 2T12

226 226 226
0.28% 0.28% 0.28%

153 153 153

226 226 226
0.28% 0.28% 0.28%
2T12 2T12 2T12

183 183 183

4 226 226 226
2T12 2T12 2T12
0.28% 0.28% 0.28%

License Number: Timer-

6/19
 218 218 218
226 226 226
0.28% 0.28% 0.28%

2T12 2T12 2T12

Side Bar: 4T12 Side Bar: 4T12 Side Bar: 4T12

106 2T12 106 2T12 106 2T12

226 226 226
0.28% 0.28% 0.28%

106 106 106

226 226 226
0.28% 0.28% 0.28%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 -53 973 0.56 0.34 1.08 0.01 0.31 0.00 R6-175
1
1 2 973 3128 0.57 0.34 0.60 0.01 0.24 0.00 R6-225
2 1 0 924 0.46 0.34 1.10 0.01 0.38 0.00 R6-125
2 3 1 0 640 0.27 0.34 0.22 0.29 0.24 0.00 R6-225
3 4 1 0 356 0.27 0.34 1.92 0.88 0.99 0.69 2R6-65
4 5 1 0 450 0.42 0.34 0.65 0.29 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 3/D-2/D2, 2/D2-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D Column 35.5 6.9
2 D1A Column 53.9 8.6
3 D1B Beam 57.6 12.5
4 D2 Column -31.1 -11.7

Beam Mark: 1B4

GENERAL AND DIMENSION DATA

Beam Located along grid 4D/B-D
Number of Span within beam = 2
Number of Section defined by user = 2
License Number: Timer-
7/19
Number of Supports = 2
Beam Cantilever End = Left

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 900 125 450 450
2 2 4100 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 450 mm
2 Beam Intersect Width = 125 mm, Depth = 550 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 900.0 kN 1.2 0
2 900.0 5000.0 kN 5.5 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B4 5000.0 kN 7.0 2.7

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 62.0 62.0 kN 0.28 0.32
2 Brick 62.5 5000.0 kN 48.88 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

82 2T12 82 2T12 82 2T12

226 226 226
0.40% 0.40% 0.40%

74 74 74
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

76 74 74
2 226 226 226
2T12 2T12 2T12
0.40% 0.40% 0.40%

License Number: Timer-

8/19
 142 245 153
402 402 402
0.71% 0.71% 0.71%

2T16 2T16 2T16

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 1 1 0 900 0.48 0.34 0.48 0.00 0.24 0.00 R6-225
1 0 1025 0.48 0.34 0.82 0.00 0.24 0.00 R6-225
2 2 2 1025 3075 0.58 0.34 0.42 0.00 0.24 0.00 R6-225
3 3075 4100 0.58 0.34 0.73 0.00 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 4D/B-D

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 A Beam 37.9 1.9
2 D Beam 24.8 1.1

Beam Mark: 1B5

GENERAL AND DIMENSION DATA

Beam Located along grid 4B/B-D
Number of Span within beam = 2
Number of Section defined by user = 2
Number of Supports = 2
Beam Cantilever End = Left

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 900 125 450 450
2 2 4100 125 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
2 Beam Intersect Width = 125 mm, Depth = 600 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
License Number: Timer-
9/19
 1 0.0 900.0 kN 1.2 0
2 900.0 5000.0 kN 7.4 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B5 5000.0 kN 8.8 3.1

Beam External Loading

No. Type Start End Unit DL LL
1 IBeams 62.0 62.0 kN 29.65 0.00
2 Brick 900.0 5000.0 kN 40.59 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

235 2T16 235 2T16 235 2T16

402 402 402
0.71% 0.71% 0.71%

81 81 81
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

171 2T16 100 2T16 100 2T12

402 402 226
0.54% 0.54% 0.30%

106 135 106

226 226 226
0.30% 0.30% 0.30%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 1 1 0 900 0.55 0.34 1.01 0.00 0.27 0.00 R6-200
1 0 1025 0.50 0.34 0.71 0.00 0.24 0.00 R6-225
2 2 2 1025 3075 0.41 0.34 0.33 0.00 0.24 0.00 R6-225
3 3075 4100 0.41 0.34 0.48 0.00 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup
License Number: Timer-
10/19
BEAM SUPPORT REACTION TABLE
Current Beam Grid Mark: 4B/B-D

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 A Column 66.3 1.7
2 D Beam 20.1 1.0

Beam Mark: 1B6

GENERAL AND DIMENSION DATA

Beam Located along grid 7/D-E
Number of Span within beam = 2
Number of Section defined by user = 2
Number of Supports = 3
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 2938 125 600 600
2 2 912 125 600 600

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
2 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
3 Column Rectangular Area = 37500.0 mm², Height = 3300 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 2937.5 kN 5.3 0
2 2937.5 3850.0 kN 1.6 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B6 4000.0 kN 49.6 13.7

Beam External Loading

No. Type Start End Unit DL LL
1 Brick 0.0 2937.5 kN 29.08 0.00

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

License Number: Timer-

11/19
 98 2T12 98 2T12 98 2T12
226 226 226
0.30% 0.30% 0.30%

190 420 380

402 628 402
0.54% 0.84% 0.54%
2T16 2T16, 2T12 2T16

210 2T12 210 2T12 144 2T12

226 226 226
0.30% 0.30% 0.30%

110 110 110

226 226 226
0.30% 0.30% 0.30%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 734 0.62 0.34 1.11 0.01 0.29 0.00 R6-175
1 1 2 734 2203 0.62 0.34 0.72 0.01 0.24 0.00 R6-225
3 2203 2938 0.53 0.34 1.15 0.01 0.37 0.00 R6-150
2 2 1 88 1000 0.40 0.34 0.97 0.03 0.34 0.00 R6-150
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 7/D-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D Column 28.8 4.3
2 D1A Column 72.3 10.4
3 E Column -15.8 -1.1

Beam Mark: 1B7

GENERAL AND DIMENSION DATA

Beam Located along grid 4/C-E
Number of Span within beam = 4
Number of Section defined by user = 8
License Number: Timer-
12/19
Number of Supports = 5
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 813 125 600 600
1
2 988 125 600 600
3 2513 125 550 550
2
4 1588 125 550 550
5 363 125 600 600
3 6 1675 125 600 600
7 725 125 600 600
4 8 1000 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
2 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
3 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
4 Column Rectangular Area = 37500.0 mm², Height = 3300 mm
5 Column Rectangular Area = 37500.0 mm², Height = 3300 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 87.5 900.0 kN 1.5 0
2 900.0 1887.5 kN 1.8 0
3 1887.5 4400.0 kN 4.1 0
4 4400.0 5987.5 kN 2.6 0
5 5987.5 6350.0 kN 0.7 0
6 6350.0 8025.0 kN 3.0 0
7 8025.0 8750.0 kN 1.3 0
8 8750.0 9750.0 kN 1.4 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B7 9900.0 kN 54.3 15.8

Beam External Loading

No. Type Start End Unit DL LL
1 UDL 87.5 1887.5 kN 9.00 0.00
2 IBeams 962.0 962.0 kN 69.74 10.20
3 Brick 1887.5 5987.5 kN 40.59 0.00
4 IBeams 4400.0 4400.0 kN 62.44 9.29
5 IBeams 6350.0 6350.0 kN 43.33 5.75
6 IBeams 8025.0 8025.0 kN 22.29 3.32

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
Section AsReq/ AsReq/ AsReq/
AsProv/ AsProv/ AsProv/

License Number: Timer-

13/19
 %Steel %Steel %Steel

101 2T12 101 2T12 101 2T16

226 226 402
0.30% 0.30% 0.54%

111 116 239

402 402 402
0.54% 0.54% 0.54%
2T16 2T16 2T16

101 2T16 138 2T16 200 2T16

402 402 402
0.54% 0.54% 0.54%

240 178 111

402 402 402
0.54% 0.54% 0.54%
2T16 2T16 2T16

264 2T16 91 2T16 91 2T16

402 402 402
0.58% 0.58% 0.58%

94 320 494
402 628 628
0.58% 0.91% 0.91%
2T16 2T16, 2T12 2T16, 2T12

91 2T16 115 2T16 280 2T16

402 402 402
0.58% 0.58% 0.58%

494 165 94
628 628 402
0.91% 0.91% 0.58%
2T16, 2T12 2T16, 2T12 2T16

License Number: Timer-

14/19
 314 2T16 314 2T16 314 2T16
402 402 402
0.54% 0.54% 0.54%

131 131 131

226 226 226
0.30% 0.30% 0.30%
2T12 2T12 2T12

218 2T16 174 2T16 143 2T16, 2T12

402 402 628
0.54% 0.54% 0.84%

131 131 131

226 226 226
0.30% 0.30% 0.30%
2T12 2T12 2T12

211 2T16, 2T12 211 2T16, 2T12 264 2T16, 2T12

628 628 628
0.84% 0.84% 0.84%

131 131 131

226 226 226
0.30% 0.30% 0.30%
2T12 2T12 2T12

585 2T16, 2T12 250 2T16, 2T12 250 2T16, 2T12

628 628 628
1.12% 1.12% 1.12%

124 85 85
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided

License Number: Timer-

15/19
 1 1 88 900 0.48 0.34 0.89 0.04 0.24 0.00 R6-225
1
2 1 0 988 0.48 0.34 1.51 0.04 0.62 0.00 2R6-175
1 88 1113 0.53 0.34 1.43 0.01 0.54 0.00 R6-100
3
2 1113 2600 0.62 0.34 1.06 0.01 0.26 0.00 R6-200
2
1 0 563 0.62 0.34 1.33 0.01 0.42 0.00 R6-125
4
2 563 1588 0.53 0.34 1.64 0.01 0.66 0.00 2R6-150
5 1 88 450 0.41 0.34 1.57 0.01 0.69 0.00 2R6-150
3 6 1 0 1675 0.42 0.34 0.50 0.01 0.24 0.00 R6-225
7 1 0 725 0.51 0.34 0.76 0.01 0.24 0.00 R6-225
1 0 250 0.64 0.34 1.93 0.04 0.77 0.00 2R6-125
2R6-150,
2R6-125
is used
2 250 750 0.64 0.34 1.86 0.04 0.73 0.00
for
detailing
4 8 purpose
2R6-150,
2R6-125
is used
3 750 1000 0.64 0.34 1.80 0.04 0.70 0.00
for
detailing
purpose
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 4/C-E

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 C Column 22.1 3.2
2 A Column 122.3 14.4
3 D Column 136.8 18.2
4 D1A Column 42.0 7.7
5 E Column -11.7 -1.3

Beam Mark: 1B8

GENERAL AND DIMENSION DATA

Beam Located along grid 5A/C-B
Number of Span within beam = 1
Number of Section defined by user = 1
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 963 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 500 mm
License Number: Timer-
16/19
 2 Beam Intersect Width = 125 mm, Depth = 600 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 962.5 kN 1.3 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B8 900.0 kN 0.8 0.6

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

74 2T12 74 2T12 74 2T12

226 226 226
0.40% 0.40% 0.40%

75 75 75
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 241 0.48 0.34 0.04 0.01 0.24 0.00 R6-225
1 1 2 241 722 0.48 0.34 0.03 0.01 0.24 0.00 R6-225
3 722 963 0.48 0.34 0.03 0.01 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 5A/C-B

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 C Beam 0.8 0.2
2 B Beam 0.0 0.0

Beam Mark: 1B9

License Number: Timer-
17/19
GENERAL AND DIMENSION DATA
Beam Located along grid 5A/D1-D4
Number of Span within beam = 1
Number of Section defined by user = 1
Number of Supports = 2
Beam Cantilever End = Nil.

Section Dimension Data

Length Width Begin Depth End Depth
Span Section
(mm) (mm) (mm) (mm)
1 1 1675 125 450 450

Beam Support Data

Support Type Shape/Orientation Dimensions/Material Properties
1 Beam Intersect Width = 125 mm, Depth = 600 mm
2 Beam Intersect Width = 125 mm, Depth = 450 mm

BEAM LOADING DATA

Beam Self-Weight
Section Begin Dist. End Dist. Unit DL LL
1 0.0 1675.0 kN 2.3 0

Beam FEM Loading

Beam Span Length Unit DL LL
1B9 1750.0 kN 2.5 1.2

BEAM DESIGN RESULT

Design for Flexural Reinforcement
Left Mid Right
AsReq/ AsReq/ AsReq/
Section
AsProv/ AsProv/ AsProv/
%Steel %Steel %Steel

74 2T12 74 2T12 74 2T12

226 226 226
0.40% 0.40% 0.40%

75 75 75
226 226 226
0.40% 0.40% 0.40%
2T12 2T12 2T12

AsReq : Area of Steel Required (mm²), AsProv : Area of Steel Provided (mm²), %Steel : Percentage of Steel Area Provided / Concrete Area (%)

Design for Shear and Torsion Reinforcement

Distance Concrete Strength Stress Required Rebar
Span Section Zone
Start End νcs νt,min νss νst SAs/Sv TAs/Sv Provided
1 0 419 0.47 0.34 0.11 0.00 0.24 0.00 R6-225
1 1 2 419 1256 0.47 0.34 0.08 0.00 0.24 0.00 R6-225
3 1256 1675 0.47 0.34 0.10 0.00 0.24 0.00 R6-225
Distance : Distance from left grid of section (mm)
νcs : Concrete Shear Strength (N/mm²), νt,min :Torsion Strength contributed by concrete (N/mm²)
License Number: Timer-
18/19
νss : Concrete Shear Stress (N/mm²), νst : Concrete Torsion Stress (N/mm²) - Only BS, CP and EC2
SAs/Sv : Shear Steel Area/Spacing Ratio Required for Stirrup, TAs/Sv : Torsion Steel Area/Spacing Ratio Required for Stirrup

BEAM SUPPORT REACTION TABLE

Current Beam Grid Mark: 5A/D1-D4

Beam Support Reactions

Support Reaction, kN
Support No. Grid Mark Support Type
Dead Load Live Load
1 D1 Beam 2.1 0.5
2 D3 Beam 1.8 0.4

License Number: Timer-

19/19
_____________________________________________________________________
Company Name :
Job Description :
Designed by :
Date and Time : Wednesday, September 15, 2021 6:15:59 PM
(License Number: Timer
_____________________________________________________________________

SLAB PLAN DESIGN SUMMARY REPORT: FLOOR 1B

MATERIAL AND DESIGN DATA
Code of Practice fcu (N/mm²) Ec, (N/mm²) fy (N/mm²) γc γs
BS8110 : 1997 25 22454 460 1.5 1.05

Cover (mm) Conc. Unit Weight (kN/m³) Steel Unit Weight (kg/m³)
25 24 7860

BOTTOM REINFORCEMENT AT MID SPAN

Number of Slabs on Plan = 19
Number of Slabs Pass = 19

Design Span Length, As Req,

Slab Direction Reinforcement Extra Info
Status mm mm²/m
FS1:1 Pass Parallel 2850 163 T10-250(BT) Flexural
Thk: 125 mm Perpendicular 2246 163 T10-250(BB) Flexural
FS2:1 Pass Parallel 450 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 2246 163 T10-250(BT) Flexural
FS3:1 Pass Parallel 2444*(a) 195 T10-250(BB) Flexural
Thk: 150 mm Perpendicular 4663*(a) 195 T10-250(BT) Flexural
FS3:2 Pass Parallel 2444*(a) 195 T10-250(BB) Flexural
Thk: 150 mm Perpendicular 4663*(a) 195 T10-250(BT) Flexural
FS4:1 Pass Parallel 430 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 2441 163 T10-250(BT) Flexural
FS5:1 Pass Parallel 1065 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 5485 163 T10-250(BT) Flexural
FS6:1 Pass Parallel 4109*(a) 195 T10-250(BT) Flexural
Thk: 150 mm Perpendicular 2394*(a) 195 T10-250(BB) Flexural
FS6:2 Pass Parallel 4109*(a) 195 T10-250(BT) Flexural
Thk: 150 mm Perpendicular 2394*(a) 195 T10-250(BB) Flexural
FS7:1 Pass Parallel 838 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 963 163 T10-250(BT) Flexural
FS8:1 Pass Parallel 4100 163 T10-250(BT) Flexural
Thk: 125 mm Perpendicular 963 163 T10-250(BB) Flexural
FS9:1 Pass Parallel 838 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 4013 163 T10-250(BT) Flexural
FS10:1 Pass Parallel 3938 195 T10-250(BT) Flexural
Thk: 150 mm Perpendicular 3400 195 T10-250(BB) Flexural
FS11:1 Pass Parallel 963 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 2850 163 T10-250(BT) Flexural
FS12:1 Pass Parallel 3438 260 T10-250(BB) Flexural
Thk: 200 mm Perpendicular 5178 260 T10-250(BT) Flexural
FS13:1 Pass Parallel 1950*(a) 228 T10-250(BB) Flexural
Thk: 175 mm Perpendicular 5178*(a) 228 T10-250(BT) Flexural
FS13:2 Pass Parallel 1950*(a) 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 5178*(a) 163 T10-250(BT) Flexural

License Number: Timer-

 FS13:3 Pass Parallel 1950*(a) 228 T10-250(BB) Flexural
Thk: 175 mm Perpendicular 5178*(a) 228 T10-250(BT) Flexural
FS14:1 Pass Parallel 1675 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 2850 163 T10-250(BT) Flexural
FS15:1 Pass Parallel 1813 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 3665 163 T10-250(BT) Flexural
FS16:1 Pass Parallel 963 163 T10-250(BB) Flexural
Thk: 125 mm Perpendicular 2328 163 T10-250(BT) Flexural
FS17:1 Pass Parallel 1675 163 T10-250(BT) Flexural
Thk: 125 mm Perpendicular 815 163 T10-250(BB) Flexural
FS18:1 Pass Parallel 3488 163 T10-250(BT) Flexural
Thk: 125 mm Perpendicular 1513 163 T10-250(BB) Flexural
FS19:1 Pass Parallel 1473*(b) 163 T10-250(BT) Flexural
Thk: 125 mm Perpendicular 753*(b) 163 T10-250(BB) Flexural
Remarks
*(a) Span length for slab with multiple subslabs is based on parent slab span length
*(b) Please refer deflection check calculation of cantilever span length

TOP REINFORCEMENT AT SLAB SUPPORT

Number of Slab Supports on Plan = 67
Number of Slab Supports Pass = 67

Design As
Support Slab Reinforcement Extra Info
Status Req.(mm²)
Beam Section 1: T10 - 250 mm (c/c) - TT
Pass FS1:1 163.0 Flexural
1B1(175x550) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS1:1 163.0 Flexural
Beam Section 20: (314 mm² / m)
Pass
1B20(225x550) - 1 T10 - 250 mm (c/c) - TT
FS2:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS1:1 163.0 Flexural
Beam Section 2: (314 mm² / m)
Pass
1B2A(350x600) - 2 T10 - 250 mm (c/c) - TT
FS3:2 195.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS1:1 163.0 Flexural
Beam Section 2: (314 mm² / m)
Pass
1B2(350x550/600) - 1 T10 - 250 mm (c/c) - TT
FS3:1 195.0 Flexural
(314 mm² / m)
Beam Section 16: T10 - 250 mm (c/c) - TT
Pass FS1:1 163.0 Flexural
1B16(175x550) - 1 (314 mm² / m)
Beam Section 1: T10 - 250 mm (c/c) - TT
Pass FS2:1 163.0 Flexural
1B1(175x550) - 1 (314 mm² / m)
Beam Section 21:
T10 - 250 mm (c/c) - TT
1B21(175x550/600) - Pass FS2:1 163.0 Flexural
(314 mm² / m)
1
T10 - 250 mm (c/c) - TT
FS2:1 163.0 Flexural
Beam Section 2: (314 mm² / m)
Pass
1B2A(350x600) - 2 T10 - 250 mm (c/c) - TT
FS4:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 23: FS3:1 195.0 Flexural
(314 mm² / m)
1B23(125x600/650) - Pass
T10 - 250 mm (c/c) - TT
1 FS6:1 195.0 Flexural
(314 mm² / m)
Beam Section 16: T10 - 250 mm (c/c) - TT
Pass FS3:1 195.0 Flexural
1B16(175x550) - 1 (314 mm² / m)
Beam Section 20: T10 - 250 mm (c/c) - TT
Pass FS3:2 195.0 Flexural
1B20A(225x600) - 2 (314 mm² / m)
License Number: Timer-
 T10 - 250 mm (c/c) - TT
FS4:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS3:2 195.0 Flexural
Beam Section 23: (314 mm² / m)
Pass
1B23A(125x650) - 2 T10 - 250 mm (c/c) - TT
FS6:2 195.0 Flexural
(314 mm² / m)
Beam Section 21:
T10 - 250 mm (c/c) - TT
1B21(175x550/600) - Pass FS4:1 163.0 Flexural
(314 mm² / m)
2
Beam Section 3: T10 - 250 mm (c/c) - TT
Pass FS5:1 163.0 Flexural
1B3(125x650) - 1 (314 mm² / m)
Beam Section 22: T10 - 250 mm (c/c) - TT
Pass FS5:1 163.0 Flexural
1B22(125x600) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS5:1 163.0 Flexural
Beam Section 6: (314 mm² / m)
Pass
1B6A(125x600) - 2 T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS5:1 163.0 Flexural
Beam Section 20: (314 mm² / m)
Pass
1B20B(125x450) - 3 T10 - 250 mm (c/c) - TT
FS6:2 195.0 Flexural
(314 mm² / m)
Beam Section 17: T10 - 250 mm (c/c) - TT
Pass FS6:1 195.0 Flexural
1B17A(125x450) - 2 (314 mm² / m)
Beam Section 4: T10 - 250 mm (c/c) - TT
Pass FS7:1 163.0 Flexural
1B4(125x450) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS7:1 163.0 Flexural
Beam Section 14: (314 mm² / m)
Pass
1B14(125x450) - 1 T10 - 250 mm (c/c) - TT
FS8:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS7:1 163.0 Flexural
Beam Section 5: (314 mm² / m)
Pass
1B5(125x450) - 1 T10 - 250 mm (c/c) - TT
FS9:1 163.0 Flexural
(314 mm² / m)
Beam Section 13:
T10 - 250 mm (c/c) - TT
1B13(125x450/600) - Pass FS7:1 163.0 Flexural
(314 mm² / m)
1
Beam Section 4: T10 - 250 mm (c/c) - TT
Pass FS8:1 163.0 Flexural
1B4(125x450) - 1 (314 mm² / m)
Beam Section 5: T10 - 250 mm (c/c) - TT
Pass FS8:1 163.0 Flexural
1B5A(125x600) - 2 (314 mm² / m)
Beam Section 14: T10 - 250 mm (c/c) - TT
Pass FS9:1 163.0 Flexural
1B14A(125x600) - 2 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS9:1 163.0 Flexural
Beam Section 7: (314 mm² / m)
Pass
1B7(125x600) - 1 T10 - 250 mm (c/c) - TT
FS12:1 260.0 Flexural
(314 mm² / m)
Beam Section 13:
T10 - 250 mm (c/c) - TT
1B13(125x450/600) - Pass FS9:1 163.0 Flexural
(314 mm² / m)
1
Beam Section 22: T10 - 250 mm (c/c) - TT
Pass FS10:1 195.0 Flexural
1B22(125x600) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
Beam Section 7: (314 mm² / m)
Pass
1B7C(125x450) - 4 T10 - 250 mm (c/c) - TT
FS15:1 163.0 Flexural
(314 mm² / m)
Beam Section 17: T10 - 250 mm (c/c) - TT
Pass FS10:1 195.0 Flexural
1B17A(125x450) - 3 (314 mm² / m)
Beam Section 7: Pass FS11:1 163.0 T10 - 250 mm (c/c) - TT Flexural
License Number: Timer-
 1B7(125x600) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS11:1 163.0 Flexural
Beam Section 8: (314 mm² / m)
Pass
1B8(125x450) - 1 T10 - 250 mm (c/c) - TT
FS16:1 163.0 Flexural
(314 mm² / m)
Beam Section 12: T10 - 250 mm (c/c) - TT
Pass FS11:1 163.0 Flexural
1B12(125x500) - 1 (314 mm² / m)
Beam Section 7: T10 - 250 mm (c/c) - TT
Pass FS12:1 260.0 Flexural
1B7A(125x550) - 2 (314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 15: FS12:1 260.0 Flexural
(314 mm² / m)
1B15(225x400/450) - Pass
T10 - 250 mm (c/c) - TT
1 FS13:2 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 15: FS12:1 260.0 Flexural
(314 mm² / m)
1B15(225x400/450) - Pass
T10 - 250 mm (c/c) - TT
2 FS13:1 228.0 Flexural
(314 mm² / m)
Beam Section 11:
T10 - 250 mm (c/c) - TT
1B11A(125x600/650) Pass FS12:1 260.0 Flexural
(314 mm² / m)
-2
Beam Section 11: T10 - 250 mm (c/c) - TT
Pass FS13:1 228.0 Flexural
1B11B(125x600) - 3 (314 mm² / m)
Beam Section 7: T10 - 250 mm (c/c) - TT
Pass FS13:2 163.0 Flexural
1B7A(125x550) - 2 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS14:1 163.0 Flexural
Beam Section 9: (314 mm² / m)
Pass
1B9(125x450) - 1 T10 - 250 mm (c/c) - TT
FS17:1 163.0 Flexural
(314 mm² / m)
Beam Section 22: T10 - 250 mm (c/c) - TT
Pass FS15:1 163.0 Flexural
1B22(125x600) - 1 (314 mm² / m)
Beam Section 11: T10 - 250 mm (c/c) - TT
Pass FS16:1 163.0 Flexural
1B11(125x500) - 1 (314 mm² / m)
Beam Section 12: T10 - 250 mm (c/c) - TT
Pass FS16:1 163.0 Flexural
1B12(125x500) - 2 (314 mm² / m)
Beam Section 11: T10 - 250 mm (c/c) - TT
Pass FS18:1 163.0 Flexural
1B11D(125x600) - 5 (314 mm² / m)
Beam Section 11: T10 - 250 mm (c/c) - TT
Pass FS18:1 163.0 Flexural
1B11C(125x600) - 4 (314 mm² / m)
Beam Section 11: T10 - 250 mm (c/c) - TT
Pass FS19:1 163.0 Flexural
1B11D(125x600) - 5 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS18:1 163.0 Flexural
Beam Section 22: (314 mm² / m)
Pass
1B22(125x600) - 1 T10 - 250 mm (c/c) - TT
FS19:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS13:1 228.0 Flexural
Beam Section 18: (314 mm² / m)
Pass
1B18(125x600) - 1 T10 - 250 mm (c/c) - TT
FS18:1 163.0 Flexural
(314 mm² / m)
Beam Section 22: T10 - 250 mm (c/c) - TT
Pass FS18:1 163.0 Flexural
1B22(125x600) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS17:1 163.0 Flexural
Beam Section 10: (314 mm² / m)
Pass
1B10(125x450) - 1 T10 - 250 mm (c/c) - TT
FS18:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS13:1 228.0 Flexural
Beam Section 18: (314 mm² / m)
Pass
1B18(125x600) - 1 T10 - 250 mm (c/c) - TT
FS17:1 163.0 Flexural
(314 mm² / m)
License Number: Timer-
 T10 - 250 mm (c/c) - TT
FS15:1 163.0 Flexural
Beam Section 19: (314 mm² / m)
Pass
1B19(125x450) - 1 T10 - 250 mm (c/c) - TT
FS17:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 13: FS12:1 260.0 Flexural
(314 mm² / m)
1B13(125x450/600) - Pass
T10 - 250 mm (c/c) - TT
2 FS16:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS15:1 163.0 Flexural
Beam Section 10: (314 mm² / m)
Pass
1B10(125x450) - 1 T10 - 250 mm (c/c) - TT
FS18:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
Beam Section 7: (314 mm² / m)
Pass
1B7B(125x600) - 3 T10 - 250 mm (c/c) - TT
FS15:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS14:1 163.0 Flexural
Beam Section 19: (314 mm² / m)
Pass
1B19(125x450) - 1 T10 - 250 mm (c/c) - TT
FS15:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
Beam Section 7: (314 mm² / m)
Pass
1B7B(125x600) - 3 T10 - 250 mm (c/c) - TT
FS14:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS13:3 228.0 Flexural
Beam Section 18: (314 mm² / m)
Pass
1B18(125x600) - 1 T10 - 250 mm (c/c) - TT
FS14:1 163.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
Beam Section 7: (314 mm² / m)
Pass
1B7B(125x600) - 3 T10 - 250 mm (c/c) - TT
FS13:3 228.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 13: FS11:1 163.0 Flexural
(314 mm² / m)
1B13(125x450/600) - Pass
T10 - 250 mm (c/c) - TT
2 FS12:1 260.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
FS6:2 195.0 Flexural
Beam Section 6: (314 mm² / m)
Pass
1B6(125x600) - 1 T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
(314 mm² / m)
T10 - 250 mm (c/c) - TT
Beam Section 17: FS6:1 195.0 Flexural
(314 mm² / m)
1B17(125x550/600) - Pass
T10 - 250 mm (c/c) - TT
1 FS8:1 163.0 Flexural
(314 mm² / m)
Beam Section 17:
T10 - 250 mm (c/c) - TT
1B17(125x550/600) - Pass FS6:1 195.0 Flexural
(314 mm² / m)
1
T10 - 250 mm (c/c) - TT
FS6:1 195.0 Flexural
Beam Section 6: (314 mm² / m)
Pass
1B6(125x600) - 1 T10 - 250 mm (c/c) - TT
FS10:1 195.0 Flexural
(314 mm² / m)
Beam Section 23: T10 - 250 mm (c/c) - TT
Pass FS5:1 163.0 Flexural
1B23A(125x650) - 3 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS4:1 163.0 Flexural
Beam Section 23: (314 mm² / m)
Pass
1B23A(125x650) - 3 T10 - 250 mm (c/c) - TT
FS5:1 163.0 Flexural
(314 mm² / m)
Beam Section 18: Pass FS13:1 228.0 T10 - 250 mm (c/c) - TT Flexural
License Number: Timer-
 1B18(125x600) - 1 (314 mm² / m)
T10 - 250 mm (c/c) - TT
FS14:1 163.0 Flexural
(314 mm² / m)

License Number: Timer-