Structural Design and Analysis

8/22/2019 Structural Design and Analysis

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Appendices 54

B. STRUCTURAL DESIGN AND ANALYSIS

DESIGN PARAMETER

1] Design Codes:

ACI 318-95 Building Code Requirement for Reinforce Concrete

UBC 1997 Uniform Building Code

NSCP 6TH EDITION National Structural Code of the Philippines 2010

ASTM C33 Standard Specifications for Concrete Aggregates

PNS 16 Philippine National Standard for C.H.B

AISC-LRFD 99

2] Design Material Strength

fc 25 mpa For all concrete sections without honeycomb and

conformed to 40% by wt. water cement ratio

(Footing,Column,Slab and Beam)

fy 415 mpa For deformed reinforcing bars(for beam B1

450 x 680 ONLY, note use fy 275 mpa for stirrup)

fy 275 mpa For all deformed reinforcing bars

(Footing,Column,Slab and Beam Rebars)

Note 1: Material strength provided above shall be maintained

in the construction.

Compression testing for concrete and tensile for

steel shall be conducted to maintained structural

stability of the design.

Note 2: Frame analysis and design results are purely based on

code and material strength mention above.


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Appendices 55

3] Design Loads

3.1 Dead Loads

a. concrete 23.56 kN/m3

b. structural steel 78.60 kN/m3

c. floor finishing 1.53 kPa

d. ceiling 0.38 kPa

e. construction loads 0.20 kPa

f. CHB 5 2.75 kPa

g. soil 16.00 kN/m3

i. water 9.81 kN/m3

3.2 Live Loads

a. roof 0.75 kPa

b. pedestrian walkways 4.80 kPa

3.3 Wind Loads

Where: Velocity pressure @ height z for

windward wall at height z above the ground

Velocity pressure @ height z = hFor leeward wall, side walls and roof

at mean roof height

Product of external pressure coefficient andgust effect factor

Product of internal pressure coefficient andgust effect factor


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Appendices 56

Velocity Pressure

Velocity pressure exposure coefficient but

Shall not be less than 1.0

Basic wind speed Importance factor

3.4 Earthquake Load

Base shear

Where: Effective weight at a given mode

Gravitational acceleration Spectral acceleration at a given mode

Where: Natural period of vibration Spectral velocity taken from response spectrum

Where: Seismic deal load at level i Mode shape at level i

Lateral force at level i

[ ]


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Appendices 57

SEISMIC ANALYSIS

ETABS v9.6.0 File:OVERPASS Units: KN-m April 20, 2013 20:38

PROJECT INFORMATION PROPOSED OVERPASS

ETABS v9.6.0 File:OVERPASS Units:KN-m April 20, 2013 20:38

S T O R Y D A T A

STORY SIMILAR TO HEIGHT ELEVATION

STORY2 None 3.000 8.100

STORY1 STORY2 5.100 5.100

BASE None 0.000

ETABS v9.6.0 File:OVERPASS Units:KN-m April 20, 2013 20:38

S T A T I C L O A D C A S E S

STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL

CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION

DEAD DEAD N/A 1.0000

LIVE LIVE N/A 0.0000EQY QUAKE UBC97 0.0000

EQX QUAKE UBC97 0.0000

ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38

A U T O S E I S M I C U B C 9 7

Case: EQX


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Appendices 58

AUTO SEISMIC INPUT DATA

Direction: X

Typical Eccentricity = 5%

Eccentricity Overrides: No

Period Calculation: Program Calculated

Ct = 0.035 (in feet units)

Top Story: STORY2

Bottom Story: BASE

R = 8.5

I = 1

hn = 8.100 (Building Height)

Soil Profile Type = SC

Z = 0.4

Ca = 0.4400

Cv = 0.7467

Seismic Source Type = B

Distance to Source = 4 km

Na = 1.1000

Nv = 1.3333

AUTO SEISMIC CALCULATION FORMULAS

Ta = Ct (hn^(3/4))

If Z >= 0.35 (Zone 4) then: If Tetabs


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Appendices 59

Ft Used = 0.00

AUTO SEISMIC STORY FORCES

STORY FX FY FZ MX MY MZ

STORY2 121.07 0.00 0.00 0.000 0.000 -242.131

STORY1 217.67 0.00 0.00 0.000 0.000 -435.341


A U T O S E I S M I C U B C 9 7

Case: EQY

AUTO SEISMIC INPUT DATA

Direction: Y

Typical Eccentricity = 5%

Eccentricity Overrides: No

Period Calculation: Program Calculated

Ct = 0.035 (in feet units)

Top Story: STORY2

Bottom Story: BASE

R = 8.5

I = 1

hn = 8.100 (Building Height)

Soil Profile Type = SC

Z = 0.4

Ca = 0.4400

Cv = 0.7467

Seismic Source Type = B

Distance to Source = 4 km

Na = 1.1000

Nv = 1.3333

AUTO SEISMIC CALCULATION FORMULAS

Ta = Ct (hn^(3/4))

If Z >= 0.35 (Zone 4) then: If Tetabs


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Appendices 60

If T > 0.7 sec, then Ft = 0.07 T V


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Appendices 61

Mode 10 0.03529 28.33934 178.06135

Mode 11 0.02782 35.94756 225.86518

Mode 12 0.02508 39.87111 250.51760


M O D A L P A R T I C I P A T I N G M A S S R A T I O S

MODE X-TRANS Y-TRANS Z-TRANS RX-ROTN RY-ROTN RZ-ROTN

NUMBER %MASS %MASS %MASS %MASS %MASS %MASS

Mode 1 0.00 < 0> 99.85 0.00 < 0> 96.74 < 97> 0.00 < 0> 0.00 < 0>

Mode 2 99.92 0.00 0.00 < 0> 0.00 < 97> 96.33 < 96> 0.00 < 0>

Mode 3 0.00 0.00 0.00 < 0> 0.00 < 97> 0.00 < 96> 99.73

Mode 4 0.00 0.00 0.00 < 0> 0.00 < 97> 0.00 < 96> 0.27

Mode 5 0.00 0.15 0.00 < 0> 3.26 0.00 < 96> 0.00

Mode 6 0.08 0.00 0.00 < 0> 0.00 3.67 0.00

Mode 7 0.00 0.00 0.00 < 0> 0.00 0.00 0.00

Mode 8 0.00 0.00 0.00 < 0> 0.00 0.00 0.00

Mode 9 0.00 0.00 0.00 < 0> 0.00 0.00 0.00

Mode 10 0.00 0.00 0.00 < 0> 0.00 0.00 0.00

Mode 11 0.00 0.00 0.00 < 0> 0.00 0.00 0.00

Mode 12 0.00 0.00 0.00 < 0> 0.00 0.00 0.00


M O D A L L O A D P A R T I C I P A T I O N R A T I O S(STATIC AND DYNAMIC RATIOS ARE IN PERCENT)

TYPE NAME STATIC DYNAMIC

Load DEAD 0.0031 0.0000

Load LIVE 0.0000 0.0000

Load EQY 100.0000 100.0000

Load EQX 100.0000 100.0000

Accel UX 100.0000 100.0000

Accel UY 100.0000 100.0000

Accel UZ 0.0000 0.0000

Accel RX 100.0000 100.0000

Accel RY 100.0000 100.0000

Accel RZ 100.0000 100.0000


TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN

LOAD FX FY FZ MX MY MZ

DEAD -1.185E-14 1.713E-14 2.725E+03 5.450E+03 -4.905E+04 4.624E-13

LIVE 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

EQY 3.684E-11 -3.387E+02 -6.321E-14 2.091E+03 2.811E-10 -6.097E+03

EQX -3.387E+02 3.471E-11 -1.620E-12 -2.709E-10 -2.091E+03 6.775E+02

ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38 PAGE 12

S T O R Y F O R C E S

STORY LOAD P VX VY T MX MY

STORY2 EQY -1.877E-13 2.988E-11 -1.211E+02 -2.179E+03 3.632E+02 9.500E-11

STORY1 EQY -6.321E-14 3.684E-11 -3.387E+02 -6.097E+03 2.091E+03 2.811E-10

STORY2 EQX -8.147E-13 -1.211E+02 3.075E-11 2.421E+02 -9.343E-11 -3.632E+02

STORY1 EQX -1.620E-12 -3.387E+02 3.471E-11 6.775E+02 -2.709E-10 -2.091E+03


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Appendices 62


STORY DRIFTS

STORY DIRECTION LOAD MAX DRIFT

STORY2 Y EQY 1/616STORY1 Y EQY 1/122

STORY2 X EQX 1/902

STORY1 X EQX 1/124

Staad.pro analysis-frame analysis

Reactions

Horizontal Vertical Horizontal Moment

Node L/CFX

(kN)FY

(kN)FZ

(kN)MX

(kNm)MY

(kNm)MZ

(kNm)

2 1:DEAD 42.744 533.863 0.000 0.000 0.000 -67.427

2:LIVE 18.929 213.878 0.000 0.000 0.000 -29.889

3:E1 -77.419 -35.205 0.000 0.000 0.000 197.513

4:E2 77.011 33.836 0.000 0.000 0.000 -196.187

5 1:DEAD 0.000 908.443 0.000 0.000 0.000 -0.000

2:LIVE 0.000 388.083 0.000 0.000 0.000 -0.000

3:E1 -89.270 1.369 0.000 0.000 0.000 215.877

4:E2 89.270 1.369 0.000 0.000 0.000 -215.877

8 1:DEAD -42.744 533.863 0.000 0.000 0.000 67.427

2:LIVE -18.929 213.878 0.000 0.000 0.000 29.889

3:E1 -77.011 33.836 0.000 0.000 0.000 196.187

4:E2 77.419 -35.205 0.000 0.000 0.000 -197.513

Beam Maximum Moments

Distances to maxima are given from beam end A.

Beam Node ALength

(m)L/C

d(m)

Max My(kNm)

d(m)

Max Mz(kNm)

1 10 3.000 1:DEAD Max -ve 0.000 0.000 3.000 228.863

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 3.000 112.725

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 2.750 0.000

Max +ve 0.000 0.000 0.000 -0.000


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Appendices 63

4:E2 Max -ve 0.000 0.000 3.000 -0.000

Max +ve 0.000 0.000 2.750 -0.000

2 11 5.000 1:DEAD Max -ve 0.000 0.000 0.000 389.779

Max +ve 0.000 0.000 5.000 -628.756

2:LIVE Max -ve 0.000 0.000 0.000 188.109

Max +ve 0.000 0.000 5.000 -275.724

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -201.858

4:E2 Max -ve 0.000 0.000 0.000 197.638

Max +ve 0.000 0.000

3 12 5.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.833 -620.664

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 1.250 -279.480

3:E1 Max -ve 0.000 0.000 5.000 28.227

Max +ve 0.000 0.000 0.000 -105.283

4:E2 Max -ve 0.000 0.000 0.000 100.386

Max +ve 0.000 0.000 5.000 -28.081

4 13 5.000 1:DEAD Max -ve 0.000 0.000 5.000 1.2E 3

Max +ve 0.000 0.000 0.000 -404.145

2:LIVE Max -ve 0.000 0.000 5.000 538.976

Max +ve 0.000 0.000 0.000 -169.189

3:E1 Max -ve 0.000 0.000 5.000 127.005

Max +ve 0.000 0.000 0.000 -13.3884:E2 Max -ve 0.000 0.000 0.000 11.997

Max +ve 0.000 0.000 5.000 -122.568

5 14 5.000 1:DEAD Max -ve 0.000 0.000 0.000 1.2E 3

Max +ve 0.000 0.000 5.000 -404.145

2:LIVE Max -ve 0.000 0.000 0.000 538.976

Max +ve 0.000 0.000 5.000 -169.189

3:E1 Max -ve 0.000 0.000 5.000 11.997

Max +ve 0.000 0.000 0.000 -122.568

4:E2 Max -ve 0.000 0.000 0.000 127.005

Max +ve 0.000 0.000 5.000 -13.388

6 15 5.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 4.167 -620.664

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 3.750 -279.480

3:E1 Max -ve 0.000 0.000 5.000 100.386Max +ve 0.000 0.000 0.000 -28.081

4:E2 Max -ve 0.000 0.000 0.000 28.227

Max +ve 0.000 0.000 5.000 -105.283

7 16 5.000 1:DEAD Max -ve 0.000 0.000 5.000 389.779

Max +ve 0.000 0.000 0.000 -628.756

2:LIVE Max -ve 0.000 0.000 5.000 188.109

Max +ve 0.000 0.000 0.000 -275.724

3:E1 Max -ve 0.000 0.000 5.000 197.638

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -201.858

8 17 3.000 1:DEAD Max -ve 0.000 0.000 0.000 228.863

Max +ve 0.000 0.000 3.000 -0.000

2:LIVE Max -ve 0.000 0.000 0.000 112.725

Max +ve 0.000 0.000 3.000 -0.0003:E1 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000 3.000 -0.000

4:E2 Max -ve 0.000 0.000 2.750 0.000

Max +ve 0.000 0.000 3.000 -0.000

9 19 3.000 1:DEAD Max -ve 0.000 0.000 3.000 97.928

Max +ve 0.000 0.000 0.000 -0.000

2:LIVE Max -ve 0.000 0.000 3.000 9.510

Max +ve 0.000 0.000 0.000 -0.000

3:E1 Max -ve 0.000 0.000 3.000 -0.000

Max +ve 0.000 0.000 0.000 -0.000


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Appendices 64

4:E2 Max -ve 0.000 0.000 3.000 0.000

Max +ve 0.000 0.000 2.750 -0.000

10 20 5.000 1:DEAD Max -ve 0.000 0.000 0.000 104.406

Max +ve 0.000 0.000 4.583 -31.015

2:LIVE Max -ve 0.000 0.000 0.000 20.986

Max +ve 0.000 0.000 5.000 -17.848

3:E1 Max -ve 0.000 0.000 5.000 14.979

Max +ve 0.000 0.000 0.000 -24.854

4:E2 Max -ve 0.000 0.000 0.000 21.881

Max +ve 0.000 0.000 5.000 -13.262

11 21 5.000 1:DEAD Max -ve 0.000 0.000 5.000 22.498

Max +ve 0.000 0.000 2.083 -31.317

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.417 -9.538

3:E1 Max -ve 0.000 0.000 5.000 20.572

Max +ve 0.000 0.000 0.000 -21.943

4:E2 Max -ve 0.000 0.000 0.000 20.960

Max +ve 0.000 0.000 5.000 -19.755

12 22 5.000 1:DEAD Max -ve 0.000 0.000 5.000 72.049

Max +ve 0.000 0.000 1.250 -13.477

2:LIVE Max -ve 0.000 0.000 5.000 23.214

Max +ve 0.000 0.000 0.000 -11.953

3:E1 Max -ve 0.000 0.000 5.000 17.923

Max +ve 0.000 0.000 0.000 -17.7104:E2 Max -ve 0.000 0.000 0.000 17.120

Max +ve 0.000 0.000 5.000 -17.497

13 23 5.000 1:DEAD Max -ve 0.000 0.000 0.000 72.049

Max +ve 0.000 0.000 3.750 -13.477

2:LIVE Max -ve 0.000 0.000 0.000 23.214

Max +ve 0.000 0.000 5.000 -11.953

3:E1 Max -ve 0.000 0.000 5.000 17.120

Max +ve 0.000 0.000 0.000 -17.497

4:E2 Max -ve 0.000 0.000 0.000 17.923

Max +ve 0.000 0.000 5.000 -17.710

14 24 5.000 1:DEAD Max -ve 0.000 0.000 0.000 22.498

Max +ve 0.000 0.000 2.917 -31.317

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 4.583 -9.538

3:E1 Max -ve 0.000 0.000 5.000 20.960Max +ve 0.000 0.000 0.000 -19.755

4:E2 Max -ve 0.000 0.000 0.000 20.572

Max +ve 0.000 0.000 5.000 -21.943

15 25 5.000 1:DEAD Max -ve 0.000 0.000 5.000 104.406

Max +ve 0.000 0.000 0.417 -31.015

2:LIVE Max -ve 0.000 0.000 5.000 20.986

Max +ve 0.000 0.000 0.000 -17.848

3:E1 Max -ve 0.000 0.000 5.000 21.881

Max +ve 0.000 0.000 0.000 -13.262

4:E2 Max -ve 0.000 0.000 0.000 14.979

Max +ve 0.000 0.000 5.000 -24.854

16 26 3.000 1:DEAD Max -ve 0.000 0.000 0.000 97.928

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 9.510

Max +ve 0.000 0.000 3.000 -0.0003:E1 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000 3.000 -0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

18 2 4.800 1:DEAD Max -ve 0.000 0.000 4.800 137.742

Max +ve 0.000 0.000 0.000 -67.427

2:LIVE Max -ve 0.000 0.000 4.800 60.971

Max +ve 0.000 0.000 0.000 -29.889

3:E1 Max -ve 0.000 0.000 0.000 197.513

Max +ve 0.000 0.000 4.800 -174.096


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Appendices 65

4:E2 Max -ve 0.000 0.000 4.800 173.468

Max +ve 0.000 0.000 0.000 -196.187

21 5 4.800 1:DEAD Max -ve 0.000 0.000 4.800 0.000

Max +ve 0.000 0.000 0.000 -0.000

2:LIVE Max -ve 0.000 0.000 4.800 0.000

Max +ve 0.000 0.000 0.000 -0.000

3:E1 Max -ve 0.000 0.000 0.000 215.877

Max +ve 0.000 0.000 4.800 -212.620

4:E2 Max -ve 0.000 0.000 4.800 212.620

Max +ve 0.000 0.000 0.000 -215.877

24 8 4.800 1:DEAD Max -ve 0.000 0.000 0.000 67.427

Max +ve 0.000 0.000 4.800 -137.742

2:LIVE Max -ve 0.000 0.000 0.000 29.889

Max +ve 0.000 0.000 4.800 -60.971

3:E1 Max -ve 0.000 0.000 0.000 196.187

Max +ve 0.000 0.000 4.800 -173.468

4:E2 Max -ve 0.000 0.000 4.800 174.096

Max +ve 0.000 0.000 0.000 -197.513

27 11 3.000 1:DEAD Max -ve 0.000 0.000 3.000 6.479

Max +ve 0.000 0.000 0.000 -23.174

2:LIVE Max -ve 0.000 0.000 3.000 11.476

Max +ve 0.000 0.000 0.000 -14.413

3:E1 Max -ve 0.000 0.000 0.000 27.762

Max +ve 0.000 0.000 3.000 -24.8544:E2 Max -ve 0.000 0.000 3.000 21.881

Max +ve 0.000 0.000 0.000 -24.170

28 12 3.000 1:DEAD Max -ve 0.000 0.000 3.000 23.020

Max +ve 0.000 0.000 0.000 -22.211

2:LIVE Max -ve 0.000 0.000 3.000 8.385

Max +ve 0.000 0.000 0.000 -8.945

3:E1 Max -ve 0.000 0.000 0.000 39.617

Max +ve 0.000 0.000 3.000 -36.923

4:E2 Max -ve 0.000 0.000 3.000 34.222

Max +ve 0.000 0.000 0.000 -36.788

29 13 3.000 1:DEAD Max -ve 0.000 0.000 0.000 30.161

Max +ve 0.000 0.000 3.000 -27.395

2:LIVE Max -ve 0.000 0.000 0.000 13.325

Max +ve 0.000 0.000 3.000 -11.908

3:E1 Max -ve 0.000 0.000 0.000 41.615Max +ve 0.000 0.000 3.000 -38.282

4:E2 Max -ve 0.000 0.000 3.000 36.874

Max +ve 0.000 0.000 0.000 -40.078

30 14 3.000 1:DEAD Max -ve 0.000 0.000 3.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

2:LIVE Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000 3.000 -0.000

3:E1 Max -ve 0.000 0.000 0.000 36.954

Max +ve 0.000 0.000 3.000 -35.420

4:E2 Max -ve 0.000 0.000 3.000 35.420

Max +ve 0.000 0.000 0.000 -36.954

31 15 3.000 1:DEAD Max -ve 0.000 0.000 3.000 27.395

Max +ve 0.000 0.000 0.000 -30.161

2:LIVE Max -ve 0.000 0.000 3.000 11.908

Max +ve 0.000 0.000 0.000 -13.3253:E1 Max -ve 0.000 0.000 0.000 40.078

Max +ve 0.000 0.000 3.000 -36.874

4:E2 Max -ve 0.000 0.000 3.000 38.282

Max +ve 0.000 0.000 0.000 -41.615

32 16 3.000 1:DEAD Max -ve 0.000 0.000 0.000 22.211

Max +ve 0.000 0.000 3.000 -23.020

2:LIVE Max -ve 0.000 0.000 0.000 8.945

Max +ve 0.000 0.000 3.000 -8.385

3:E1 Max -ve 0.000 0.000 0.000 36.788

Max +ve 0.000 0.000 3.000 -34.222


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Appendices 66

4:E2 Max -ve 0.000 0.000 3.000 36.923

Max +ve 0.000 0.000 0.000 -39.617

33 17 3.000 1:DEAD Max -ve 0.000 0.000 0.000 23.174

Max +ve 0.000 0.000 3.000 -6.479

2:LIVE Max -ve 0.000 0.000 0.000 14.413

Max +ve 0.000 0.000 3.000 -11.476

3:E1 Max -ve 0.000 0.000 0.000 24.170

Max +ve 0.000 0.000 3.000 -21.881

4:E2 Max -ve 0.000 0.000 3.000 24.854

Max +ve 0.000 0.000 0.000 -27.762

Beam Maximum Shear Forces


Beam Node ALength

(m)L/C

d(m)

Max Fz(kN)

d(m)

Max Fy(kN)

1 10 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 3.000 -121.975

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 3.000 -63.450

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.0004:E2 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000

2 11 5.000 1:DEAD Max -ve 0.000 0.000 0.000 279.853

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 135.892

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -27.238

4:E2 Max -ve 0.000 0.000 0.000 26.808

Max +ve 0.000 0.000

3 12 5.000 1:DEAD Max -ve 0.000 0.000 0.000 29.634

Max +ve 0.000 0.000 5.000 -122.658

2:LIVE Max -ve 0.000 0.000 0.000 20.942

Max +ve 0.000 0.000 5.000 -65.308

3:E1 Max -ve 0.000 0.000Max +ve 0.000 0.000 0.000 -26.702

4:E2 Max -ve 0.000 0.000 0.000 25.693

Max +ve 0.000 0.000

4 13 5.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -396.738

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -184.758

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -28.079

4:E2 Max -ve 0.000 0.000 0.000 26.913

Max +ve 0.000 0.000

5 14 5.000 1:DEAD Max -ve 0.000 0.000 0.000 396.738

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 184.758

Max +ve 0.000 0.0003:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -26.913

4:E2 Max -ve 0.000 0.000 0.000 28.079

Max +ve 0.000 0.000

6 15 5.000 1:DEAD Max -ve 0.000 0.000 0.000 122.658

Max +ve 0.000 0.000 5.000 -29.634

2:LIVE Max -ve 0.000 0.000 0.000 65.308

Max +ve 0.000 0.000 5.000 -20.942

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -25.693


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Appendices 67

4:E2 Max -ve 0.000 0.000 0.000 26.702

Max +ve 0.000 0.000

7 16 5.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -279.853

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -135.892

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -26.808

4:E2 Max -ve 0.000 0.000 0.000 27.238

Max +ve 0.000 0.000

8 17 3.000 1:DEAD Max -ve 0.000 0.000 0.000 121.975

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 63.450

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

9 19 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 3.000 -50.445

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 3.000 -4.520

3:E1 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000 0.000 0.0004:E2 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000

10 20 5.000 1:DEAD Max -ve 0.000 0.000 0.000 56.745

Max +ve 0.000 0.000 5.000 -2.597

2:LIVE Max -ve 0.000 0.000 0.000 10.017

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -7.967

4:E2 Max -ve 0.000 0.000 0.000 7.028

Max +ve 0.000 0.000

11 21 5.000 1:DEAD Max -ve 0.000 0.000 0.000 23.583

Max +ve 0.000 0.000 5.000 -35.759

2:LIVE Max -ve 0.000 0.000 0.000 0.366

Max +ve 0.000 0.000 5.000 -4.134

3:E1 Max -ve 0.000 0.000Max +ve 0.000 0.000 0.000 -8.503

4:E2 Max -ve 0.000 0.000 0.000 8.143

Max +ve 0.000 0.000

12 22 5.000 1:DEAD Max -ve 0.000 0.000 0.000 14.282

Max +ve 0.000 0.000 5.000 -45.060

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -9.283

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -7.127

4:E2 Max -ve 0.000 0.000 0.000 6.923

Max +ve 0.000 0.000

13 23 5.000 1:DEAD Max -ve 0.000 0.000 0.000 45.060

Max +ve 0.000 0.000 5.000 -14.282

2:LIVE Max -ve 0.000 0.000 0.000 9.283

Max +ve 0.000 0.0003:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -6.923

4:E2 Max -ve 0.000 0.000 0.000 7.127

Max +ve 0.000 0.000

14 24 5.000 1:DEAD Max -ve 0.000 0.000 0.000 35.759

Max +ve 0.000 0.000 5.000 -23.583

2:LIVE Max -ve 0.000 0.000 0.000 4.134

Max +ve 0.000 0.000 5.000 -0.366

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -8.143


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Appendices 68

4:E2 Max -ve 0.000 0.000 0.000 8.503

Max +ve 0.000 0.000

15 25 5.000 1:DEAD Max -ve 0.000 0.000 0.000 2.597

Max +ve 0.000 0.000 5.000 -56.745

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 5.000 -10.017

3:E1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -7.028

4:E2 Max -ve 0.000 0.000 0.000 7.967

Max +ve 0.000 0.000

16 26 3.000 1:DEAD Max -ve 0.000 0.000 0.000 50.445

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 4.520

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

18 2 4.800 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -42.744

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -18.929

3:E1 Max -ve 0.000 0.000 0.000 77.419

Max +ve 0.000 0.0004:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -77.011

21 5 4.800 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

3:E1 Max -ve 0.000 0.000 0.000 89.270

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -89.270

24 8 4.800 1:DEAD Max -ve 0.000 0.000 0.000 42.744

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 18.929

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 77.011Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -77.419

27 11 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -9.884

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -8.630

3:E1 Max -ve 0.000 0.000 0.000 17.539

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -15.350

28 12 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -15.077

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -5.7773:E1 Max -ve 0.000 0.000 0.000 25.513

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -23.670

29 13 3.000 1:DEAD Max -ve 0.000 0.000 0.000 19.185

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 8.411

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 26.632

Max +ve 0.000 0.000


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Appendices 69

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -25.651

30 14 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -0.000

2:LIVE Max -ve 0.000 0.000 0.000 0.000

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 24.125

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -24.125

31 15 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -19.185

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -8.411

3:E1 Max -ve 0.000 0.000 0.000 25.651

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -26.632

32 16 3.000 1:DEAD Max -ve 0.000 0.000 0.000 15.077

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 5.777

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 23.670

Max +ve 0.000 0.0004:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -25.513

33 17 3.000 1:DEAD Max -ve 0.000 0.000 0.000 9.884

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 8.630

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000 0.000 15.350

Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -17.539

Beam Maximum Axial Forces


Beam Node ALength

(m)L/C

d(m)

Max Fx(kN)

1 10 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000

3:E1 Max -ve

Max +ve 0.000 -0.000

4:E2 Max -ve 0.000 0.000

Max +ve

2 11 5.000 1:DEAD Max -ve 0.000 32.859

Max +ve

2:LIVE Max -ve 0.000 10.299

Max +ve3:E1 Max -ve 0.000 25.340

Max +ve

4:E2 Max -ve 0.000 61.661

Max +ve

3 12 5.000 1:DEAD Max -ve 0.000 17.783

Max +ve

2:LIVE Max -ve 0.000 4.523

Max +ve

3:E1 Max -ve 0.000 50.854

Max +ve


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Appendices 70

4:E2 Max -ve 0.000 37.991

Max +ve

4 13 5.000 1:DEAD Max -ve 0.000 36.968

Max +ve

2:LIVE Max -ve 0.000 12.934

Max +ve

3:E1 Max -ve 0.000 77.486

Max +ve

4:E2 Max -ve 0.000 12.341

Max +ve

5 14 5.000 1:DEAD Max -ve 0.000 36.968

Max +ve

2:LIVE Max -ve 0.000 12.934

Max +ve

3:E1 Max -ve 0.000 12.341

Max +ve

4:E2 Max -ve 0.000 77.486

Max +ve

6 15 5.000 1:DEAD Max -ve 0.000 17.783

Max +ve

2:LIVE Max -ve 0.000 4.523

Max +ve

3:E1 Max -ve 0.000 37.991

Max +ve4:E2 Max -ve 0.000 50.854

Max +ve

7 16 5.000 1:DEAD Max -ve 0.000 32.859

Max +ve

2:LIVE Max -ve 0.000 10.299

Max +ve

3:E1 Max -ve 0.000 61.661

Max +ve

4:E2 Max -ve 0.000 25.340

Max +ve

8 17 3.000 1:DEAD Max -ve

Max +ve 0.000 -0.000

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000

3:E1 Max -veMax +ve 0.000 -0.000

4:E2 Max -ve

Max +ve 0.000 -0.000

9 19 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve

2:LIVE Max -ve

Max +ve 0.000 -0.000

3:E1 Max -ve 0.000 0.000

Max +ve

4:E2 Max -ve 0.000 0.000

Max +ve 0.000 0.000

10 20 5.000 1:DEAD Max -ve 0.000 9.884

Max +ve

2:LIVE Max -ve 0.000 8.630

Max +ve3:E1 Max -ve 0.000 140.941

Max +ve

4:E2 Max -ve 0.000 15.350

Max +ve

11 21 5.000 1:DEAD Max -ve 0.000 24.961

Max +ve

2:LIVE Max -ve 0.000 14.406

Max +ve

3:E1 Max -ve 0.000 115.428

Max +ve


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Appendices 71

4:E2 Max -ve 0.000 39.020

Max +ve

12 22 5.000 1:DEAD Max -ve 0.000 5.776

Max +ve

2:LIVE Max -ve 0.000 5.996

Max +ve

3:E1 Max -ve 0.000 88.796

Max +ve

4:E2 Max -ve 0.000 64.671

Max +ve

13 23 5.000 1:DEAD Max -ve 0.000 5.776

Max +ve

2:LIVE Max -ve 0.000 5.996

Max +ve

3:E1 Max -ve 0.000 64.671

Max +ve

4:E2 Max -ve 0.000 88.796

Max +ve

14 24 5.000 1:DEAD Max -ve 0.000 24.961

Max +ve

2:LIVE Max -ve 0.000 14.406

Max +ve

3:E1 Max -ve 0.000 39.020

Max +ve4:E2 Max -ve 0.000 115.428

Max +ve

15 25 5.000 1:DEAD Max -ve 0.000 9.884

Max +ve

2:LIVE Max -ve 0.000 8.630

Max +ve

3:E1 Max -ve 0.000 15.350

Max +ve

4:E2 Max -ve 0.000 140.941

Max +ve

16 26 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000

3:E1 Max -ve 0.000 0.000Max +ve 0.000 0.000

4:E2 Max -ve 0.000 0.000

Max +ve

18 2 4.800 1:DEAD Max -ve 0.000 533.863

Max +ve

2:LIVE Max -ve 0.000 213.878

Max +ve

3:E1 Max -ve

Max +ve 0.000 -35.205

4:E2 Max -ve 0.000 33.836

Max +ve

21 5 4.800 1:DEAD Max -ve 0.000 908.443

Max +ve

2:LIVE Max -ve 0.000 388.083

Max +ve3:E1 Max -ve 0.000 1.369

Max +ve

4:E2 Max -ve 0.000 1.369

Max +ve

24 8 4.800 1:DEAD Max -ve 0.000 533.863

Max +ve

2:LIVE Max -ve 0.000 213.878

Max +ve

3:E1 Max -ve 0.000 33.836

Max +ve


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Appendices 72

4:E2 Max -ve

Max +ve 0.000 -35.205

27 11 3.000 1:DEAD Max -ve 0.000 111.608

Max +ve

2:LIVE Max -ve 0.000 14.537

Max +ve

3:E1 Max -ve

Max +ve 0.000 -7.967

4:E2 Max -ve 0.000 7.028

Max +ve

28 12 3.000 1:DEAD Max -ve 0.000 30.598

Max +ve

2:LIVE Max -ve

Max +ve 0.000 -5.151

3:E1 Max -ve

Max +ve 0.000 -0.536

4:E2 Max -ve 0.000 1.114

Max +ve

29 13 3.000 1:DEAD Max -ve 0.000 54.459

Max +ve

2:LIVE Max -ve

Max +ve 0.000 -0.650

3:E1 Max -ve 0.000 1.377

Max +ve4:E2 Max -ve

Max +ve 0.000 -1.220

30 14 3.000 1:DEAD Max -ve 0.000 94.538

Max +ve

2:LIVE Max -ve 0.000 18.567

Max +ve

3:E1 Max -ve 0.000 0.203

Max +ve

4:E2 Max -ve 0.000 0.203

Max +ve

31 15 3.000 1:DEAD Max -ve 0.000 54.459

Max +ve

2:LIVE Max -ve

Max +ve 0.000 -0.650

3:E1 Max -veMax +ve 0.000 -1.220

4:E2 Max -ve 0.000 1.377

Max +ve

32 16 3.000 1:DEAD Max -ve 0.000 30.598

Max +ve

2:LIVE Max -ve

Max +ve 0.000 -5.151

3:E1 Max -ve 0.000 1.114

Max +ve

4:E2 Max -ve

Max +ve 0.000 -0.536

33 17 3.000 1:DEAD Max -ve 0.000 111.608

Max +ve

2:LIVE Max -ve 0.000 14.537

Max +ve3:E1 Max -ve 0.000 7.028

Max +ve

4:E2 Max -ve

Max +ve 0.000 -7.967


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Appendices 73

Staad.pro analysis-frame analysis

Reactions

Horizontal Vertical Horizontal Moment

Node L/C FX(kN)

FY(kN)

FZ(kN)

MX(kNm)

MY(kNm)

MZ(kNm)

1 1:DEAD 5.524 90.605 0.000 0.000 0.000 -8.744

2:LIVE 3.747 29.600 0.000 0.000 0.000 -5.919

3:EQ1 -46.450 -76.204 0.000 0.000 0.000 161.084

4:EQ2 46.380 76.204 0.000 0.000 0.000 -160.794

2 1:DEAD -5.524 90.605 0.000 0.000 0.000 8.744

2:LIVE -3.747 29.600 0.000 0.000 0.000 5.919

3:EQ1 -46.380 76.204 0.000 0.000 0.000 160.794

4:EQ2 46.450 -76.204 0.000 0.000 0.000 -161.084

Beam Maximum Moments


Beam Node ALength

(m)L/C

d(m)

Max My(kNm)

d(m)

Max Mz(kNm)

1 3 4.000 1:DEAD Max -ve 0.000 0.000 0.000 25.222

Max +ve 0.000 0.000 2.000 -17.504

2:LIVE Max -ve 0.000 0.000 0.000 14.844

Max +ve 0.000 0.000 2.000 -10.756

3:EQ1 Max -ve 0.000 0.000 4.000 104.074

Max +ve 0.000 0.000 0.000 -104.163

4:EQ2 Max -ve 0.000 0.000 0.000 104.074

Max +ve 0.000 0.000 4.000 -104.163


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Appendices 74

2 5 4.000 1:DEAD Max -ve 0.000 0.000 0.000 9.919

Max +ve 0.000 0.000 2.000 -13.115

2:LIVE Max -ve 0.000 0.000 0.000 2.064

Max +ve 0.000 0.000 2.000 -1.936

3:EQ1 Max -ve 0.000 0.000 4.000 48.263

Max +ve 0.000 0.000 0.000 -48.316

4:EQ2 Max -ve 0.000 0.000 0.000 48.263

Max +ve 0.000 0.000 4.000 -48.316

3 1 4.800 1:DEAD Max -ve 0.000 0.000 4.800 17.769

Max +ve 0.000 0.000 0.000 -8.744

2:LIVE Max -ve 0.000 0.000 4.800 12.068

Max +ve 0.000 0.000 0.000 -5.919

3:EQ1 Max -ve 0.000 0.000 0.000 161.084

Max +ve 0.000 0.000 4.800 -61.874

4:EQ2 Max -ve 0.000 0.000 4.800 61.832

Max +ve 0.000 0.000 0.000 -160.794

4 2 4.800 1:DEAD Max -ve 0.000 0.000 0.000 8.744

Max +ve 0.000 0.000 4.800 -17.769

2:LIVE Max -ve 0.000 0.000 0.000 5.919

Max +ve 0.000 0.000 4.800 -12.068

3:EQ1 Max -ve 0.000 0.000 0.000 160.794

Max +ve 0.000 0.000 4.800 -61.832

4:EQ2 Max -ve 0.000 0.000 4.800 61.874

Max +ve 0.000 0.000 0.000 -161.0845 3 3.000 1:DEAD Max -ve 0.000 0.000 3.000 9.919

Max +ve 0.000 0.000 0.000 -7.452

2:LIVE Max -ve 0.000 0.000 3.000 2.064

Max +ve 0.000 0.000 0.000 -2.776

3:EQ1 Max -ve 0.000 0.000 0.000 42.289

Max +ve 0.000 0.000 3.000 -48.316

4:EQ2 Max -ve 0.000 0.000 3.000 48.263

Max +ve 0.000 0.000 0.000 -42.242

6 4 3.000 1:DEAD Max -ve 0.000 0.000 0.000 7.452

Max +ve 0.000 0.000 3.000 -9.919

2:LIVE Max -ve 0.000 0.000 0.000 2.776

Max +ve 0.000 0.000 3.000 -2.064

3:EQ1 Max -ve 0.000 0.000 0.000 42.242

Max +ve 0.000 0.000 3.000 -48.263

4:EQ2 Max -ve 0.000 0.000 3.000 48.316Max +ve 0.000 0.000 0.000 -42.289

Beam Maximum Shear Forces


Beam Node ALength

(m)L/C

d(m)

Max Fz(kN)

d(m)

Max Fy(kN)

1 3 4.000 1:DEAD Max -ve 0.000 0.000 0.000 42.725

Max +ve 0.000 0.000 4.000 -42.725

2:LIVE Max -ve 0.000 0.000 0.000 25.600

Max +ve 0.000 0.000 4.000 -25.600

3:EQ1 Max -ve 0.000 0.000Max +ve 0.000 0.000 0.000 -52.059

4:EQ2 Max -ve 0.000 0.000 0.000 52.059

Max +ve 0.000 0.000

2 5 4.000 1:DEAD Max -ve 0.000 0.000 0.000 23.034

Max +ve 0.000 0.000 4.000 -23.034

2:LIVE Max -ve 0.000 0.000 0.000 4.000

Max +ve 0.000 0.000 4.000 -4.000

3:EQ1 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -24.145

4:EQ2 Max -ve 0.000 0.000 0.000 24.145


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Appendices 75

Max +ve 0.000 0.000

3 1 4.800 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -5.524

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -3.747

3:EQ1 Max -ve 0.000 0.000 0.000 46.450

Max +ve 0.000 0.000

4:EQ2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -46.380

4 2 4.800 1:DEAD Max -ve 0.000 0.000 0.000 5.524

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 3.747

Max +ve 0.000 0.000

3:EQ1 Max -ve 0.000 0.000 0.000 46.380

Max +ve 0.000 0.000

4:EQ2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -46.450

5 3 3.000 1:DEAD Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -5.790

2:LIVE Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -1.613

3:EQ1 Max -ve 0.000 0.000 0.000 30.202

Max +ve 0.000 0.000

4:EQ2 Max -ve 0.000 0.000Max +ve 0.000 0.000 0.000 -30.168

6 4 3.000 1:DEAD Max -ve 0.000 0.000 0.000 5.790

Max +ve 0.000 0.000

2:LIVE Max -ve 0.000 0.000 0.000 1.613

Max +ve 0.000 0.000

3:EQ1 Max -ve 0.000 0.000 0.000 30.168

Max +ve 0.000 0.000

4:EQ2 Max -ve 0.000 0.000

Max +ve 0.000 0.000 0.000 -30.202

Beam Maximum Axial Forces


Beam Node A

Length

(m) L/C

d

(m)

Max Fx

(kN)1 3 4.000 1:DEAD Max -ve

Max +ve 0.000 -0.267

2:LIVE Max -ve 0.000 2.134

Max +ve

3:EQ1 Max -ve 0.000 16.212

Max +ve

4:EQ2 Max -ve 0.000 16.212

Max +ve

2 5 4.000 1:DEAD Max -ve 0.000 5.790

Max +ve

2:LIVE Max -ve 0.000 1.613

Max +ve

3:EQ1 Max -ve 0.000 30.168

Max +ve

4:EQ2 Max -ve 0.000 30.168Max +ve

3 1 4.800 1:DEAD Max -ve 0.000 90.605

Max +ve

2:LIVE Max -ve 0.000 29.600

Max +ve

3:EQ1 Max -ve

Max +ve 0.000 -76.204

4:EQ2 Max -ve 0.000 76.204

Max +ve

4 2 4.800 1:DEAD Max -ve 0.000 90.605


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Appendices 76

Max +ve

2:LIVE Max -ve 0.000 29.600

Max +ve

3:EQ1 Max -ve 0.000 76.204

Max +ve

4:EQ2 Max -ve

Max +ve 0.000 -76.204

5 3 3.000 1:DEAD Max -ve 0.000 27.452

Max +ve

2:LIVE Max -ve 0.000 4.000

Max +ve

3:EQ1 Max -ve

Max +ve 0.000 -24.145

4:EQ2 Max -ve 0.000 24.145

Max +ve

6 4 3.000 1:DEAD Max -ve 0.000 27.452

Max +ve

2:LIVE Max -ve 0.000 4.000

Max +ve

3:EQ1 Max -ve 0.000 24.145

Max +ve

4:EQ2 Max -ve

Max +ve 0.000 -24.145


24/52

Appendices 77

DESIGN OF TWO-WAY SLAB

Thursday, April 11, 2013 6:00:21 PM

Data:

Material

Strength:

fc' = 25 MPa fy = 275 MPa

Slab Loads:

Service Live Load: Service Dead Load:

SLL = 4.8 KPa DLL = 5.3 KPa

Slab

Details:

Clear Short Span: Clear Long Span:

La = 3.50 m Lb = 4.75 m

Select Case by pressing the BUTTON at the

right

Solution: Case : 3

1. Effective Height

h = Panel Perimeter = 2*3.5+2*4.75

180 180

= 0.092 m say 0.100 m

2. Ultimate Load

Consider a meter strip:

Wslab = 23.56 * b *h = 23.56 * 1.0 * 0.1

= 2.356 KN / mWdl = SDL * 1.0 m = 5.3 * 1.0 m

= 5.3 KN / m

Wll = SLL * 1.0 m = 4.8 * 1.0 m

= 4.8 KN / m

Wudl = 1.4*(Wslab + Wdl) = 1.4(2.356+5.3)

= 10.718 KN / m

Wull = 1.7 * Wll = 1.7 * 4.8

= 8.16 KN / m

Wu = Wull + Wudl = 4.8 + 10.718

= 18.878 KN / m

3. Calculate Moments Using Coefficients

m = La / Lb = 3.5 / 4.75

= 0.74 53 54

m Ca.neg Ca.dl Ca.ll Cb.neg Cb.dl Cb.ll

0.7400 0.0000 0.0412 0.0522

####

# 0.0176 0.0184

Values are interpolated from the moment coefficient table.

See Table from the corresponding sheets.


25/52

Appendices 78

Short Span:

I. Middle Strip

a. Continuous Edge

Ma.neg = Ca * Wu * La^2 = 0 * 18.878 * 3.5 ^2

= 0 KN-m

b.1 Midspan (Due to Dead Load)

Ma.posdl = Ca * Wudl * La^2 = 0.0412 * 10.718 * 3.5 ^2

= 5.409 KN-m

b.2 Midspan(Due to Live Load)

Ma.posll = Ca * Wull * La^2 = 0.0522 * 8.16 * 3.5 ^2

= 5.218 KN-m

Ma.pos = Ma.posdl + Ma.posll = 5.409 + 5.218

= 10.627 KN-m

II. Column Strip

Long Span:

I. Middle Strip

a. Continuous Edge

Mb.neg = Ca * Wu * Lb^2 = 0.0548 * 18.878 * 4.75 ^2

= 23.341 KN-m


Mb.posdl = Ca * Wudl * Lb^2 = 0.0176 * 10.718 * 4.75 ^2

= 4.256 KN-m


Mb.posll = Ca * Wull * Lb^2 = 0.0184 * 8.16 * 4.75 ^2= 3.388 KN-m

Mb.pos = Ma.posdl + Ma.posll = 4.256 + 3.388

= 7.644 KN-m

4. Design of Reinforcements

Diameter of Bars:

db = 16 mm

Pmax =

0.75*0.85*fc'*B1*60

0 = 0.75*0.85*25*0.85*600

fy (600 + fy) 275 (600 + 275)

= 0.03378

Asmin = 0.002*bh = 0.002 * 1000 * 0.1

= 200.00 sqm

Smax = 2 * h or 450 mm = 2 * 100

= 200.00 mm

ds = h - cc - db / 2 = 100 - 20 - 16 / 2

= 72 mm

dl = h - cc - db - db / = 100 - 20 - 16 - 16 / 2


26/52

Appendices 79

2

= 56 mm

Short Span:

I. Middle Strip

a. Continuous Edge

Ma.neg = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

0e6 = 0.90 * P * 1000 * 72 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0 OK = 0 (use)

P = 0.002 P < Pmin. Use Pmin

As = P* b * h = 0.002 * 1000 * 72

= 144 sqm Use Asmin 200 sqm

Sreqd =

250 * PI * db^2 /

As = 250*3.14159*16^2/200

= 1396.26 mm Sreqd > Smax. Use SmaxS = 200 mm (suggested spacing)

b. Midspan

Ma.pos = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

10.627e6 = 0.90 * P * 1000 * 72 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.00878 OK = 0.00878 (use)

P = 0.00878 OK! P > Pmin

As = P* b * h = 0.008783 * 1000 * 72

= 632.376 sqm OK! As > Asmin 632.376 sqm

Sreqd =

250 * PI * db^2 /

As = 250*3.14159*^2/632.376

= 317.947 mm Sreqd > Smax. Use Smax

S = 200 mm (suggested spacing)

II. Column Strip

a. Continuous Edge

Asreqd = 2 / 3 (Asms) = 2 / 3 (200)

= 133.333 sqm = (use) 200 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (1396.263)= 2094.39 mm Sreqd > Smax. Use Smax


b. Midspan

Asreqd = 2 / 3 (Asms) = 2 / 3 (632.376)

= 421.584 sqm = (use) 421.584 sqm


27/52

Appendices 80

Sreqd = 3 / 2 (Sms) = 3 / 2 (317.947)



Long Span:

I. Middle Strip

a. Continuous Edge

Mb.neg = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

23.341e6 = 0.90 * P * 1000 * 56 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.04096 NOT OK = 0.03378 (use)

P = 0.03378 OK! P > Pmin

As = P* b * h = 0.03378 * 1000 * 56


Sreqd =

250 * PI * db^2 /

As = 250*3.14159*16^2/1891.68

= 106.287 mm Sreqd < Smax. OK!


b. Midspan

Mb.pos = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

7.644e6 = 0.90 * P * 1000 * 56 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.01057 OK = 0.01057 (use)

P = 0.01057 OK! P > Pmin

As = P* b * h sqm = 0.010574 * 1000 * 56


Sreqd =

250 * PI * db^2 /

As = 250*3.14159*^2/592.144



II. Column Strip

a. Continuous Edge

Asreqd = 2 / 3 (Asms) = 2 / 3 (1891.68)= 1261.12 sqm = (use) 1261.12 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (106.287)

= 159.431 mm Sreqd < Smax. OK!


b. Midspan


28/52

Appendices 81

Asreqd = 2 / 3 (Asms) = 2 / 3 (592.144)

= 394.763 sqm = (use) 394.763 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (339.549)



Summary:

I. Moment Coefficients

Ca.neg Ca.dl Ca.ll Cb.neg Cb.dl Cb.ll

0 0.0412 0.0522 0.0548 0.0176 0.0184

II. Computed Moments

Short Direction Long Direction

Ma.neg Ma.posdl Ma.posll Ma.pos Mb.neg Mb.posdl Mb.posll Mb.pos

0 5.409 5.218 10.627 23.341 4.256 3.388 7.644

III. Reinforcement and Spacing

Short Direction

Middle Strip

Continuous Edge Midspan

Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm

144.00 200.00 1396.26 200.00 632.38 632.38 317.95

200.0

0

Column Strip

C. Edge Midspan


133.33 200.00 2094.39 200.00 421.58 421.58 476.92

200.0

0

Long Direction

Middle Strip



1891.68 1891.68 106.29 100.00 592.14 592.14 339.55

200.0

0

Column Strip

C. Edge Midspan


1261.12 1261.12 159.43 150.00 394.76 394.76 509.32

200.0

0


29/52

Appendices 82

DESIGN OF TWO-WAY SLAB

Thursday, April 11, 2013 6:03:23 PM

Data:

Material

Strength:

fc' = 25 MPa fy = 275 MPa

Slab Loads:

Service Live Load: Service Dead Load:

SLL = 4.8 KPa DLL = 5.3 KPa

Slab

Details:

Clear Short Span: Clear Long Span:

La = 2.75 m Lb = 3.50 m

Select Case by pressing the BUTTON at the

right

Solution: Case : 7

1. Effective Height

h = Panel Perimeter = 2*2.75+2*3.5

180 180

= 0.069 m say 0.100 m

2. Ultimate Load

Consider a meter strip:

Wslab = 23.56 * b *h = 23.56 * 1.0 * 0.1

= 2.356 KN / mWdl = SDL * 1.0 m = 5.3 * 1.0 m

= 5.3 KN / m

Wll = SLL * 1.0 m = 4.8 * 1.0 m

= 4.8 KN / m

Wudl = 1.4*(Wslab + Wdl) = 1.4(2.356+5.3)

= 10.718 KN / m

Wull = 1.7 * Wll = 1.7 * 4.8

= 8.16 KN / m

Wu = Wull + Wudl = 4.8 + 10.718

= 18.878 KN / m

3. Calculate Moments Using Coefficients

m = La / Lb = 2.75 / 3.5

= 0.79 43 44

m Ca.neg Ca.dl Ca.ll Cb.neg Cb.dl Cb.ll

0.7900 0.0408 0.0462 0.0520 #### 0.0216 0.0224

Values are interpolated from the moment coefficient table.

See Table from the corresponding sheets.


30/52

Appendices 83

Short Span:

I. Middle Strip

a. Continuous Edge

Ma.neg = Ca * Wu * La^2 =

0.0408 * 18.878 * 2.75

^2

= 5.825 KN-m


Ma.posdl = Ca * Wudl * La^2 =

0.0462 * 10.718 * 2.75

^2

= 3.745 KN-m


Ma.posll = Ca * Wull * La^2 = 0.052 * 8.16 * 2.75 ^2

= 3.209 KN-m

Ma.pos = Ma.posdl + Ma.posll = 3.745 + 3.209

= 6.954 KN-m

II. Column Strip

Long Span:

I. Middle Strip

a. Continuous Edge

Mb.neg = Ca * Wu * Lb^2 = 0.0088 * 18.878 * 3.5 ^2

= 2.035 KN-m


Mb.posdl = Ca * Wudl * Lb^2 = 0.0216 * 10.718 * 3.5 ^2

= 2.836 KN-m


Mb.posll = Ca * Wull * Lb^2 = 0.0224 * 8.16 * 3.5 ^2

= 2.239 KN-m

Mb.pos = Ma.posdl + Ma.posll = 2.836 + 2.239

= 5.075 KN-m

4. Design of Reinforcements

Diameter of Bars:

db = 16 mm

Pmax =

0.75*0.85*fc'*B1*60

0 = 0.75*0.85*25*0.85*600fy (600 + fy) 275 (600 + 275)

= 0.03378

Asmin = 0.002*bh = 0.002 * 1000 * 0.1

= 200.00 sqm

Smax = 2 * h or 450 mm = 2 * 100

= 200.00 mm

ds = h - cc - db / 2 = 100 - 20 - 16 / 2


31/52

Appendices 84

= 72 mm

dl =

h - cc - db - db /

2 = 100 - 20 - 16 - 16 / 2

= 56 mm

Short Span:

I. Middle Strip

a. Continuous Edge

Ma.neg = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

5.825e6 = 0.90 * P * 1000 * 72 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.00468 OK = 0.00468 (use)

P = 0.00468 OK! P > Pmin

As = P* b * h = 0.004682 * 1000 * 72


Sreqd =250 * PI * db^2 /As = 250*3.14159*16^2/337.104



b. Midspan

Ma.pos = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

6.954e6 = 0.90 * P * 1000 * 72 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.00563 OK = 0.00563 (use)

P = 0.00563 OK! P > Pmin

As = P* b * h = 0.005625 * 1000 * 72

= 405 sqm OK! As > Asmin 405 sqm

Sreqd =

250 * PI * db^2 /

As = 250*3.14159*^2/405



II. Column Strip

a. Continuous Edge

Asreqd = 2 / 3 (Asms) = 2 / 3 (337.104)

= 224.736 sqm = (use) 224.736 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (596.439)



b. Midspan

Asreqd = 2 / 3 (Asms) = 2 / 3 (405)


32/52

Appendices 85

= 270 sqm = (use) 270 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (496.449)



Long Span:

I. Middle Strip

a. Continuous Edge

Mb.neg = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

2.035e6 = 0.90 * P * 1000 * 56 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.00267 OK = 0.00267 (use)

P = 0.00267 OK! P > Pmin

As = P* b * h = 0.002668 * 1000 * 56

= 149.408 sqm Use Asmin 200 sqm

Sreqd =

250 * PI * db^2 /

As = 250*3.14159*16^2/200



b. Midspan

Mb.pos = 0.90 * P * b * h ^ 2 * fy (1 - 0.59 * P * fy / fc')

5.075e6 =0.90 * P * 1000 * 56 ^ 2 * 275 (1 - 0.59 * P * 275 / 25)

P = 0.00684 OK = 0.00684 (use)

P = 0.00684 OK! P > Pmin

As = P* b * h sqm = 0.006842 * 1000 * 56


Sreqd =

250 * PI * db^2 /

As = 250*3.14159*^2/383.152



II. Column Stripa. Continuous Edge

Asreqd = 2 / 3 (Asms) = 2 / 3 (200)

= 133.333 sqm = (use) 200 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (1345.724)




33/52

Appendices 86

b. Midspan

Asreqd = 2 / 3 (Asms) = 2 / 3 (383.152)

= 255.435 sqm = (use) 255.435 sqm

Sreqd = 3 / 2 (Sms) = 3 / 2 (524.758)



Summary:

I. Moment Coefficients

Ca.neg Ca.dl Ca.ll Cb.neg Cb.dl Cb.ll

0.0408 0.0462 0.052 0.0088 0.0216 0.0224

II. Computed Moments

Short Direction Long Direction

Ma.neg

Ma.posd

l Ma.posll Ma.pos Mb.neg

Mb.posd

l

Mb.posl

l

Mb.po

s

5.825 3.745 3.209 6.954 2.035 2.836 2.239 5.075

III. Reinforcement and Spacing

Short Direction

Middle Strip



337.10 337.10 596.44 200.00 405.00 405.00 496.45

200.0

0

Column Strip

C. Edge Midspan


224.74 224.74 894.66 200.00 270.00 270.00 744.67

200.0

0

Long Direction

Middle Strip



149.41 200.00 1345.72 200.00 383.15 383.15 524.76

200.0

0

Column Strip

C. Edge Midspan


133.33 200.00 2018.59 200.00 255.43 255.43 787.14

200.0

0


34/52

Appendices 87

RC Column Section Design

Design Criteria

Design Code = ACI-318-95, Design Method = USD

Concrete Stress Block = ACI-Whitney Rectangular

Design Procedure

The program performs the calculations in accordance with the

ACI-318-95 Code for Structural Concrete

Procedure for Cross-section Design

1. Compute the resultant applied moment as Muxy = Sqr(Mux^2 +

Muy^2).

2. Select a trial reinforcement ratio, starting with minimum

ratio of 1%, and distributing rebars along the perimeter.

3. Compute the maximum axial capacity in compression, Pno and

tension Pnt, and check against applied loads.

4. Locate the neutral axis angle and its depth to satisfy

applied load Pu and the resultant moment Muxy. This is done by

trial and error procedure. The internal stress resultants for

each angle and depth of neutral axis angle are computed (see

procedure below) and then compared with applied loads. This

process is repeated until close agreement is found.

5. If capacity in step 3 or 4 is found to be not enough, then

reinforcement is increased until maximum allowable ratio (8%) is

reached.

6. Cross-section is declared as inadequate if it requires more

than maximum allowable steel ratio

Procedure for Computing Stress-Resultants

1. The stress resultants are computed by using the first

principles approach.

2. Strain in concrete and steel is determined depending upon the

direction and depth of neutral axis.


35/52

Appendices 88

3. Concrete force is computed by integrating the stress field

(rectangular or parabolic stress curve) over the cross-section

using the Green's Theorem.

4. Steel stress is computed by summation of force in each bar,

corresponding to stress at that location.

5. The computed stress resultants are reduced by appropriate

capacity reduction factors for the Ultimate Strength Design (or

Working Strength Design) method.

RC Column Section

Column C-1: 425 x 425 columns

Column Cross-section

Material

Rebar fy = 275.0 N/mm^2

Concrete fc' = 25.0 N/mm^2

Clear Cover = 75 mm

Calculations

Computing Moment Capacity:

Applied Axial Load, Pu = 1,598.0 kN

Applied Moment, Mux = 352.0 kN-m

Applied Moment, Muy = 181.0 kN-m


36/52

Appendices 89

Resultant Moment, Muxy = 395.8 kN-m

Resultant Moment Angle = 27 Deg.

Detailed Capacity Calculations:

Neutral axis angle = 32 Deg.

Neutral axis depth = 285 mm

Capacity reduction factor = 0.73

Stress in Rebars:

Bar No, Size, Cord-X , Cord-Y, Area , Stress

1, d 32, -175, -175, 813, -275.0

2, d 32, 175, 175, 813, 253.8

3, d 32, 175, -175, 813, -130.8

4, d 32, -175, 175, 813, 75.5

5, d 32, -175, -87, 813, -273.3

6, d 32, -175, 0, 813, -213.5

7, d 32, -175, 87, 813, -58.4

8, d 32, -87, 175, 813, 173.7

9, d 32, 0, 175, 813, 231.8

10, d 32, 87, 175, 813, 253.8

11, d 32, 175, 87, 813, 246.9

12, d 32, 175, 0, 813, 158.2

13, d 32, 175, -87, 813, 18.4

14, d 32, 87, -175, 813, -229.0

15, d 32, 0, -175, 813, -269.6


37/52

Appendices 90

16, d 32, -87, -175, 813, -275.0

Result Summary:

Axial Compression, Pno = 3,997.9 kN

Axial Tension, Pnt = -3,219.5 kN

Moment Capacity, Mnx = 413.2 kN-m

Moment Capacity, Mny = 123.7 kN-m

Resultant Capacity, Mnxy = 431.4 kN-m

Resultant Angle = 16 Deg.

Concrete volume = 0.18 m^3

Main Steel weight = 100.96 Kg/m

Steel weight/ volume = 558.95 Kgm^3

Transverse Bars: Ties, d 10 @ 288 mm

RC Column Section

Column C-2: 250 x 250 columns

Column Cross-section

Material



38/52

Appendices 91


Clear Cover = 38 mm

Calculations

Computing Moment Capacity:

Applied Axial Load, Pu = 225.0 kN

Applied Moment, Mux = 100.0 kN-m

Applied Moment, Muy = 20.0 kN-m

Resultant Moment, Muxy = 102.0 kN-m

Resultant Moment Angle = 11 Deg.

Detailed Capacity Calculations:

Neutral axis angle = 15 Deg.

Neutral axis depth = 123 mm

Capacity reduction factor = 0.78

Stress in Rebars:

Bar No, Size, Cord-X , Cord-Y, Area , Stress

1, d 32, -87, -87, 813, -275.0

2, d 32, -87, 87, 813, 126.0

3, d 32, 87, 87, 813, 253.8

4, d 32, 87, -87, 813, -275.0

5, d 32, -87, 0, 813, -243.7

6, d 32, 0, 87, 813, 219.9

7, d 32, 87, 0, 813, -34.7

8, d 32, 0, -87, 813, -275.0


39/52

Appendices 92

Result Summary:

Axial Compression, Pno = 1,668.0 kN

Axial Tension, Pnt = -1,609.7 kN

Moment Capacity, Mnx = 112.2 kN-m

Moment Capacity, Mny = 15.7 kN-m

Resultant Capacity, Mnxy = 113.3 kN-m

Resultant Angle = 7 Deg.

Concrete volume = 0.06 m^3

Main Steel weight = 50.48 Kg/m

Steel weight/ volume = 807.68 Kgm^3

Transverse Bars: Ties, d 10 @ 250 mm

RC Beam Section Design

Design Criteria

Design Code = ACI-318-95, Design Method = USD

Concrete Stress Block = ACI-Whitney Rectangular

Design Procedure

The program performs the calculations in accordance with the

ACI-318-95 Building Code for Structural Concrete

Procedure for Computing Stress-Resultants

1. The stress resultants are computed by using the first

principles approach.

2. Strain in concrete and steel is determined depending upon the

direction and depth of neutral axis.


40/52

Appendices 93

3. Concrete force is computed by integrating the stress field

(rectangular or parabolic stress curve) over the cross-section

using the Green's Theorem.

4. Steel stress is computed by summation of force in each bar,

corresponding to stress at that location.

5. The computed stress resultants are reduced by appropriate

capacity reduction factors for the Ultimate Strength Design (or

Working Strength Design) method.

RC Beam Section

Beam B-1: 450 x 680 beams

Beam Cross-section

Material


Rebar fys = 275.0 N/mm^2


Clear Cover = 38 mm

Calculations

Flexural Capacity:

Usable capacity, Mnx = 2,190.5 kN-m

At neutral axis depth = 301 mm


41/52

Appendices 94

Shear Capacity:

Effective web width, bw = 450 mm

Concrete shear capacity, Vc = 208.0 kN (Eq 11-3)

Shear stirrup steel, Av/S = 4

Shear provided by stirrups, Vs = 600.1 kN

Total usable shear capacity, Vn = 808.1 kN

Torsional Capacity:

Area of concrete section, Acp = 306,000 mm^2

Perimeter of concrete section, Pcp = 2,260 mm

Allowable Torsion for concrete, Tc = 14.3 kN-m

Torsion stirrup steel, Av/S = 0

Total torsion capacity, Tn= 14.3 kN-m

Required longitudinal steel for torsion, Al = 0 mm^2

Final Results

Top Bars = 8-d 32

Bottom Bars = 16-d 32

Skin Bars =

Stirrup Bars for Shear = 4L d 10@80 mm

Stirrup Bars for Torsion =

Longitudinal Bars for Torsion =

Stirrup Bars for Shear + Torsion = 4L d 10@80 mm


42/52

Appendices 95

RC Beam Section


Beam Cross-section

Material




Clear Cover = 38 mm

Calculations

Flexural Capacity:

Usable capacity, Mnx = 157.1 kN-m


Shear Capacity:



Shear stirrup steel, Av/S = 1.3



43/52

Appendices 96


Torsional Capacity:







Final Results

Top Bars =


Skin Bars =






44/52

Appendices 97

RC Beam Section


Beam Cross-section

Material




Clear Cover = 38 mm

Calculations

Flexural Capacity:

Usable capacity, Mnx = 177.1 kN-m


Shear Capacity:



Shear stirrup steel, Av/S = 0.47



45/52

Appendices 98


Torsional Capacity:







Final Results

Top Bars =


Skin Bars =






46/52

Appendices 99

RC Beam Section


Beam Cross-section

Material




Clear Cover = 38 mm

Calculations

Flexural Design:

Design Moment, Mu = 68.0 kN-m

Balanced Moment capacity, Mb = 188.1 kN-m

Concrete section capacity, Mrc = 141.1 kN-m

Mu < Mrc, Singly reinforced beam required

Computed steel, Ast = 1,361 mm^2 at Neutral axis depth = 50 mm

Minimum tension steel, Ast min = 300 mm^2

Required tension steel, Ast = 1,361 mm^2


47/52

Appendices 100

Required compression steel, Asc = 0 mm^2

Skin Reinforcement Not Required

Design for Shear + Torsion:

Design shear force, Vu = 59.0 kN

Design torsional moment, Tu = 0.0 kN-m






Vs = 13.8 kN (Shear Stirrups Required)

Computed steel for Shear, Av/S = 0.315

Maximum stirrup spacing for shear only = 132 mm

Required stirrups for shear only = 2L d 10@131 mm

Torsion = 0, No torsion design required

Final Results

Top Bars =


Skin Bars =






48/52

Appendices 101

DESIGN OF FOUNDATION

b 0.45 m

c to c 4 m

% of Load 0.08

y 1.5 m

x 0.5 m

Unit wt. soil 16 KN/m^3

qa 100 Kpa

Dl 999.05 KN

Ll 417.68 KN

surcharge 24 Kpa

Total W. 1530.1 KN

L 5.45 m

B 3.7 m

qu' 185.19 Kpa

Along Long Direction

quL 685.2 KN/m

Xv 1.77

x 1.78

determine "d" from Beam shear

fc' 28

fy 275


49/52

Appendices 102

0.85

Vu = (x-d)*(V3)/x

v = Vu/Bd

Calculate "d" in Beam shear

v 0.8996

d 0.765

Check "d" against punching

vpall. 0.33*(fc')^(1/2)

vpall. 1.7462

Vp 1593.8

vp 0.5

since vp < vpall

OK

Flexure

x 0.35

Mu 1186.4

min 1.4/fy

min 0.0051

Mu = Mn a -3.2E+10

Mn = fc'b(d^2)w(1-0.59w) b 5.46E+10

w 0.0215

0.0022 16

20

< min Use min 22

25

As = bd 28

As = 14407 mm^2 32

db 32

N 18

Spacing

C.cover 75


50/52

Appendices 103

S 170

ADOPT 18 -32 mm Spaced 170 On center

for cantilever

As 14407 mm^2

db 32

N 18

S 170

ADOPT 18 -32 mm Spaced 170 On center

Along short Direction

Consider 1 column

b 1.215

qu 504.63

x 1.625

Mu 666.27 KN-m

Mu = Mn

Mn = bd^2fy(1-0.59(fy/fc')

0.0029 a 1.4E+12

b 2.4E+11

Asmin OK!

number of bars,n = 4As/.db^2

n 8

spacing = 250(db^2)/As

S 140 mm o.c.

TEMPERATURE BARS

number of bars,n = 4Asmin/.db^2

n 2

spacing = 250(db^2)/Asmin

S 560 mm o.c.

Documents

Structural Design and Analysis