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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
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: 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
ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38
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
ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38
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
ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38
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
ETABS v9.6.0 File:OVERPASS Units:KN-m May 20, 2013 20:38
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
Distances to maxima are given from beam end A.
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
Distances to maxima are given from beam end A.
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
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 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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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
Distances to maxima are given from beam end A.
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
Distances to maxima are given from beam end A.
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
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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.
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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
b.1 Midspan (Due to Dead Load)
Mb.posdl = Ca * Wudl * Lb^2 = 0.0176 * 10.718 * 4.75 ^2
= 4.256 KN-m
b.2 Midspan(Due to Live Load)
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
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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
S = 200 mm (suggested spacing)
b. Midspan
Asreqd = 2 / 3 (Asms) = 2 / 3 (632.376)
= 421.584 sqm = (use) 421.584 sqm
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Appendices 80
Sreqd = 3 / 2 (Sms) = 3 / 2 (317.947)
= 476.921 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
= 1891.68 sqm OK! As > Asmin 1891.68 sqm
Sreqd =
250 * PI * db^2 /
As = 250*3.14159*16^2/1891.68
= 106.287 mm Sreqd < Smax. OK!
S = 100 mm (suggested spacing)
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
= 592.144 sqm OK! As > Asmin 592.144 sqm
Sreqd =
250 * PI * db^2 /
As = 250*3.14159*^2/592.144
= 339.549 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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!
S = 150 mm (suggested spacing)
b. Midspan
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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)
= 509.324 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
133.33 200.00 2094.39 200.00 421.58 421.58 476.92
200.0
0
Long Direction
Middle Strip
Continuous Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
1891.68 1891.68 106.29 100.00 592.14 592.14 339.55
200.0
0
Column Strip
C. Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
1261.12 1261.12 159.43 150.00 394.76 394.76 509.32
200.0
0
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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.
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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
b.1 Midspan (Due to Dead Load)
Ma.posdl = Ca * Wudl * La^2 =
0.0462 * 10.718 * 2.75
^2
= 3.745 KN-m
b.2 Midspan(Due to Live Load)
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
b.1 Midspan (Due to Dead Load)
Mb.posdl = Ca * Wudl * Lb^2 = 0.0216 * 10.718 * 3.5 ^2
= 2.836 KN-m
b.2 Midspan(Due to Live Load)
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
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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
= 337.104 sqm OK! As > Asmin 337.104 sqm
Sreqd =250 * PI * db^2 /As = 250*3.14159*16^2/337.104
= 596.439 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
= 496.449 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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)
= 894.659 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
b. Midspan
Asreqd = 2 / 3 (Asms) = 2 / 3 (405)
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Appendices 85
= 270 sqm = (use) 270 sqm
Sreqd = 3 / 2 (Sms) = 3 / 2 (496.449)
= 744.674 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
= 1345.72 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
= 383.152 sqm OK! As > Asmin 383.152 sqm
Sreqd =
250 * PI * db^2 /
As = 250*3.14159*^2/383.152
= 524.758 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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)
= 2018.59 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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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)
= 787.137 mm Sreqd > Smax. Use Smax
S = 200 mm (suggested spacing)
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
Continuous Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
337.10 337.10 596.44 200.00 405.00 405.00 496.45
200.0
0
Column Strip
C. Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
224.74 224.74 894.66 200.00 270.00 270.00 744.67
200.0
0
Long Direction
Middle Strip
Continuous Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
149.41 200.00 1345.72 200.00 383.15 383.15 524.76
200.0
0
Column Strip
C. Edge Midspan
Asreqd As Sreqd S,mm Asreqd As Sreqd S,mm
133.33 200.00 2018.59 200.00 255.43 255.43 787.14
200.0
0
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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.
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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
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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
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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
Rebar fy = 275.0 N/mm^2
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Appendices 91
Concrete fc' = 25.0 N/mm^2
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
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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.
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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 fy = 415.0 N/mm^2
Rebar fys = 275.0 N/mm^2
Concrete fc' = 25.0 N/mm^2
Clear Cover = 38 mm
Calculations
Flexural Capacity:
Usable capacity, Mnx = 2,190.5 kN-m
At neutral axis depth = 301 mm
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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
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Appendices 95
RC Beam Section
Beam B-2: 250 x 340 beams
Beam Cross-section
Material
Rebar fy = 275.0 N/mm^2
Rebar fys = 275.0 N/mm^2
Concrete fc' = 25.0 N/mm^2
Clear Cover = 38 mm
Calculations
Flexural Capacity:
Usable capacity, Mnx = 157.1 kN-m
At neutral axis depth = 173 mm
Shear Capacity:
Effective web width, bw = 250 mm
Concrete shear capacity, Vc = 54.4 kN (Eq 11-3)
Shear stirrup steel, Av/S = 1.3
Shear provided by stirrups, Vs = 91.8 kN
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Appendices 96
Total usable shear capacity, Vn = 146.2 kN
Torsional Capacity:
Area of concrete section, Acp = 85,000 mm^2
Perimeter of concrete section, Pcp = 1,180 mm
Allowable Torsion for concrete, Tc = 2.1 kN-m
Torsion stirrup steel, Av/S = 0
Total torsion capacity, Tn= 2.1 kN-m
Required longitudinal steel for torsion, Al = 0 mm^2
Final Results
Top Bars =
Bottom Bars = 5-d 32
Skin Bars =
Stirrup Bars for Shear = 2L d 10@123 mm
Stirrup Bars for Torsion =
Longitudinal Bars for Torsion =
Stirrup Bars for Shear + Torsion = 2L d 10@123 mm
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Appendices 97
RC Beam Section
Beam B-3: 250 x 360 beams
Beam Cross-section
Material
Rebar fy = 275.0 N/mm^2
Rebar fys = 275.0 N/mm^2
Concrete fc' = 25.0 N/mm^2
Clear Cover = 38 mm
Calculations
Flexural Capacity:
Usable capacity, Mnx = 177.1 kN-m
At neutral axis depth = 181 mm
Shear Capacity:
Effective web width, bw = 250 mm
Concrete shear capacity, Vc = 58.0 kN (Eq 11-3)
Shear stirrup steel, Av/S = 0.47
Shear provided by stirrups, Vs = 35.4 kN
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Appendices 98
Total usable shear capacity, Vn = 93.3 kN
Torsional Capacity:
Area of concrete section, Acp = 90,000 mm^2
Perimeter of concrete section, Pcp = 1,220 mm
Allowable Torsion for concrete, Tc = 2.3 kN-m
Torsion stirrup steel, Av/S = 0
Total torsion capacity, Tn= 2.3 kN-m
Required longitudinal steel for torsion, Al = 0 mm^2
Final Results
Top Bars =
Bottom Bars = 5-d 32
Skin Bars =
Stirrup Bars for Shear = 2L d 10@120 mm
Stirrup Bars for Torsion =
Longitudinal Bars for Torsion =
Stirrup Bars for Shear + Torsion = 2L d 10@120 mm
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Appendices 99
RC Beam Section
Beam B-4: 250 x 300 beams
Beam Cross-section
Material
Rebar fy = 275.0 N/mm^2
Rebar fys = 275.0 N/mm^2
Concrete fc' = 25.0 N/mm^2
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
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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
Effective web width, bw = 250 mm
Concrete shear capacity, Vc = 47.2 kN (Eq 11-3)
Area of concrete section, Acp = 75,000 mm^2
Perimeter of concrete section, Pcp = 1,100 mm
Allowable Torsion for concrete, Tc = 1.8 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 =
Bottom Bars = 2-d 32
Skin Bars =
Stirrup Bars for Shear = 2L d 10@131 mm
Stirrup Bars for Torsion =
Longitudinal Bars for Torsion =
Stirrup Bars for Shear + Torsion = 2L d 10@131 mm
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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
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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
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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.