STRUCTURAL ANALYSIS PROPOSED TWO STOREY

& DESIGN REPORT RESIDENTIAL BUILDING

STRUCTURAL ANALYSIS
AND DESIGN REPORT
A PROPOSED TWO STOREY
RESIDENTIAL BUILDING
Location: Barangay Langtad, Naga City, Cebu
Owner: Jovy F. Mapait

Prepared by:

ENGR. MARVIN A. BENSIG

Civil Engineer
LIC # 0132382
PTR # 3604175
TIN # 318-778-292-000

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 STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

I. PROJECT DETAILS

Project Name : Proposed Two Storey Residential Building

Location : Barangay Langtad, Naga City, Cebu
Occupancy Category : Standard Occupancy Structures
Building Structural System : Moment Resisting Frame Systems – Special Reinforced Concrete MF’s

II. REFERENCE CODE AND STANDARDS

- National Structural Code of the Philippines
- National Building Code of the Philippines

III. MATERIAL SPECIFICATIONS

Concrete – reinforced concrete design shall be in accordance with NSCP 2015. The specified minimum
compressive strength of the concrete by cylinder test at 28days age shall be as follows:
Foundation - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 20.7MPa (3000PSI)
Beams - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 20.7MPa (3000PSI)
Columns - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 20.7MPa (3000PSI)
Suspended Slab - - - - - - - - - - - - - - - - - - - - - - - - - - - 20.7MPa (3000PSI)
Slab on Grade - - - - - - - - - - - - - - - - - - - - - - - - - - - - 20.7MPa (3000PSI)
Lean Concrete - - - - - - - - - - - - - - - - - - - - - - - - - - - - -10.0MPa (1450PSI)

Reinforcing Steel – minimum yield strength of reinforcing bar shall be as follows:

12mmØ and smaller reinforcing bar - - - - - - - - - - - - - - 276MPa (Grade 40)

16mmØ and bigger reinforcing bar - - - - - - - - - - - - - - - 276MPa (Grade 40)

Structural Steel – All structural steel such as wide flange, angles, channels, pipes and plates shall conform to
ASTM A36 or equivalent with minimum yield strength of 248MPa.

Weld – Welding electrode shall be E70XX, minimum welding 6mm. Fu = 480MPa

Anchor Bolt – Anchor Bolt shall conform to ASTM 325 or equivalent. Anchor bolt shall be designed for maximum
tensile stress of 140MPa on the tensile stress area of the bolt.

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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IV. DESIGN LOAD CRITERIA

Dead Loads (DL) – consist of the weight of all materials of construction incorporated into the building or other
structure, including but not limited to walls, floors, roofs, ceilings, stairways, finishes, cladding and other similarly
incorporated architectural and structural items, and fixed service equipment, including the weight of cranes.

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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Live Loads (LL) – shall be the maximum loads expected by the intended use or occupancy but in no case shall
be less than the loads required by this section.

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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Roof Live Loads (LL) – shall be designed for the unit live loads, Lr, set forth in Table 205-3. The live loads shall
be assumed to act vertically upon the projected area on a horizontal plane.

Earthquake Loads (EQX & EQZ), section 208

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

V. LOAD COMBINATIONS

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 STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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LOAD COMBINATION FOR DESIGN

LOAD COMB 6 1.2DL + 1.6LL + 0.5RL
LOAD COMB 7 1.2DL + 0.5LL + 1.6RL
LOAD COMB 8 1.42DL + 0.5LL + 1.0EQX
LOAD COMB 9 1.42DL + 0.5LL - 1.0EQX
LOAD COMB 10 1.42DL + 0.5LL + 1.0EQZ
LOAD COMB 11 1.42DL + 0.5LL - 1.0EQZ
LOAD COMB 12 1.12DL + 1.0EQX
LOAD COMB 13 1.12DL - 1.0EQX
LOAD COMB 14 1.12DL + 1.0EQZ
LOAD COMB 15 1.12DL - 1.0EQZ
LOAD COMB 16 1.2DL + 0.5LL + 1.0EQX
LOAD COMB 17 1.2DL + 0.5LL - 1.0EQX
LOAD COMB 18 1.2DL + 0.5LL + 1.0EQZ
LOAD COMB 19 1.2DL + 0.5LL - 1.0EQZ
LOAD COMB 20 0.9DL + 1.0EQX
LOAD COMB 21 0.9DL - 1.0EQX
LOAD COMB 22 0.9DL + 1.0EQZ
LOAD COMB 23 0.9DL - 1.0EQZ

LOAD COMBINATION FOR DRIFT CHECK

LOAD COMB 16 1.2DL + 0.5LL + 1.0EQX
LOAD COMB 17 1.2DL + 0.5LL - 1.0EQX
LOAD COMB 18 1.2DL + 0.5LL + 1.0EQZ
LOAD COMB 19 1.2DL + 0.5LL - 1.0EQZ
LOAD COMB 20 0.9DL + 1.0EQX
LOAD COMB 21 0.9DL - 1.0EQX
LOAD COMB 22 0.9DL + 1.0EQZ
LOAD COMB 23 0.9DL - 1.0EQZ

LOAD COMBINATION FOR DEFLECTION CHECK

LOAD COMB 24 1.0DL + 1.0LL + 1.0RL

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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VI. GEOMETRY

3D STRUCTURAL RENDERED VIEW

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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VII. LOAD CALCULATION

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LIVE LOADS

ROOF LIVE LOADS

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 STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

Source: http://faultfinder.phivolcs.dost.gov.ph/

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 STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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EARTHQUAKE LOAD +X DIRECTION

EARTHQUAKE LOAD +Z DIRECTION

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
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VIII. ANALYSIS

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

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STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

IX. DESIGN

DESIGN OF SLAB

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Engineering Report PROPOSED TWO STOREY
Structural Calculation RESIDENTIAL BUILDING

DESIGN OF TWO-WAY SLAB

Slab Design S-1

DESIGN PARAMETERS
f'c = 20 MPa Compressive strength of concrete
fy = 227 MPa Yield strength of steel bar
Ø= 10 mm Bar diameter
t= 100 mm Thickness of slab
L= 3.80 m Longer dimension of slab
B= 2.80 m Shorter dimension of slab

s max = 300 Maximum spacing of reinforcement

b= 1000 Width of slab
d= 75 Effective depth of slab

SUPPORT CONDITIONS
CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6 CASE 7 CASE 8 CASE 9

DESIGN LOADS If m > 0.5 is Two Way Slab

Live Load = 1.90 KPa Ratio(B/L) = 0.74
Ceiling = 0.20 KPa m = 0.70 < < Manual Input !!!
Utilities = 0.10 KPa
Topping = 0.60 KPa
Flr Fin = 0.77 KPa
Mov. Part = 0.50 KPa
Others = 0.00 KPa
Slab = 2.40 KPa
Total DL = 4.57 KPa

MOMENT COEFFICIENTS
-CaDL = 0.068 Negative moment coefficient along the shorter dimension due to dead load
-CaLL = 0.068 Negative moment coefficient along the shorter dimension due to live load
-CbDL = 0.029 Negative moment coefficient along the longer dimension due to dead load
-CbLL = 0.029 Negative moment coefficient along the longer dimension due to live load
+CaDL = 0.040 Positive moment coefficient along the shorter dimension due to dead load
+CaLL = 0.054 Positive moment coefficient along the shorter dimension due to live load
+CbDL = 0.011 Positive moment coefficient along the longer dimension due to dead load
+CbLL = 0.014 Positive moment coefficient along the longer dimension due to live load

SLAB REACTIONS DUCTILITY REQUIREMENTS

WaDL = 0.5CaDLWDLLa rmax =0.75 [ 600b1f'c ]
= 4.351 kN/m fy(600 + fy)
WaLL = 0.5CaLLWLLLa = 0.04075
= 1.809 kN/m rmin = 1.4/fy
= 0.0062
0.5
WbDL = 0.5CbDLWDLLb rmin = (f'c) /4fy
= 2.779 kN/m = 0.0049
WbLL = 0.5CbLLWLLLb rmin = 0.0062 governs
= 1.155 kN/m

LOCATION EQUATIONS MOMENT MTOTAL rreqd rused Spacing Sfinal Ductility Rebar spacing, mm
2
Negative -C aDL W uDL L a 2.92
4.54 0.00406 0.0054 194 194 PASS 10 mm diameter @ 150 mm
Moment, M a -C aLL W uLL L a 2 1.62
2
Negative -C bDL W uDL L b 2.30
3.57 0.003173 0.0042 248 248 PASS 10 mm diameter @ 200 mm
Moment, M b -C bLL W uLL L b 2 1.27
2
Positive +C aDL W uDL L a 1.72
3.01 0.002664 0.0035 296 296 PASS 10 mm diameter @ 250 mm
Moment, M a +C aLL W uLL L a 2 1.29
2
Positive +C bDL W uDL L b 0.87
1.49 0.001304 0.0017 604 300 PASS 10 mm diameter @ 300 mm
Moment, M b +C bLL W uLL L b 2 0.61
Engineering Report PROPOSED TWO STOREY
Structural Calculation APARTMENT BUILDING

Slab Design (One Way)

Slab Designation S-2

Design Parameters
F'c 20 MPa Compressive strength of concrete
Fy 227 MPa Yield strength of steel bar
Rebar Diameter 10 mm Bar diameter
3
Concrete Density 24 kN/m Density of Concrete

Assume Thickness of Slab 0.1 m Thickness of slab

Dead Loads
Ceiling 0.2 kPa
Ductings & Utilities 0.1 kPa
Weight of Slab 2.4 kPa
Toppings 0.6 kPa
Floor Finish/Tiles 0.77 kPa
Movable Partitions 0.5 kPa

Total Dead Load 4.57 kPa

Total Live Load 1.9 kPa
Wu = 1.2DL + 1.6LL 8.524 kN/m
Reactions D-G
8.524 kN/m
Clear Span Length 1 (Left) 3 m
Clear Span Length 2 (Mid) 1.2 m
3 1.2

11.51 14.06 8.31 1.92

22.37

Shear D-G 8.31

2 Span Slab 11.51
Span 1 Span 2
DF 1.00 0.71 0.29 1.00 1.35 0.975
FEM -6.39 6.39 -1.02 1.02 x1 x2
BAL 6.39 -3.84 -1.53 -1.02 -14.06 1.92
COM -1.92 3.20 -0.51 -0.77
BAL 1.92 -1.92 -0.77 0.77
Final Moment 0.00 3.83 -3.83 0.00 Moment D-G -3.8300
-3.83

7.77 0.22

MTOTAL d ρreqd ρmin ρused S Smax Used, S

M1 (-) at support -3.83 75 0.0034 0.00617 0.00493 0.004536 225 300 225
M1(+) midspan 7.77 75 0.0071 0.00617 0.00493 0.007098 125 300 125
M2 (-) at support -3.83 75 0.0034 0.00617 0.00493 0.004536 225 300 225
M2(+) midspan 0.22 75 0.0002 0.00617 0.00493 0.000255 4100 300 300
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

DESIGN OF BEAMS AND GIRDERS

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 Page 1 of 9

BEAM DESIGN SUMMARY (2ND FLR BEAMS & GIRDERS)

Project Name :
Client Name :
Engineer Name :
Analysis File : C:\Users\SONY\Desktop\Tutorial # 2 Program\Staad File\Proposed
Two Storey Residential Building.STD
Analysis Last Modified : 31/07/2021 8:34:12 PM
Level Designed : 3m

Beam No : B1
Group No : G1
Analysis Reference(Member) 3m : 10
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 3.327 17.871 0 36.721 1.744 40.766
PtClc (%) 0.13 0.51 0.13 1.03 0.39 1.16
Ast Calc (sqmm) 72.8 285.09 402.12 578.17 72.8 649.12
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 46.95 26 49.13
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 639.025 254.545 634.996
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B2
Group No : G1
Analysis Reference(Member) 3m : 12
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam
 Page 2 of 9

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 0 17.24 0 39.821 1.585 36.938
PtClc (%) 0.13 0.51 0.13 1.13 0.39 1.04
Ast Calc (sqmm) 402.12 285.09 402.12 632.38 72.8 581.92
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 48.39 25.63 47.02
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 635.722 254.545 638.299
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B3
Group No : G1
Analysis Reference(Member) 3m : 46
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 4.697 7.792 8.22 22.408 6.466 17.867
PtClc (%) 0.16 0.27 0.28 0.61 0.39 0.51
Ast Calc (sqmm) 402.12 148.63 201.06 340.05 122.98 285.09
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16

Shear Design
Left Mid Right
Vu (kN) 17.8 7.21 13.98
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 634.31 254.545 423.753
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75
 Page 3 of 9

SFR : -

Beam No : B4
Group No : G2
Analysis Reference(Member) 3m : 65
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Regular Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 2.725 4.905 2.73 0 0 0
PtClc (%) 0.13 0.14 0.13 0.13 0.13 0.13
Ast Calc (sqmm) 78 86.66 78 78 78 78
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 7.85 2.62 7.85
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 1570.8 1570.8 1570.8
Reinforcement 2L-#10 @ 100 2L-#10 @ 100 2L-#10 @ 100

SFR : -

Beam No : B5
Group No : G3
Analysis Reference(Member) 3m : 37
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 3.685 21.015 0 42.784 1.833 48.016
PtClc (%) 0.13 0.57 0.13 1.22 0.39 1.39
Ast Calc (sqmm) 72.8 317.84 402.12 685.18 72.8 780.97
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24
 Page 4 of 9

Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 56 31.45 58.8
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 807.756 254.545 802.503
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B6
Group No : G3
Analysis Reference(Member) 3m : 39
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 0 20.255 0 46.37 1.505 43.794
PtClc (%) 0.13 0.55 0.13 1.34 0.39 1.26
Ast Calc (sqmm) 402.12 305.79 402.12 750.46 72.8 703.41
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 57.63 30.68 56.43
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 803.98 254.545 806.279
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B7
Group No : G3
Analysis Reference(Member) 3m : 48
Breadth : 200 mm
 Page 5 of 9

Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 3.651 5.561 7.17 27.792 6.432 23.326
PtClc (%) 0.13 0.35 0.24 0.76 0.39 0.63
Ast Calc (sqmm) 402.12 193.9 201.06 427.43 122.31 354.78
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16

Shear Design
Left Mid Right
Vu (kN) 41.45 11.17 27.93
Asv Torsion (sqmm) 0 0 254.545
Asv Reqd (sqmm) 826.821 254.545 616.515
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : 1-#16EF

Beam No : B8,B9
Group No : G4
Analysis Reference(Member) 3m : 60,61
Breadth : 205 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Regular Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 12.235 22.023 12.23 0 0 0
PtClc (%) 0.53 0.87 0.53 0.13 0.13 0.13
Ast Calc (sqmm) 270.25 444.46 270.25 66.62 66.62 66.62
Ast Prv (sqmm) 402.12 603.18 402.12 402.12 402.12 402.12
Reinforcement 2-#16 3-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 22.03 7.34 22.03
 Page 6 of 9

Asv Torsion (sqmm) 418.339 418.339 418.339

Asv Reqd (sqmm) 418.339 418.339 418.339
Asv Prv (sqmm) 1745.33 1745.33 1745.33
Reinforcement 2L-#10 @ 90 2L-#10 @ 90 2L-#10 @ 90

SFR : 1-#12EF

Beam No : B10
Group No : G6
Analysis Reference(Member) 3m : 62
Breadth : 200 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Regular Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 4.779 8.603 4.78 0 0 0
PtClc (%) 0.33 0.5 0.33 0.13 0.13 0.13
Ast Calc (sqmm) 165.41 248.71 165.41 65 65 65
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 13.77 4.59 13.77
Asv Torsion (sqmm) 680.655 680.655 680.655
Asv Reqd (sqmm) 680.655 680.655 680.655
Asv Prv (sqmm) 1745.33 1745.33 1745.33
Reinforcement 2L-#10 @ 90 2L-#10 @ 90 2L-#10 @ 90

SFR : 1-#12EF

Beam No : B11,B13,B15
Group No : G7
Analysis Reference(Member) 3m : 56,57,58
Breadth : 205 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Cantilever Beam

Flexure Design
 Page 7 of 9

Beam Bottom Beam Top

Left Mid Right Left Mid Right
Mu (kN) 3.365 0 0 10.018 37.304 51.27
PtClc (%) 0.13 0.13 0.13 0.33 1.022 1.46
Ast Calc (sqmm) 74.62 74.62 74.62 191.93 586.83 839.01
Ast Prv (sqmm) 402.12 402.12 402.12 1005.3 1005.3 1005.3
Reinforcement 2-#16 2-#16 2-#16 3-#16 3-#16 3-#16
2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 23.63 25.96 28.29
Asv Reqd (sqmm) 260.909 260.909 260.909
Asv Prv (sqmm) 1122 1122 1122
Reinforcement 2L-#10 @ 140 2L-#10 @ 140 2L-#10 @ 140

SFR : -

Beam No : B12,B14,B16
Group No : G7
Analysis Reference(Member) 3m : (28,30,63,32)
Breadth : 205 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 2.097 18.93 12.47 55.898 25.125 21.084
PtClc (%) 0.13 0.51 0.42 1.62 0.668 0.55
Ast Calc (sqmm) 502.65 292.22 301.59 927.95 383.26 318.55
Ast Prv (sqmm) 603.18 402.12 402.12 1005.3 603.18 603.18
Reinforcement 3-#16 2-#16 2-#16 3-#16 3-#16 3-#16
2-#16

Shear Design
Left Mid Right
Vu (kN) 61.58 41.06 22.03
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 1090.639 294.358 429.613
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -
 Page 8 of 9

Beam No : B17
Group No : G10
Analysis Reference(Member) 3m : 59
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Cantilever Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 0 0 0 8.007 18.745 25.044
PtClc (%) 0.13 0.13 0.13 0.27 0.509 0.68
Ast Calc (sqmm) 72.8 72.8 72.8 152.8 285.09 382.52
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 804.24 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 15.64 17.97 20.3
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 1122 1122 1122
Reinforcement 2L-#10 @ 140 2L-#10 @ 140 2L-#10 @ 140

SFR : -

Beam No : B18
Group No : G10
Analysis Reference(Member) 3m : 64,52
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 0 13.759 13.83 39.339 13.078 17.131
PtClc (%) 0.13 0.47 0.48 1.11 0.451 0.51
Ast Calc (sqmm) 402.12 265.96 267.38 623.89 252.41 285.09
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16
 Page 9 of 9

Shear Design
Left Mid Right
Vu (kN) 44.42 20.54 14.85
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 551.583 254.545 330.63
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -
 Page 1 of 3

BEAM DESIGN SUMMARY

Project Name :
Client Name :
Engineer Name :
Analysis File : C:\Users\SONY\Desktop\Tutorial # 2 Program\Staad File\Proposed
Two Storey Residential Building.STD
Analysis Last Modified : 31/07/2021 8:34:12 PM
Level Designed : 6m

Beam No : B1,B4
Group No : G1
Analysis Reference(Member) 6m : 25,44
Breadth : 200 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 0.987 2.615 1.26 8.355 1.809 7.533
PtClc (%) 0.13 0.13 0.13 0.36 0.39 0.32
Ast Calc (sqmm) 201.06 65 201.06 179.55 65 161.52
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 5.54 4.1 5.2
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1745.33 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 90 2L-#10 @ 75

SFR : -

Beam No : B2,B5
Group No : G1
Analysis Reference(Member) 6m : 26,45
Breadth : 200 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
 Page 2 of 3

Beam Bottom Beam Top

Left Mid Right Left Mid Right
Mu (kN) 2.447 2.696 0.71 7.262 1.566 7.982
PtClc (%) 0.13 0.13 0.13 0.31 0.39 0.34
Ast Calc (sqmm) 65 65 201.06 155.59 65 171.36
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 5.25 4.05 5.49
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1745.33 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 90 2L-#10 @ 75

SFR : -

Beam No : B3,B6
Group No : G1
Analysis Reference(Member) 6m : 47,49
Breadth : 200 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 5.158 3.381 4.31 6.106 3.119 7.949
PtClc (%) 0.22 0.14 0.18 0.26 0.39 0.34
Ast Calc (sqmm) 201.06 71.68 201.06 130.41 66.08 170.63
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 2.6 2.04 3.32
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1745.33 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 90 2L-#10 @ 75

SFR : -
 Page 3 of 3

Beam No : B7,B8,B9,B10
Group No : G3
Analysis Reference(Member) 6m : 33,34,35,53
Breadth : 200 mm
Depth : 300 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 4.36 5.581 8.07 11.439 4.176 6.517
PtClc (%) 0.19 0.24 0.35 0.5 0.39 0.28
Ast Calc (sqmm) 201.06 119.02 201.06 247.99 88.72 139.33
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 5.47 3.89 2.01
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1745.33 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 90 2L-#10 @ 75

SFR : -
 Page 1 of 2

BEAM DESIGN SUMMARY (STRAP BEAMS)

Project Name :
Client Name :
Engineer Name :
Analysis File : C:\Users\SONY\Desktop\Tutorial # 2 Program\Staad File\Tie
Beam.STD
Analysis Last Modified : 01/08/2021 12:32:18 AM
Level Designed : 0.4m

Beam No : B1
Group No : G1
Analysis Reference(Member) 0.4m : 21
Breadth : 250 mm
Depth : 400 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 41.466 21.893 47.76 51.962 24.155 44.117
PtClc (%) 0.65 0.43 0.75 0.83 0.48 0.69
Ast Calc (sqmm) 535.85 358.14 622.8 681.77 396.32 572.26
Ast Prv (sqmm) 603.18 402.12 1005.3 1005.3 603.18 603.18
Reinforcement 3-#16 2-#16 3-#16 3-#16 3-#16 3-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 7.31 4.43 1.34
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 343.59 318.182 551.203
Asv Prv (sqmm) 1963.5 1256.64 1963.5
Reinforcement 2L-#10 @ 80 2L-#10 @ 125 2L-#10 @ 80

SFR : -

Beam No : B2,B3,B4
Group No : G2
Analysis Reference(Member) 0.4m : 24,27,30
Breadth : 250 mm
Depth : 400 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam
 Page 2 of 2

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 38.096 21.994 40.23 44.081 20.153 40.604
PtClc (%) 0.59 0.44 0.63 0.69 0.399 0.64
Ast Calc (sqmm) 489.97 359.83 518.91 571.76 328.92 524.06
Ast Prv (sqmm) 603.18 402.12 603.18 603.18 603.18 603.18
Reinforcement 3-#16 2-#16 3-#16 3-#16 3-#16 3-#16

Shear Design
Left Mid Right
Vu (kN) 5.44 2.56 3.21
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 318.182 318.182 318.182
Asv Prv (sqmm) 1963.5 1256.64 1963.5
Reinforcement 2L-#10 @ 80 2L-#10 @ 125 2L-#10 @ 80

SFR : -
 Page 1 of 4

BEAM DESIGN SUMMARY (TIE BEAMS)

Project Name :
Client Name :
Engineer Name :
Analysis File : C:\Users\SONY\Desktop\Tutorial # 2 Program\Staad File\Tie
Beam.STD
Analysis Last Modified : 01/08/2021 12:32:18 AM
Level Designed : 1.2m

Beam No : B1
Group No : G1
Analysis Reference(Member) 1.2m : 2
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 21.191 12.089 20.83 27.606 12.16 25.257
PtClc (%) 0.57 0.42 0.56 0.76 0.418 0.69
Ast Calc (sqmm) 402.12 232.8 314.85 424.37 234.21 385.97
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16

Shear Design
Left Mid Right
Vu (kN) 4.38 2.36 3.69
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B2
Group No : G1
Analysis Reference(Member) 1.2m : 4
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam
 Page 2 of 4

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 18.993 11.015 18.32 24.116 10.383 23.807
PtClc (%) 0.51 0.38 0.51 0.66 0.39 0.65
Ast Calc (sqmm) 285.87 211.61 402.12 367.5 199.18 362.52
Ast Prv (sqmm) 402.12 402.12 402.12 402.12 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16

Shear Design
Left Mid Right
Vu (kN) 3.96 2.09 4.11
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B3
Group No : G1
Analysis Reference(Member) 1.2m : 6
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 32.274 17.664 33.44 33.59 17.545 35.893
PtClc (%) 0.9 0.51 0.93 0.94 0.509 1.01
Ast Calc (sqmm) 502.13 285.09 521.94 524.42 285.09 563.85
Ast Prv (sqmm) 804.24 402.12 804.24 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 2.21 1.15 2.83
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 712.481 254.545 710.596
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75
 Page 3 of 4

SFR : -

Beam No : B4
Group No : G2
Analysis Reference(Member) 1.2m : 13
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 23.938 13.497 23.09 29.931 13.383 28.046
PtClc (%) 0.65 0.47 0.63 0.83 0.462 0.77
Ast Calc (sqmm) 402.12 260.75 402.12 462.84 258.48 431.61
Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 4.25 2.23 3.82
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : 1-#16EF

Beam No : B5
Group No : G2
Analysis Reference(Member) 1.2m : 15
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 21.544 12.391 20.29 25.982 11.416 26.471
PtClc (%) 0.58 0.43 0.55 0.71 0.392 0.72
Ast Calc (sqmm) 326.26 238.78 402.12 397.77 219.52 405.76
 Page 4 of 4

Ast Prv (sqmm) 402.12 402.12 402.12 804.24 402.12 804.24

Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 3.74 2.31 4.33
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 254.545 254.545 254.545
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : -

Beam No : B6
Group No : G2
Analysis Reference(Member) 1.2m : 17
Breadth : 200 mm
Depth : 350 mm
Material Properties : C20 : Fy275
Cover : 40 mm
Design Code : ACI 318M - 2014
Beam Type : Ductile Beam

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Mu (kN) 36.433 19.273 36.65 36.425 19.927 40.577
PtClc (%) 1.02 0.52 1.03 1.02 0.537 1.15
Ast Calc (sqmm) 573.17 290.27 577.01 573.04 300.59 645.76
Ast Prv (sqmm) 804.24 402.12 804.24 804.24 402.12 804.24
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
2-#16 2-#16 2-#16 2-#16

Shear Design
Left Mid Right
Vu (kN) 1.45 1.91 3.59
Asv Torsion (sqmm) 0 0 0
Asv Reqd (sqmm) 714.778 254.545 708.299
Asv Prv (sqmm) 2094.4 1570.8 2094.4
Reinforcement 2L-#10 @ 75 2L-#10 @ 100 2L-#10 @ 75

SFR : 1-#16EF
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

DESIGN OF COLUMNS

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

Column Design: Column Design Summary Page 1 of 2

COLUMN DESIGN SUMMARY

Project Name :
Client Name :
Engineer Name :
Analysis File : C:\Users\SONY\Desktop\Tutorial # 2 Program\Staad File\Proposed
Two Storey Residential Building.STD
Analysis Last Modified : 31/07/2021 8:34:12 PM

Design Code: ACI 318M - 2014

Load Combinations :
1. 1.2 (LOAD 3: DL) +1.6 (LOAD 4: LL) +0.5 (LOAD 5: RL)
2. 1.2 (LOAD 3: DL) +0.5 (LOAD 4: LL) +1.6 (LOAD 5: RL)
3. 1.42 (LOAD 3: DL) +0.5 (LOAD 4: LL) +(LOAD 1: EQX+)
4. 1.42 (LOAD 3: DL) +0.5 (LOAD 4: LL) -(LOAD 1: EQX+)
5. 1.42 (LOAD 3: DL) +0.5 (LOAD 4: LL) +(LOAD 2: EQZ+)
6. 1.42 (LOAD 3: DL) +0.5 (LOAD 4: LL) -(LOAD 2: EQZ+)
7. 1.12 (LOAD 3: DL) +(LOAD 1: EQX+)
8. 1.12 (LOAD 3: DL) -(LOAD 1: EQX+)
9. 1.12 (LOAD 3: DL) +(LOAD 2: EQZ+)
10. 1.12 (LOAD 3: DL) -(LOAD 2: EQZ+)
11. 1.42 (LOAD 3: DL) +0.5 (LOAD 4: LL) +(LOAD 1: EQX+)
12. 1.2 (LOAD 3: DL) +0.5 (LOAD 4: LL) -(LOAD 1: EQX+)
13. 1.2 (LOAD 3: DL) +0.5 (LOAD 4: LL) +(LOAD 2: EQZ+)
14. 1.2 (LOAD 3: DL) +0.5 (LOAD 4: LL) -(LOAD 2: EQZ+)
15. 0.9 (LOAD 3: DL) +(LOAD 1: EQX+)
16. 0.9 (LOAD 3: DL) -(LOAD 1: EQX+)
17. 0.9 (LOAD 3: DL) +(LOAD 2: EQZ+)
18. 0.9 (LOAD 3: DL) -(LOAD 2: EQZ+)
19. (LOAD 3: DL) +(LOAD 4: LL) +(LOAD 5: RL)

Levels : 1. FOUNDATION
2. 3m
3. 6m
Column Design: Column Design Summary Page 2 of 2

Column/Wall : C1 , C2 , C5 , C8
Level Size Material LC Analysis P Mx My Pt Interaction Main Links
(mm) LC No (kN) (kNm) (kNm) (%) Ratio Reinforcement
250 X C20 : #10 @ 50 +
1 TO 2 5 10 76.01 -10.09 32.35 1.59 0.71 8-#16
405 Fy275 #10 @ 125
250 X C20 : #10 @ 50 +
2 TO 3 5 10 16.29 4.2 -11.76 1.59 0.27 8-#16
405 Fy275 #10 @ 125

Column/Wall : C3 , C4 , C6 , C7
Level Size Material LC Analysis P Mx My Pt Interaction Main Links
(mm) LC No (kN) (kNm) (kNm) (%) Ratio Reinforcement
250 X C20 : #10 @ 50 +
1 TO 2 5 10 46.91 -1.38 22.78 1.21 0.68 6-#16
400 Fy275 #10 @ 125
250 X C20 : #10 @ 50 +
2 TO 3 5 10 21.56 -0.74 -10.17 1.21 0.32 6-#16
400 Fy275 #10 @ 125
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

DESIGN OF FOOTINGS

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

STRUCTURAL ANALYSIS PROPOSED TWO STOREY
DESIGN REPORT RESIDENTIAL BUILDING

Footing Name F1
Column Type Isolated

Design Paramters

Pu = 215 KN
f'c = 20 Mpa
fy = 275 Mpa
Embedment = 1500 mm
qall (Soil Bearing Capacity)= 100 Kpa
Trial "t" = 300 mm
Increment "t" = 50 mm
Minimum "L" = 1000 mm Concentric Footing
bar Ø= 16 mm
Col-x = 400 mm
Col-z = 250 mm

REQUIRED DIMENSIONS
Ps = 153.5714286 KN
Footing Areareq = 1.535714286 mm

B= 1300 mm
L= 1300 mm Wide Beam Shear
Final Area = 1690000 mm2
Qumax= 127.22 Kpa 165.386

WIDE BEAM SHEAR fVc > Vu

fVc = f(f'c)1/2Bd/6
Effective, d1 = 97.33 mm
t= 200 mm
Used t = 300 mm
Punching Shear
PUNCHING SHEAR CHECK

Used d = 217 mm
bo = 1868 mm
β= 1
as = 40
Punching Area = 1401861 mm2
VuPunching = 178.3447564 KN
ff'c1/2bod/3 = 453.2017855 KN Safe
4 Critical Area for Moment
FLEXURAL REINFORCEMENT REQUIREMENTS
d= 217 mm
Mu = 22.79 kN-m steel ratio, r = 0.0051
Rn = 0.41369667 required As = 1436.15
rrqrd = 0.00152 number of bars = 7.14
rmin = 0.0051 say = 8.00 pcs - 16 mmf Both Ways
USE t = 300 mm
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
DESIGN REPORT RESIDENTIAL BUILDING

Footing Name F2
Column Type Isolated

Design Paramters

Pu = 305 KN
f'c = 20 Mpa
fy = 275 Mpa
Embedment = 1500 mm
qall (Soil Bearing Capacity)= 100 Kpa
Trial "t" = 300 mm
Increment "t" = 50 mm
Minimum "L" = 1000 mm Concentric Footing
bar Ø= 16 mm
Col-x = 250 mm
Col-z = 400 mm

REQUIRED DIMENSIONS
Ps = 217.8571429 KN
Footing Areareq = 2.178571429 mm

B= 1500 mm
L= 1500 mm Wide Beam Shear
Final Area = 2250000 mm2
Qumax= 135.56 Kpa 203.34

WIDE BEAM SHEAR fVc > Vu

fVc = f(f'c)1/2Bd/6
Effective, d1 = 121.98 mm
t= 250 mm
Used t = 300 mm
Punching Shear
PUNCHING SHEAR CHECK

Used d = 217 mm
bo = 1868 mm
β= 1
as = 40
Punching Area = 1961861 mm2
VuPunching = 265.9498772 KN
ff'c1/2bod/3 = 453.2017855 KN Safe
4 Critical Area for Moment
FLEXURAL REINFORCEMENT REQUIREMENTS
d= 217 mm
Mu = 39.71 kN-m steel ratio, r = 0.0051
Rn = 0.624740444 required As = 1657.09
rrqrd = 0.00232 number of bars = 8.24
rmin = 0.0051 say = 9.00 pcs - 16 mmf Both Ways
USE t = 300 mm

125
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

DESIGN OF PURLINS

BENSIG ENGINEERING SERVICES – Architectural, Engineering Activities and Technical Consultancy

Design Paramters
Fbx = Fby 148.80 Mpa Wind Load: P = qh[GCp - GCpi]
# of sagrod = 1 With sagrod at midspan Exposure: B
# of purlin = 19 Height: 5.15 m
Live Load = 0.600 kPa Basic Wind Speed: 250 km/hr
Spacing, S = 0.600 m, tributary width Windward, Pres Coef, GCp: 0.48
Span, L = 3.200 m Leeward, Pres Coef, GCp: -0.89
Roof Angle, q = 3.0000 degrees Positive Int. Pressure Coef., GCpi: 0.18
Ceiling = 0.200 kPa Negative Int. Pressure Coef., GCpi: -0.18
Roof = 0.100 kPa Topographic Factor, Kzt: 1.00
Utilities = 0.100 kPa Kz = 0.595
Total Dead Load = 0.40000 kPa

TRIAL SECTION AND SECTION PROPERTIES

h= 100 mm
b= 50 mm
L= 20 mm
t= 1.0 mm
Area = 236.00 mm2
Weight = 0.0181720 KN/m
cy = 50.00 mm
cx = 18.77 mm
Sx = 7677.97 mm3
Sy = 2988.34 mm3

DESIGN WIND PRESSURE COMPUTED DESIGN LOADS

qh = 0.613KzKztKdV2 Maximum Pressure = 0.986 kPa
qh = 1494.109 N/m2 Maximum Suction = -1.599 KPa
qh = 1.494 kPa DL = 0.2400 kN/m
Case1 Windward = 0.986 LL = 0.360 kN/m
Leeward = -1.061 Wlpres = 0.592 kN/m
Case2 Windward = 0.448 Wlsuct = -0.959 kN/m
Leeward = -1.599

Load Combinations Wn Mn fbx Wt Mt fby fbx + fby fbx/Fbx + fby/Fby Remarks

DL + LL 0.617324817 0.79017577 102.9146275 0.032352623 0.010352839 6.928823023 109.8434505 0.7 Pass
0.75DL + 0.45WLPRES 0.459613808 0.58830567 76.62252115 0.010133759 0.003242803 2.170303853 78.792825 0.5 Pass
0.75DL + 0.45WLSUCT -0.238284364 -0.30500399 -39.72454357 0.010133759 0.003242803 2.170303853 -37.55423971 -0.3 Pass

DIAMETER OF SAGROD
T = # of purlin x tangential reaction
= 1.229 kN
Diameter = 3.2 say 10 mm sagrods

CHECK FOR DEFLECTION

L (mm) W (KN/m) E I DEFLECTION ALLOWABLE REMARKS
3,200.00 0.617 200000.000 383,898.67 10.978 13.333 Pass
3,200.00 0.460 200000.000 383,898.67 8.173 13.333 Pass
3,200.00 -0.238 200000.000 383,898.67 -4.237 13.333 Pass
STRUCTURAL ANALYSIS PROPOSED TWO STOREY
& DESIGN REPORT RESIDENTIAL BUILDING

DESIGN OF TRUSS

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Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

PURLINS DESIGN
Design Paramters
Fbx = Fby 148.80 Mpa Wind Load: P = qh[GCp - GCpi]
# of sagrod = 1 With sagrod at midspan Exposure: B
# of purlin = 19 Height: 5.15 m
Live Load = 0.600 kPa Basic Wind Speed: 250 km/hr
Spacing, S = 0.600 m, tributary width Windward, Pres Coef, GCp: 0.48
Span, L = 3.200 m Leeward, Pres Coef, GCp: -0.89
Roof Angle, q = 3.0000 degrees Positive Int. Pressure Coef., GCpi: 0.18
Ceiling = 0.200 kPa Negative Int. Pressure Coef., GCpi: -0.18
Roof = 0.100 kPa Topographic Factor, Kzt: 1.00
Utilities = 0.100 kPa Kz = 0.595
Total Dead Load = 0.40000 kPa

TRIAL SECTION AND SECTION PROPERTIES

h= 100 mm
b= 50 mm
L= 20 mm
t= 1.0 mm
Area = 236.00 mm2
Weight = 0.0181720 KN/m
cy = 50.00 mm
cx = 18.77 mm
Sx = 7677.97 mm3
Sy = 2988.34 mm3

DESIGN WIND PRESSURE COMPUTED DESIGN LOADS

qh = 0.613KzKztKdV2 Maximum Pressure = 0.986 kPa
qh = 1494.109 N/m2 Maximum Suction = -1.599 KPa
qh = 1.494 kPa DL = 0.2400 kN/m
Case1 Windward = 0.986 LL = 0.360 kN/m
Leeward = -1.061 Wlpres = 0.592 kN/m
Case2 Windward = 0.448 Wlsuct = -0.959 kN/m
Leeward = -1.599

Load Combinations Wn Mn fbx Wt Mt fby fbx + fby fbx/Fbx + fby/Fby Remarks

DL + LL 0.617324817 0.79017577 102.9146275 0.032352623 0.010352839 6.928823023 109.8434505 0.7 Pass
0.75DL + 0.45WLPRES 0.459613808 0.58830567 76.62252115 0.010133759 0.003242803 2.170303853 78.792825 0.5 Pass
0.75DL + 0.45WLSUCT -0.238284364 -0.30500399 -39.72454357 0.010133759 0.003242803 2.170303853 -37.55423971 -0.3 Pass

DIAMETER OF SAGROD
T = # of purlin x tangential reaction
= 1.229 kN
Diameter = 3.2 say 10 mm sagrods

CHECK FOR DEFLECTION

L (mm) W (KN/m) E I DEFLECTION ALLOWABLE REMARKS
3,200.00 0.617 200000.000 383,898.67 10.978 13.333 Pass
3,200.00 0.460 200000.000 383,898.67 8.173 13.333 Pass
3,200.00 -0.238 200000.000 383,898.67 -4.237 13.333 Pass
Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

TRUSS DESIGN
 Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

Geometry

Materials

Specifications
 Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

Loadings
Dead Load
a. Selfweigth of the Truss
b. Roof Load = 0.1kPa x 3.2m(tributary width) = 0.32kN/m

c. Utilities = 0.1kPa x 3.2m(tributary width) = 0.32kN/m

Ceiling Load = 0.2kPa x 3.2m(tributary width) = 0.64kN/m
Ceiling + Utitilities = 0.32kN/m + 0.64kN/m = 0.96kN/m

Live Load
a. 0.6kPa x 3.2m(tributary width) = 1.92kN/m
 Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

Wind Load (Pressure) , please see purlins design for the derivation of loads
a. W1 = 0.986kPa x 3.2m(tributary width) = 3.16kN/m

Wind Load (Suction) , please see purlins design for the derivation of loads
b. W1 = -1.599kPa x 3.2m(tributary width) = 5.12kN/m

Analysis and Design Commands

 Engineering Report PROPOSED THREE STOREY
RESIDENTIAL BUILDING W/
Structural Calculation
BASEMENT & ROOFDECK

Results
Max unit Ratio = 0.71 < 1 , therefore all sections are adequate

Deflection Check
Allowable Deflection = 5000mm/360mm = 13.89mm

Actual Deflection = 4.647mm < Allowable , therefore Pass in Deflection

Final Sections