0% found this document useful (0 votes)

42 views169 pages

Foundation

Uploaded by

KevinNavidad

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as PDF, TXT or read online on Scribd

0% found this document useful (0 votes)

42 views169 pages

Foundation

Uploaded by

KevinNavidad

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as PDF, TXT or read online on Scribd

You are on page 1/ 169

Page 1 of 169

Isolated Footing Design(ACI 318-14) - Metric

Footing No. Group ID Foundation Geometry

- - Length Width Thickness
2 1 1.80m 1.80m 0.30m
3 2 1.95m 1.95m 0.30m
22 3 2.20m 2.20m 0.30m
23 4 2.40m 2.40m 0.35m
42 5 1.85m 1.85m 0.30m
43 6 1.90m 1.90m 0.30m
85 7 1.00m 1.00m 0.30m
86 8 1.00m 1.00m 0.30m
87 9 1.00m 1.00m 0.30m
88 10 1.00m 1.00m 0.30m
91 11 1.00m 1.00m 0.30m
92 12 1.00m 1.00m 0.30m

Footing No. Footing Reinforcement Pedestal Reinforcement

- Bottom Reinforcement(Mz) Bottom Reinforcement(Mx) Top Reinforcement(Mz) Top Reinforcement(Mx) Main Steel Trans Steel
2 10 - ϕ12 10 - ϕ12 N/A N/A N/A N/A
3 11 - ϕ12 11 - ϕ12 N/A N/A N/A N/A
22 13 - ϕ12 14 - ϕ12 N/A N/A N/A N/A
23 16 - ϕ12 16 - ϕ12 N/A N/A N/A N/A
42 10 - ϕ12 10 - ϕ12 N/A N/A N/A N/A
43 11 - ϕ12 11 - ϕ12 N/A N/A N/A N/A
85 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A
86 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A
87 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A
88 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A
91 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A
92 6 - ϕ12 6 - ϕ12 N/A N/A N/A N/A

0.89 m
Isolated Footing 2

0.3 m

Elevation

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 2 of 169

X 0.9 m

0.4 m

1.8 m
0.25 m

0.9 m

1.8 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Design Type : specified minimums as starting
value
Minimum Footing Length - X(Fl) : 1000.00 mm
Minimum Footing Width - Z (Fw) : 1000.00 mm
Footing Thickness (Ft) : 305.00 mm
Eccentricity along X (Oxd) : 0.00 mm
Eccentricity along Z (Ozd) : 0.00 mm

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

Unit Weight of Concrete : 23.60 kN/m3

Strength of Concrete : 28.00 N/mm2
Yield Strength of Steel : 415.00 N/mm2
Minimum Bar Size : ϕ12
Maximum Bar Size : ϕ32
Top Footing Minimum Bar Size : ϕ12
Top Footing Maximum Bar Size : ϕ32
Pedestal Minimum Bar Size : ϕ6
Pedestal Maximum Bar Size : ϕ22
Minimum Bar Spacing : 50.00 mm
Maximum Bar Spacing : 300.00 mm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 3 of 169

Pedestal Clear Cover (P, CL) : 50.00 mm

Bottom Footing Clear Cover (F, CL) : 50.00 mm

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

Load Combination/s- Service Stress Level

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 4 of 169

Load Combination/s- Service Stress Level

Load Combination/s- Strength Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
87 GENERATED NSCP 2015 USD COMBO 1 1.00 1.00 1.00
88 GENERATED NSCP 2015 USD COMBO 2 1.00 1.00 1.00
89 GENERATED NSCP 2015 USD COMBO 3 1.00 1.00 1.00
90 GENERATED NSCP 2015 USD COMBO 4 1.00 1.00 1.00
91 GENERATED NSCP 2015 USD COMBO 5 1.00 1.00 1.00
92 GENERATED NSCP 2015 USD COMBO 6 1.00 1.00 1.00
93 GENERATED NSCP 2015 USD COMBO 7 1.00 1.00 1.00
94 GENERATED NSCP 2015 USD COMBO 8 1.00 1.00 1.00
95 GENERATED NSCP 2015 USD COMBO 9 1.00 1.00 1.00
96 GENERATED NSCP 2015 USD COMBO 10 1.00 1.00 1.00
97 GENERATED NSCP 2015 USD COMBO 11 1.00 1.00 1.00
98 GENERATED NSCP 2015 USD COMBO 12 1.00 1.00 1.00
99 GENERATED NSCP 2015 USD COMBO 13 1.00 1.00 1.00
100 GENERATED NSCP 2015 USD COMBO 14 1.00 1.00 1.00
101 GENERATED NSCP 2015 USD COMBO 15 1.00 1.00 1.00
102 GENERATED NSCP 2015 USD COMBO 16 1.00 1.00 1.00
103 GENERATED NSCP 2015 USD COMBO 17 1.00 1.00 1.00
104 GENERATED NSCP 2015 USD COMBO 18 1.00 1.00 1.00
105 GENERATED NSCP 2015 USD COMBO 19 1.00 1.00 1.00
106 GENERATED NSCP 2015 USD COMBO 20 1.00 1.00 1.00
107 GENERATED NSCP 2015 USD COMBO 21 1.00 1.00 1.00

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

Moments are about the center of footing / pile cap (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 0.90 -268.84 -2.35 -2.32 -0.80
60 0.56 -168.50 -1.60 -1.58 -0.51
61 -4.08 -133.65 -1.75 -1.75 3.46
62 6.01 -204.84 -1.72 -1.62 -5.17

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 5 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
63 -4.88 -132.16 -1.48 -1.53 4.15
64 5.21 -203.35 -1.45 -1.40 -4.47
65 -0.00 -131.08 -4.71 -4.20 0.28
66 2.18 -207.86 1.16 0.76 -2.20
67 -1.05 -129.14 -4.36 -3.91 1.19
68 1.13 -205.92 1.51 1.05 -1.29
69 -4.31 -66.25 -1.11 -1.12 3.66
70 5.78 -137.44 -1.08 -0.99 -4.96
71 -5.10 -64.76 -0.84 -0.90 4.36
72 4.99 -135.95 -0.81 -0.77 -4.27
73 -0.23 -63.68 -4.07 -3.57 0.48
74 1.95 -140.46 1.80 1.39 -2.00
75 -1.27 -61.74 -3.72 -3.28 1.39
76 0.90 -138.52 2.15 1.68 -1.09
77 0.34 -101.10 -0.96 -0.95 -0.30
78 0.82 -243.75 -2.16 -2.13 -0.73
79 -2.66 -217.64 -2.28 -2.26 2.24
80 4.90 -270.99 -2.25 -2.17 -4.22
81 -3.26 -216.52 -2.08 -2.09 2.76
82 4.30 -269.87 -2.05 -2.00 -3.70
83 0.39 -215.72 -4.50 -4.10 -0.14
84 2.03 -273.25 -0.10 -0.38 -2.00
85 -0.39 -214.26 -4.23 -3.88 0.54
86 1.24 -271.79 0.17 -0.16 -1.32

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 0.79 -235.90 -2.24 -2.21 -0.71
88 1.22 -362.74 -3.13 -3.07 -1.08
89 0.85 -252.37 -2.30 -2.26 -0.76
90 0.68 -202.20 -1.92 -1.89 -0.61
91 -5.66 -203.56 -2.50 -2.50 4.80
92 8.47 -303.27 -2.46 -2.33 -7.28
93 -6.78 -201.47 -2.13 -2.19 5.77
94 7.36 -301.18 -2.09 -2.02 -6.31
95 0.05 -199.96 -6.66 -5.94 0.34
96 3.11 -307.50 1.57 1.01 -3.14
97 -1.41 -197.24 -6.16 -5.53 1.62
98 1.64 -304.78 2.06 1.42 -1.86
99 0.51 -151.65 -1.44 -1.42 -0.46
100 -6.00 -102.84 -1.65 -1.66 5.10
101 8.13 -202.55 -1.61 -1.48 -6.98
102 -7.12 -100.75 -1.27 -1.35 6.07
103 7.02 -200.46 -1.23 -1.18 -6.01
104 -0.28 -99.24 -5.80 -5.09 0.64
105 2.77 -206.78 2.42 1.85 -2.83
106 -1.75 -96.52 -5.30 -4.69 1.92
107 1.30 -204.06 2.92 2.26 -1.56

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

Area from initial length and width, Ao = Lo X W o = 1.00 m2

Min. area required from bearing pressure, Amin = 2.90 m2

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 6 of 169

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.80 m Governing Load Case : # 80

Width (W2) = 1.80 m Governing Load Case : # 80
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 3.24 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 23.32 kN
Soil Weight On Top Of Footing = 49.46 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 107.4486 109.6690 103.4277 101.2074 0.00

80 103.1576 114.9151 109.0433 97.2858 0.00

84 104.5259 109.9173 109.0716 103.6802 0.00

86 104.7204 108.2108 107.9792 104.4888 0.00

If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of negative pressure will be set to zero and the pressure
will be redistributed to remaining corners.

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 107.4486 109.6690 103.4277 101.2074

80 103.1576 114.9151 109.0433 97.2858

84 104.5259 109.9173 109.0716 103.6802

86 104.7204 108.2108 107.9792 104.4888

0.89 m
Stability Check

OTM

Sliding Force
.

Frictional Force 0.3 m

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 7 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
59 189.39 72.57 67.77 1.50 101.36 284.92 1.50

60 213.56 75.47 71.16 1.50 105.27 319.80 1.50

61 25.28 59.06 23.24 1.50 81.54 39.48 1.50

62 23.10 80.79 22.21 1.50 116.38 35.70 1.50

63 21.01 69.30 20.10 1.50 93.22 32.70 1.50

64 26.49 95.25 25.52 1.50 134.56 40.98 1.50

65 N/A 21.63 21.63 1.50 32.55 659.55 1.50

66 64.42 120.99 56.86 1.50 226.93 88.03 1.50

67 96.30 23.17 22.53 1.50 34.69 120.26 1.50

68 123.31 92.00 73.74 1.50 165.97 153.30 1.50

69 16.13 62.73 15.63 1.50 86.09 25.14 1.50

70 18.18 97.43 17.87 1.50 143.13 28.13 1.50

71 13.47 81.94 13.29 1.50 107.32 20.94 1.50

72 20.93 128.84 20.66 1.50 183.85 32.43 1.50

73 301.63 16.76 16.73 1.50 25.52 223.38 1.50

74 54.62 59.26 40.16 1.50 99.02 73.88 1.50

75 52.78 18.09 17.12 1.50 27.43 67.91 1.50

76 116.86 49.05 45.22 1.50 81.39 139.36 1.50

77 256.51 90.65 85.47 1.50 126.44 384.11 1.50

78 193.57 73.11 68.39 1.50 102.09 290.96 1.50

79 54.50 63.79 41.43 1.50 88.53 85.52 1.50

80 35.11 76.24 31.89 1.50 108.42 54.14 1.50

81 44.36 69.71 37.42 1.50 95.46 69.32 1.50

82 39.84 83.44 35.96 1.50 117.31 61.50 1.50

83 365.96 32.07 31.95 1.50 47.48 991.59 1.50

84 85.38 1764.25 85.28 1.50 757.72 118.85 1.50

85 366.90 33.92 33.77 1.50 49.97 390.21 1.50

86 138.82 1026.22 137.56 1.50 2755.36 182.82 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 71

Governing Disturbing Force : -5.10 kN
Governing Restoring Force : 68.77 kN
Minimum Sliding Ratio for the Critical Load Case : 13.47
Critical Load Case for Overturning about X-Direction : 73
Governing Overturning Moment : -4.81 kNm
Governing Resisting Moment : 122.81 kNm
Minimum Overturning Ratio for the Critical Load Case : 25.52

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 73

Governing Disturbing Force : -4.07 kN
Governing Restoring Force : 68.23 kN
Minimum Sliding Ratio for the Critical Load Case : 16.76
Critical Load Case for Overturning about Z-Direction : 71
Governing Overturning Moment : 5.91 kNm
Governing Resisting Moment : 123.78 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 8 of 169

Minimum Overturning Ratio for the Critical Load Case : 20.94

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 71
Governing Disturbing Force : 5.17 kN
Governing Restoring Force : 68.77 kN
Minimum Sliding Ratio for the Critical Load Case : 13.29

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

Area of
Load Case / Pressure at Pressure at Pressure at Pressure at
footing in
Load top left top right bottom right bottom left
Contact with
Combination corner corner corner corner
soil (Au)
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2) 2
(m )

87 97.2653 99.2213 93.2792 91.3232 3.24

88 137.0678 140.0616 131.7734 128.7796 3.24

89 102.3569 104.4452 98.3535 96.2653 3.24

90 86.5792 88.2559 83.1626 81.4860 3.24

91 95.3619 81.9303 75.2167 88.6483 3.24

92 109.0819 129.3812 123.0469 102.7476 3.24

93 95.6320 79.5091 73.6601 89.7830 3.24

94 109.3520 126.9600 121.4903 103.8823 3.24

95 92.7108 92.0405 75.6490 76.3193 3.24

96 111.6395 120.0396 123.0999 114.6998 3.24

97 93.0743 88.8508 73.6071 77.8307 3.24

98 112.0031 116.8498 121.0580 116.2112 3.24

99 70.5502 71.8077 67.9877 66.7303 3.24

100 63.5551 49.2928 44.8509 59.1133 3.24

101 77.2751 96.7437 92.6811 73.2126 3.24

102 63.8252 46.8716 43.2943 60.2480 3.24

103 77.5452 94.3226 91.1246 74.3473 3.24

104 60.9041 59.4030 45.2832 46.7843 3.24

105 79.8328 87.4021 92.7341 85.1648 3.24

106 61.2676 56.2133 43.2413 48.2957 3.24

107 80.1963 84.2123 90.6922 86.6762 3.24

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 9 of 169

X 0.9 m

Z
0.12 m
0.9 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 336.43kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.27 m

Table 22.6.5.2, (b), Vc1 = = 1117.50 kN

Table 22.6.5.2, (c), Vc2 = = 1522.40 kN

Table 22.6.5.2, (a), Vc3 = = 964.18 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 723.13 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 10 of 169

X 0.9 m

Z 0.535 m

0.9 m
0.535 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 383.75 kN

Distance of critical section from top left corner

along Z, DZ = = 0.54 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 287.81 kN

Critical load case for Vux is # 88 = 112.35 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.9 m

0.46 m 0.46 m
0.9 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 383.75 kN

Distance of critical section from top left corner along

X, DX = = 0.46 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 287.81 kN

Critical load case for Vuz is # 88 = 94.15 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 11 of 169

10 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.70 m
of the column at a distance, Dx =

Ultimate moment = = 49.86 kNm

Nominal moment capacity, Mn = = 55.39 kNm

(Based on effective depth) Required = = 0.00134

(Based on gross depth) x d / Depth = 0.00104

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1098.00 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 187.56mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 12 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 185mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.65 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 10

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1130.97 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00265

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.03

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

10 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 13 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 0.78 m
=

Ultimate moment = = 62.11 kNm

Nominal moment capacity, Mn = = 69.01 kNm

(Based on effective depth) Required = = 0.00167

(Based on gross depth) x d / Depth = 0.00130

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1098.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 187.56mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 185mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.73 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 10

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1130.97 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)

Reinforcement ratio, = = 0.00265

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.03

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 10 17.00 15.10
Face

Along X on Bottom
ϕ12 10 17.00 15.10
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 30.21 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 14 of 169

- Length Width Thickness Weight

Footing 1.80m 1.80m 0.30m 23.32kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 23.32 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 11.38 m3

Backfill Volume : 10.39 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 15 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.9 m
0.89 m
Z
0.4 m
1.8 m

0.25 m
0.9 m

1.8 m
0.3 m

Isolated Footing 3
Plan
0.9 m
Elevation
BOTTOM 10 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.9 m

1.8 m 1.8 m 0.3 m N/A N/A 10 - ϕ12 10 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 10 - ϕ12
Plan


Page 16 of 169

0.3 m

Elevation

X 0.975 m

0.4 m

1.95 m
0.25 m
0.975 m

1.95 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 17 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 18 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 19 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 2.92 -339.94 -2.10 -2.08 -2.77
60 1.77 -204.10 -0.92 -0.91 -1.68
61 0.28 -195.50 -0.95 -0.95 -0.79
62 3.55 -214.47 -0.83 -0.80 -2.77
63 -0.01 -193.73 -1.02 -1.02 -0.60
64 3.26 -212.70 -0.89 -0.87 -2.57
65 1.18 -177.44 -3.66 -3.27 -0.87
66 2.75 -233.07 1.90 1.54 -2.76
67 0.79 -175.13 -3.74 -3.36 -0.60
68 2.36 -230.76 1.82 1.44 -2.50
69 -0.43 -113.86 -0.58 -0.59 -0.12
70 2.84 -132.83 -0.46 -0.43 -2.09
71 -0.72 -112.09 -0.65 -0.66 0.07
72 2.55 -131.06 -0.52 -0.51 -1.90
73 0.47 -95.80 -3.29 -2.90 -0.20
74 2.04 -151.43 2.27 1.91 -2.09
75 0.08 -93.49 -3.37 -3.00 0.07
76 1.66 -149.12 2.19 1.81 -1.82
77 1.06 -122.46 -0.55 -0.55 -1.01
78 2.63 -305.98 -1.81 -1.79 -2.50
79 1.51 -299.54 -1.83 -1.82 -1.83
80 3.96 -313.75 -1.74 -1.70 -3.31
81 1.30 -298.21 -1.88 -1.87 -1.69
82 3.75 -312.43 -1.78 -1.76 -3.16
83 2.18 -286.01 -3.86 -3.55 -1.89
84 3.36 -327.69 0.31 0.05 -3.31
85 1.90 -284.27 -3.92 -3.62 -1.69
86 3.08 -325.96 0.24 -0.02 -3.11

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 2.48 -285.74 -1.29 -1.28 -2.36
88 3.96 -462.27 -3.00 -2.96 -3.76
89 2.70 -312.84 -1.70 -1.68 -2.56
90 2.12 -244.92 -1.11 -1.09 -2.02
91 0.61 -300.79 -1.74 -1.73 -1.32
92 5.19 -327.36 -1.56 -1.52 -4.08
93 0.20 -298.32 -1.83 -1.84 -1.04
94 4.78 -324.89 -1.65 -1.62 -3.81
95 1.86 -275.51 -5.53 -4.97 -1.42
96 4.07 -353.42 2.26 1.76 -4.07
97 1.33 -272.26 -5.65 -5.11 -1.05
98 3.53 -350.18 2.14 1.62 -3.70
99 1.59 -183.69 -0.83 -0.82 -1.51
100 -0.49 -171.64 -0.87 -0.87 -0.27
101 4.09 -198.21 -0.70 -0.66 -3.03
102 -0.90 -169.17 -0.96 -0.98 0.00
103 3.68 -195.74 -0.79 -0.77 -2.76
104 0.76 -146.35 -4.67 -4.12 -0.38
105 2.96 -224.27 3.12 2.61 -3.02
106 0.22 -143.11 -4.78 -4.25 -0.00
107 2.43 -221.03 3.01 2.48 -2.65

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 20 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 3.46 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.95 m Governing Load Case : # 59

Width (W2) = 1.95 m Governing Load Case : # 59
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 3.80 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 27.37 kN
Soil Weight On Top Of Footing = 58.32 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 111.1756 117.0973 112.6949 106.7733 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 111.1756 117.0973 112.6949 106.7733

0.89 m Stability Check

OTM

Sliding Force
.

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 21 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 72.98 101.17 59.19 1.50 152.56 113.42 1.50

60 81.86 157.25 72.61 1.50 237.07 127.12 1.50

61 502.90 147.62 141.64 1.50 221.11 311.53 1.50

62 42.28 181.51 41.18 1.50 278.96 76.01 1.50

63 14540.14 137.50 137.49 1.50 204.14 457.76 1.50

64 45.76 167.55 44.14 1.50 254.37 81.60 1.50

65 111.89 35.94 34.22 1.50 58.55 208.92 1.50

66 58.00 83.87 47.70 1.50 146.53 86.35 1.50

67 164.63 34.84 34.08 1.50 56.45 300.61 1.50

68 66.92 87.04 53.05 1.50 154.39 95.90 1.50

69 232.85 170.89 137.77 1.50 254.93 21592.71 1.50

70 38.45 238.43 37.96 1.50 372.25 71.95 1.50

71 137.80 152.73 102.31 1.50 224.79 656.16 1.50

72 42.46 207.66 41.60 1.50 316.84 78.97 1.50

73 194.00 27.56 27.29 1.50 45.31 522.01 1.50

74 58.12 52.25 38.86 1.50 89.00 85.31 1.50

75 1065.76 26.55 26.54 1.50 43.37 4053.46 1.50

76 70.88 53.70 42.80 1.50 92.49 98.34 1.50

77 97.99 188.24 86.92 1.50 283.80 152.18 1.50

78 74.47 108.32 61.37 1.50 163.33 115.72 1.50

79 127.32 105.18 81.09 1.50 158.20 163.73 1.50

80 50.39 114.97 46.15 1.50 174.55 86.17 1.50

81 148.09 102.16 84.09 1.50 153.09 179.91 1.50

82 53.13 111.53 47.97 1.50 168.61 90.15 1.50

83 85.08 48.14 41.90 1.50 76.64 141.86 1.50

84 61.47 674.47 61.21 1.50 2795.53 93.05 1.50

85 97.52 47.16 42.46 1.50 74.83 159.02 1.50

86 66.93 841.70 66.72 1.50 7668.83 99.22 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 70

Governing Disturbing Force : 2.84 kN
Governing Restoring Force : 109.26 kN
Minimum Sliding Ratio for the Critical Load Case : 38.45
Critical Load Case for Overturning about X-Direction : 75
Governing Overturning Moment : -4.03 kNm
Governing Resisting Moment : 174.69 kNm
Minimum Overturning Ratio for the Critical Load Case : 43.37

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 75

Governing Disturbing Force : -3.37 kN
Governing Restoring Force : 89.59 kN
Minimum Sliding Ratio for the Critical Load Case : 26.55
Critical Load Case for Overturning about Z-Direction : 70
Governing Overturning Moment : -2.96 kNm
Governing Resisting Moment : 213.05 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 22 of 169

Minimum Overturning Ratio for the Critical Load Case : 71.95

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 75
Governing Disturbing Force : 3.38 kN
Governing Restoring Force : 89.59 kN
Minimum Sliding Ratio for the Critical Load Case : 26.54

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 96.5128 101.5485 98.8482 93.8125 3.80

88 143.2234 151.2593 144.9872 136.9513 3.80

89 103.8442 109.3229 105.7716 100.2929 3.80

90 85.9445 90.2609 87.9463 83.6300 3.80

91 102.2513 104.6869 101.0266 98.5910 3.80

92 105.6571 114.8246 111.5968 102.4293 3.80

93 102.0313 103.8212 99.9463 98.1564 3.80

94 105.4371 113.9589 110.5165 101.9948 3.80

95 98.7680 101.9924 91.2100 87.9856 3.80

96 109.2014 117.8005 121.7581 113.1590 3.80

97 98.4869 100.8453 89.7851 87.4267 3.80

98 108.9204 116.6534 120.3332 112.6002 3.80

99 70.0921 73.3294 71.5935 68.3562 3.80

100 68.4992 68.6934 66.8485 66.6543 3.80

101 71.9050 78.8311 77.4187 70.4927 3.80

102 68.2792 67.8277 65.7682 66.2198 3.80

103 71.6850 77.9654 76.3384 70.0581 3.80

104 65.0159 65.9989 57.0319 56.0489 3.80

105 75.4494 81.8070 87.5800 81.2224 3.80

106 64.7349 64.8518 55.6070 55.4900 3.80

107 75.1683 80.6599 86.1551 80.6635 3.80

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 23 of 169

X 0.975 m

Z
0.12 m
0.975 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 433.81kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.27 m

Table 22.6.5.2, (b), Vc1 = = 1117.50 kN

Table 22.6.5.2, (c), Vc2 = = 1522.40 kN

Table 22.6.5.2, (a), Vc3 = = 964.18 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 723.13 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 24 of 169

X 0.975 m

Z 0.61 m

0.975 m
0.61 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 415.73 kN

Distance of critical section from top left corner

along Z, DZ = = 0.61 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 311.80 kN

Critical load case for Vux is # 88 = 149.34 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.975 m

0.535 m 0.535 m
0.975 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 415.73 kN

Distance of critical section from top left corner along

X, DX = = 0.54 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 311.80 kN

Critical load case for Vuz is # 88 = 130.63 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 25 of 169

11 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.78 m
of the column at a distance, Dx =

Ultimate moment = = 72.91 kNm

Nominal moment capacity, Mn = = 81.01 kNm

(Based on effective depth) Required = = 0.00181

(Based on gross depth) x d / Depth = 0.00141

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1189.50 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 183.80mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 26 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 180mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.73 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 11

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1244.06 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00269

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.05

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

11 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 27 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 0.85 m
=

Ultimate moment = = 87.20 kNm

Nominal moment capacity, Mn = = 96.89 kNm

(Based on effective depth) Required = = 0.00217

(Based on gross depth) x d / Depth = 0.00169

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1189.50 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 183.80mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 180mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.80 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 11

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1244.06 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)

Reinforcement ratio, = = 0.00269

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.05

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 11 20.35 18.08
Face

Along X on Bottom
ϕ12 11 20.35 18.08
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 36.16 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 28 of 169

- Length Width Thickness Weight

Footing 1.95m 1.95m 0.30m 27.37kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 27.37 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 12.48 m3

Backfill Volume : 11.32 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 29 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.975 m
0.89 m
Z
0.4 m
1.95 m

0.25 m
0.975 m

1.95 m 0.3 m

Isolated Footing 22
Plan
0.975 m
Elevation
BOTTOM 11 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
0.975 m

Foundation
1.95 m 1.95 m 0.3 m N/A N/A 11 - ϕ12 11 - ϕ12
l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 11 - ϕ12
Plan


Page 30 of 169

0.3 m

Elevation

X 1.1 m

0.4 m

2.2 m
0.25 m
1.1 m

2.2 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 31 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 32 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 33 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 -4.35 -452.78 -0.49 -0.47 4.30
60 -1.12 -252.29 -0.22 -0.21 1.12
61 -7.71 -230.41 -0.33 -0.34 7.02
62 5.41 -274.51 -0.24 -0.16 -4.70
63 -7.64 -230.06 -0.20 -0.26 6.94
64 5.48 -274.16 -0.12 -0.09 -4.78
65 -1.46 -256.14 -1.91 -1.43 1.48
66 -0.86 -248.88 1.30 0.90 0.86
67 -1.37 -255.70 -1.75 -1.32 1.38
68 -0.77 -248.43 1.47 1.00 0.76
69 -7.26 -129.50 -0.24 -0.25 6.57
70 5.85 -173.60 -0.15 -0.08 -5.15
71 -7.19 -129.15 -0.11 -0.18 6.49
72 5.92 -173.25 -0.03 -0.00 -5.22
73 -1.01 -155.23 -1.82 -1.34 1.03
74 -0.42 -147.96 1.39 0.98 0.41
75 -0.92 -154.78 -1.66 -1.24 0.93
76 -0.33 -147.52 1.55 1.09 0.31
77 -0.67 -151.37 -0.13 -0.13 0.67
78 -3.54 -402.66 -0.42 -0.40 3.51
79 -8.48 -386.27 -0.50 -0.50 7.92
80 1.34 -419.31 -0.43 -0.36 -0.85
81 -8.43 -386.01 -0.41 -0.44 7.87
82 1.39 -419.05 -0.34 -0.31 -0.91
83 -3.80 -405.55 -1.69 -1.31 3.78
84 -3.36 -400.10 0.72 0.43 3.31
85 -3.73 -405.21 -1.56 -1.23 3.70
86 -3.29 -399.77 0.85 0.51 3.24

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 -1.56 -353.20 -0.31 -0.30 1.57
88 -6.52 -623.54 -0.69 -0.66 6.44
89 -2.96 -402.99 -0.40 -0.38 2.94
90 -1.34 -302.75 -0.27 -0.26 1.34
91 -12.19 -372.35 -0.55 -0.56 11.19
92 6.18 -434.12 -0.43 -0.31 -5.21
93 -12.09 -371.87 -0.37 -0.45 11.08
94 6.27 -433.63 -0.25 -0.20 -5.32
95 -3.44 -408.39 -2.76 -2.08 3.44
96 -2.61 -398.22 1.73 1.17 2.58
97 -3.31 -407.77 -2.53 -1.94 3.30
98 -2.48 -397.59 1.97 1.32 2.43
99 -1.00 -227.06 -0.20 -0.19 1.01
100 -10.24 -196.42 -0.35 -0.37 9.27
101 8.13 -258.18 -0.23 -0.12 -7.14
102 -10.14 -195.93 -0.17 -0.26 9.16
103 8.23 -257.70 -0.05 -0.01 -7.25
104 -1.48 -232.46 -2.57 -1.89 1.51
105 -0.65 -222.28 1.93 1.36 0.65
106 -1.36 -231.83 -2.33 -1.75 1.37
107 -0.53 -221.66 2.16 1.51 0.50

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 34 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 4.41 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 2.20 m Governing Load Case : # 59

Width (W2) = 2.20 m Governing Load Case : # 59
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 4.84 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 34.84 kN
Soil Weight On Top Of Footing = 74.66 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 119.6923 113.3465 112.6551 119.0009 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 119.6923 113.3465 112.6551 119.0009

Stability Check
0.89 m

OTM

Sliding Force
.

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 35 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 64.56 578.68 64.16 1.50 1008.15 109.84 1.50

60 162.20 811.65 159.05 1.50 1418.05 272.54 1.50

61 22.05 517.97 22.03 1.50 850.23 39.92 1.50

62 35.50 792.14 35.47 1.50 1797.74 66.56 1.50

63 22.23 834.90 22.22 1.50 1144.64 40.31 1.50

64 35.03 1630.87 35.02 1.50 3472.83 65.47 1.50

65 125.57 95.64 76.08 1.50 200.17 209.04 1.50

66 207.29 137.89 114.81 1.50 304.65 349.92 1.50

67 133.66 104.63 82.39 1.50 216.52 223.94 1.50

68 231.05 122.09 107.95 1.50 271.90 395.14 1.50

69 16.46 500.05 16.45 1.50 802.71 29.93 1.50

70 24.18 923.70 24.17 1.50 2537.72 44.93 1.50

71 16.59 1044.81 16.59 1.50 1226.34 30.23 1.50

72 23.87 4964.55 23.87 1.50 33566.54 44.24 1.50

73 131.07 72.63 63.53 1.50 153.50 217.32 1.50

74 307.74 92.70 88.76 1.50 201.39 522.03 1.50

75 143.63 79.79 69.75 1.50 166.78 240.30 1.50

76 391.23 82.64 80.86 1.50 181.20 685.66 1.50

77 194.92 975.41 191.14 1.50 1704.17 327.53 1.50

78 72.24 609.58 71.74 1.50 1062.38 122.79 1.50

79 29.22 496.80 29.17 1.50 839.61 51.87 1.50

80 196.87 608.22 187.30 1.50 1172.60 461.12 1.50

81 29.38 611.03 29.35 1.50 965.53 52.22 1.50

82 189.49 774.47 184.07 1.50 1414.39 435.06 1.50

83 67.77 152.79 61.95 1.50 310.34 114.79 1.50

84 75.90 353.60 74.21 1.50 862.94 129.22 1.50

85 68.94 164.89 63.61 1.50 331.07 117.02 1.50

86 77.41 301.25 74.97 1.50 732.27 132.10 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 69

Governing Disturbing Force : -7.26 kN
Governing Restoring Force : 119.50 kN
Minimum Sliding Ratio for the Critical Load Case : 16.46
Critical Load Case for Overturning about X-Direction : 73
Governing Overturning Moment : -1.90 kNm
Governing Resisting Moment : 291.19 kNm
Minimum Overturning Ratio for the Critical Load Case : 153.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 73

Governing Disturbing Force : -1.82 kN
Governing Restoring Force : 132.36 kN
Minimum Sliding Ratio for the Critical Load Case : 72.63
Critical Load Case for Overturning about Z-Direction : 69
Governing Overturning Moment : 8.78 kNm
Governing Resisting Moment : 262.89 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 36 of 169

Minimum Overturning Ratio for the Critical Load Case : 29.93

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 69
Governing Disturbing Force : 7.27 kN
Governing Restoring Force : 119.50 kN
Minimum Sliding Ratio for the Critical Load Case : 16.45

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 96.9728 94.6689 94.2262 96.5300 4.84

88 156.6909 147.1959 146.2161 155.7112 4.84

89 108.3326 104.0077 103.4406 107.7655 4.84

90 86.3515 84.3768 83.9972 85.9720 4.84

91 108.3676 91.5627 90.7445 107.5493 4.84

92 108.5663 116.5637 116.0687 108.0713 4.84

93 108.0989 91.4518 90.8126 107.4597 4.84

94 108.2976 116.4528 116.1368 107.9816 4.84

95 111.1781 106.1212 102.8255 107.8825 4.84

96 105.8400 102.0417 103.9600 107.7583 4.84

97 110.8252 105.9738 102.9212 107.7727 4.84

98 105.4871 101.8943 104.0558 107.6485 4.84

99 70.4196 68.9385 68.6539 70.1349 4.84

100 70.4546 56.4935 55.9577 69.9188 4.84

101 70.6533 81.4945 81.2819 70.4407 4.84

102 70.1859 56.3826 56.0258 69.8292 4.84

103 70.3846 81.3835 81.3500 70.3511 4.84

104 73.2651 71.0520 68.0388 70.2519 4.84

105 67.9270 66.9725 69.1733 70.1277 4.84

106 72.9122 70.9045 68.1345 70.1421 4.84

107 67.5741 66.8251 69.2690 70.0180 4.84

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 37 of 169

X 1.1 m

Z
0.12 m
1.1 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 600.34kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.27 m

Table 22.6.5.2, (b), Vc1 = = 1117.50 kN

Table 22.6.5.2, (c), Vc2 = = 1522.40 kN

Table 22.6.5.2, (a), Vc3 = = 964.18 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 723.13 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 38 of 169

X 1.1 m

Z 0.735 m

1.1 m
0.735 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 469.03 kN

Distance of critical section from top left corner

along Z, DZ = = 0.74 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 351.77 kN

Critical load case for Vux is # 88 = 211.67 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 1.1 m

0.66 m 0.66 m
1.1 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 469.03 kN

Distance of critical section from top left corner along

X, DX = = 0.66 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 351.77 kN

Critical load case for Vuz is # 88 = 194.31 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 39 of 169

13 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the

= 0.90 m
face of the column at a distance, Dx =

Ultimate moment = = 117.85 kNm

Nominal moment capacity, Mn = = 130.95 kNm

(Based on effective depth) Required = = 0.00261

(Based on gross depth) x d / Depth = 0.00203

Since ρmin < ρ < ρmax OK
Area of Steel Required, As = = 1362.44 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 174.00mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 40 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 170mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.85 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 13

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1470.26 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00282

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.08

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

14 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 41 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 0.98 m
=

Ultimate moment = = 135.07 kNm

Nominal moment capacity, Mn = = 150.07 kNm

(Based on effective depth) Required = = 0.00301

(Based on gross depth) x d / Depth = 0.00234

Since ρmin < ρ < ρmax OK
Area of Steel Required, As = = 1566.92 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 160.62mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 160mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.93 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 14

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)

Reinforcement ratio, = = 0.00304

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.01

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 14 29.40 26.12
Face

Along X on Bottom
ϕ12 13 27.30 24.25
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 50.37 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 42 of 169

- Length Width Thickness Weight

Footing 2.20m 2.20m 0.30m 34.84kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 34.84 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 14.45 m3

Backfill Volume : 12.97 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 43 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 1.1 m
0.89 m
Z
0.4 m
2.2 m

0.25 m
1.1 m

0.3 m
2.2 m

Isolated Footing 23
Plan
1.1 m
Elevation
BOTTOM 13 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.1 m

2.2 m 2.2 m 0.3 m N/A N/A 14 - ϕ12 13 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 14 - ϕ12
Plan


Page 44 of 169

0.84 m

0.35 m

Elevation

X 1.2 m

0.4 m

2.4 m
0.25 m
1.2 m

2.4 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 45 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 46 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 47 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 5.89 -536.12 -0.13 -0.12 -5.70
60 2.61 -250.00 -0.07 -0.07 -2.51
61 -0.69 -244.80 -0.11 -0.11 0.17
62 5.88 -255.15 0.02 0.04 -5.16
63 -0.67 -244.85 -0.16 -0.17 0.13
64 5.90 -255.19 -0.03 -0.02 -5.19
65 2.55 -258.09 -1.97 -1.59 -2.43
66 2.63 -241.85 1.89 1.53 -2.55
67 2.58 -258.14 -2.03 -1.67 -2.48
68 2.66 -241.91 1.83 1.45 -2.59
69 -1.73 -144.81 -0.08 -0.08 1.17
70 4.84 -155.15 0.04 0.06 -4.15
71 -1.71 -144.85 -0.13 -0.15 1.14
72 4.86 -155.19 -0.01 0.00 -4.19
73 1.51 -158.09 -1.94 -1.56 -1.42
74 1.59 -141.85 1.92 1.56 -1.54
75 1.54 -158.14 -2.00 -1.64 -1.47
76 1.62 -141.91 1.86 1.48 -1.59
77 1.56 -150.00 -0.04 -0.04 -1.51
78 5.07 -464.59 -0.12 -0.11 -4.90
79 2.60 -460.70 -0.14 -0.14 -2.89
80 7.52 -468.45 -0.05 -0.03 -6.88
81 2.62 -460.73 -0.18 -0.19 -2.92
82 7.54 -468.48 -0.09 -0.08 -6.91
83 5.03 -470.65 -1.54 -1.25 -4.84
84 5.09 -458.49 1.36 1.09 -4.93
85 5.05 -470.69 -1.59 -1.31 -4.87
86 5.11 -458.53 1.31 1.03 -4.96

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 3.65 -350.00 -0.10 -0.09 -3.52
88 8.39 -757.79 -0.18 -0.17 -8.11
89 4.77 -443.06 -0.11 -0.11 -4.61
90 3.13 -300.00 -0.08 -0.08 -3.01
91 0.15 -435.79 -0.16 -0.17 -0.85
92 9.35 -450.27 0.01 0.04 -8.31
93 0.19 -435.84 -0.23 -0.26 -0.90
94 9.39 -450.33 -0.06 -0.05 -8.36
95 4.69 -454.39 -2.77 -2.24 -4.49
96 4.80 -431.65 2.63 2.13 -4.66
97 4.74 -454.46 -2.86 -2.35 -4.56
98 4.85 -431.73 2.54 2.02 -4.72
99 2.35 -225.00 -0.06 -0.06 -2.26
100 -2.27 -217.73 -0.11 -0.12 1.49
101 6.93 -232.21 0.06 0.09 -5.96
102 -2.24 -217.78 -0.18 -0.21 1.44
103 6.96 -232.27 -0.01 -0.00 -6.02
104 2.27 -236.33 -2.72 -2.19 -2.14
105 2.38 -213.59 2.69 2.18 -2.31
106 2.31 -236.40 -2.81 -2.30 -2.21
107 2.42 -213.67 2.59 2.07 -2.38

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 48 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 5.60 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 2.40 m Governing Load Case : # 59

Width (W2) = 2.40 m Governing Load Case : # 59
Depth (D2) = 0.35 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 5.76 m2

Final Soil Height = 0.84 m
Foundation Self Weight = 48.26 kN
Soil Weight On Top Of Footing = 84.17 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 112.7608 119.5211 119.3736 112.6133 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 112.7608 119.5211 119.3736 112.6133

Stability Check
0.84 m

OTM

Sliding Force
.

Frictional Force 0.35 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 49 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 56.73 2572.01 56.72 1.50 4720.91 103.01 1.50

60 73.36 2716.50 73.34 1.50 4946.63 133.54 1.50

61 273.01 1782.43 269.86 1.50 3050.55 1090.42 1.50

62 32.97 12806.46 32.97 1.50 10952.50 64.21 1.50

63 283.39 1209.91 275.93 1.50 1985.57 1224.42 1.50

64 32.83 5543.95 32.83 1.50 12519.99 63.82 1.50

65 76.57 99.20 60.61 1.50 204.82 140.55 1.50

66 71.15 98.90 57.75 1.50 203.69 129.03 1.50

67 75.62 96.05 59.42 1.50 196.05 138.15 1.50

68 70.29 102.42 57.95 1.50 213.66 126.92 1.50

69 79.97 1784.83 79.89 1.50 2989.48 185.88 1.50

70 29.73 3321.70 29.73 1.50 4336.79 58.81 1.50

71 81.16 1085.19 80.93 1.50 1742.96 190.74 1.50

72 29.58 21139.43 29.58 1.50 8045262.95 58.36 1.50

73 96.36 74.87 59.12 1.50 154.89 177.92 1.50

74 86.37 71.41 55.04 1.50 146.80 156.28 1.50

75 94.34 72.46 57.47 1.50 148.16 172.80 1.50

76 84.66 73.92 55.68 1.50 153.87 152.09 1.50

77 90.30 3343.63 90.27 1.50 6088.59 164.36 1.50

78 58.87 2594.11 58.85 1.50 4755.66 106.93 1.50

79 114.05 2094.08 113.88 1.50 3700.83 186.62 1.50

80 39.94 5892.02 39.94 1.50 14621.99 75.49 1.50

81 113.23 1655.45 112.97 1.50 2824.80 184.98 1.50

82 39.84 3394.05 39.84 1.50 6617.36 75.22 1.50

83 59.96 196.16 57.34 1.50 403.07 109.27 1.50

84 58.06 217.96 56.10 1.50 451.34 105.32 1.50

85 59.68 190.17 56.94 1.50 386.53 108.56 1.50

86 57.79 226.07 55.99 1.50 474.60 104.64 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 72

Governing Disturbing Force : 4.86 kN
Governing Restoring Force : 143.81 kN
Minimum Sliding Ratio for the Critical Load Case : 29.58
Critical Load Case for Overturning about X-Direction : 74
Governing Overturning Moment : 2.24 kNm
Governing Resisting Moment : 329.13 kNm
Minimum Overturning Ratio for the Critical Load Case : 146.80

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 74

Governing Disturbing Force : 1.92 kN
Governing Restoring Force : 137.14 kN
Minimum Sliding Ratio for the Critical Load Case : 71.41
Critical Load Case for Overturning about Z-Direction : 72
Governing Overturning Moment : -5.91 kNm
Governing Resisting Moment : 345.14 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 50 of 169

Minimum Overturning Ratio for the Critical Load Case : 58.36

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 72
Governing Disturbing Force : 4.86 kN
Governing Restoring Force : 143.81 kN
Minimum Sliding Ratio for the Critical Load Case : 29.58

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 81.7222 85.8987 85.7859 81.6095 5.76

88 149.8424 159.4655 159.2617 149.6386 5.76

89 97.2416 102.7099 102.5798 97.1114 5.76

90 73.3321 76.9119 76.8152 73.2354 5.76

91 98.3543 99.1399 98.9421 98.1566 5.76

92 96.0980 106.1940 106.2283 96.1323 5.76

93 98.3851 99.2258 98.9312 98.0905 5.76

94 96.1288 106.2799 106.2174 96.0662 5.76

95 100.6054 105.9491 103.1502 97.8065 5.76

96 93.8377 99.3597 102.0232 96.5012 5.76

97 100.6454 106.0601 103.1364 97.7217 5.76

98 93.8777 99.4707 102.0093 96.4164 5.76

99 60.7468 63.4316 63.3592 60.6743 5.76

100 61.8596 59.8616 59.7215 61.7195 5.76

101 59.6033 66.9157 67.0077 59.6952 5.76

102 61.8903 59.9475 59.7106 61.6534 5.76

103 59.6340 67.0017 66.9968 59.6291 5.76

104 64.1106 66.6709 63.9296 61.3694 5.76

105 57.3429 60.0814 62.8026 60.0641 5.76

106 64.1507 66.7818 63.9158 61.2846 5.76

107 57.3829 60.1924 62.7887 59.9793 5.76

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 51 of 169

X 1.2 m

Z
0.145 m
1.2 m

Plan
Total Footing Depth, D = 0.35m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.29 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 727.70kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.47 m

Table 22.6.5.2, (b), Vc1 = = 1466.06 kN

Table 22.6.5.2, (c), Vc2 = = 2144.51 kN

Table 22.6.5.2, (a), Vc3 = = 1264.91 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 948.68 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 52 of 169

X 1.2 m

Z 0.785 m

1.2 m
0.785 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 619.61 kN

Distance of critical section from top left corner

along Z, DZ = = 0.79 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 464.71 kN

Critical load case for Vux is # 88 = 247.86 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 1.2 m

0.71 m 0.71 m
1.2 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 619.61 kN

Distance of critical section from top left corner along

X, DX = = 0.71 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 464.71 kN

Critical load case for Vuz is # 88 = 232.59 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 53 of 169

16 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.29 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 1.00 m
of the column at a distance, Dx =

Ultimate moment = = 162.03 kNm

Nominal moment capacity, Mn = = 180.03 kNm

(Based on effective depth) Required = = 0.00224

(Based on gross depth) x d / Depth = 0.00181

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1704.00 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 152.53mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 54 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 150mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.95 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 16

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1809.54 mm2
d= D - Ccover - 0.5 X (dia. of = 0.29 m
one bar)

Reinforcement ratio, = = 0.00263

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.06

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

16 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.29 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 55 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 1.08 m
=

Ultimate moment = = 182.53 kNm

Nominal moment capacity, Mn = = 202.81 kNm

(Based on effective depth) Required = = 0.00253

(Based on gross depth) x d / Depth = 0.00204

Since ρmin < ρ < ρmax OK
Area of Steel Required, As = = 1741.18 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 152.53mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 150mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 1.03 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 16

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1809.54 mm2
d= D - Ccover - 1.5 X (dia. of 0.29 m
=
one bar)

Reinforcement ratio, = = 0.00263

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.04

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 16 36.80 32.69
Face

Along X on Bottom
ϕ12 16 36.80 32.69
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 65.39 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 56 of 169

- Length Width Thickness Weight

Footing 2.40m 2.40m 0.35m 48.26kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 48.26 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 16.13 m3

Backfill Volume : 14.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 57 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 1.2 m
Z 0.84 m
0.4 m
2.4 m

0.25 m
1.2 m

0.35 m
2.4 m

Isolated Footing 42
Plan
1.2 m
Elevation
BOTTOM 16 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.2 m

2.4 m 2.4 m 0.35 m N/A N/A 16 - ϕ12 16 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 16 - ϕ12
Plan


Page 58 of 169

0.3 m

Elevation

X 0.925 m

0.4 m

1.85 m
0.25 m
0.925 m

1.85 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 59 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 60 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 61 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 2.02 -285.90 2.46 2.45 -1.94
60 1.33 -188.96 1.57 1.56 -1.28
61 -3.16 -150.97 1.48 1.45 2.60
62 5.13 -224.73 1.46 1.52 -4.54
63 -2.46 -153.18 1.67 1.60 1.98
64 5.83 -226.94 1.65 1.67 -5.16
65 2.06 -222.96 -0.85 -0.38 -2.17
66 -0.31 -152.07 3.73 3.31 0.42
67 2.98 -225.84 -0.60 -0.18 -2.98
68 0.61 -154.95 3.99 3.50 -0.40
69 -3.69 -75.39 0.85 0.83 3.11
70 4.59 -149.15 0.83 0.90 -4.03
71 -2.99 -77.60 1.05 0.97 2.49
72 5.29 -151.36 1.03 1.05 -4.65
73 1.52 -147.38 -1.48 -1.00 -1.65
74 -0.85 -76.49 3.10 2.68 0.94
75 2.44 -150.26 -1.22 -0.81 -2.47
76 0.08 -79.37 3.36 2.88 0.12
77 0.80 -113.37 0.94 0.94 -0.77
78 1.85 -261.66 2.24 2.23 -1.78
79 -1.51 -233.20 2.17 2.15 1.13
80 4.69 -288.47 2.15 2.20 -4.22
81 -0.99 -234.86 2.32 2.25 0.66
82 5.22 -290.12 2.30 2.31 -4.68
83 2.39 -287.14 0.42 0.77 -2.44
84 0.62 -234.03 3.86 3.54 -0.50
85 3.08 -289.30 0.61 0.92 -3.06
86 1.31 -236.18 4.05 3.68 -1.12

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 1.87 -264.54 2.19 2.18 -1.79
88 2.71 -381.86 3.31 3.30 -2.60
89 1.95 -275.22 2.33 2.32 -1.87
90 1.60 -226.75 1.88 1.87 -1.54
91 -4.35 -222.02 2.20 2.16 3.56
92 7.26 -325.32 2.18 2.27 -6.43
93 -3.37 -225.12 2.48 2.37 2.69
94 8.24 -328.42 2.45 2.47 -7.30
95 2.96 -322.84 -1.07 -0.40 -3.11
96 -0.36 -223.56 5.36 4.76 0.52
97 4.25 -326.88 -0.70 -0.13 -4.26
98 0.93 -227.59 5.72 5.03 -0.63
99 1.20 -170.06 1.41 1.40 -1.15
100 -5.09 -116.86 1.29 1.25 4.28
101 6.51 -220.16 1.26 1.35 -5.72
102 -4.11 -119.96 1.56 1.45 3.41
103 7.49 -223.26 1.53 1.56 -6.58
104 2.21 -217.68 -1.98 -1.31 -2.39
105 -1.10 -118.40 4.44 3.85 1.23
106 3.50 -221.72 -1.62 -1.04 -3.54
107 0.19 -122.44 4.80 4.12 0.09

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 62 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 3.10 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.85 m Governing Load Case : # 80

Width (W2) = 1.85 m Governing Load Case : # 80
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 3.42 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 24.63 kN
Soil Weight On Top Of Footing = 52.33 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

83 102.5260 108.5375 110.2487 104.2372 0.00

82 98.4571 110.3520 116.0600 104.1651 0.00

59 100.5638 105.4196 111.4848 106.6289 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

83 102.5260 108.5375 110.2487 104.2372

82 98.4571 110.3520 116.0600 104.1651

59 100.5638 105.4196 111.4848 106.6289

0.89 m
Stability Check

OTM

Sliding Force
.

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 63 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 89.61 73.82 56.97 1.50 104.88 131.01 1.50

60 99.80 84.85 64.64 1.50 120.69 145.80 1.50

61 36.06 77.04 32.66 1.50 110.86 59.20 1.50

62 29.43 103.34 28.30 1.50 141.65 45.74 1.50

63 46.76 68.73 38.66 1.50 101.08 78.05 1.50

64 26.08 91.84 25.09 1.50 129.29 40.53 1.50

65 72.93 175.46 67.34 1.50 433.44 99.34 1.50

66 366.72 30.70 30.59 1.50 47.68 408.54 1.50

67 50.86 253.90 49.87 1.50 763.46 71.95 1.50

68 190.61 29.07 28.74 1.50 45.49 368.97 1.50

69 20.62 89.34 20.10 1.50 129.69 33.27 1.50

70 24.62 135.74 24.22 1.50 181.11 38.54 1.50

71 25.81 73.78 24.36 1.50 110.75 42.02 1.50

72 21.57 111.08 21.18 1.50 155.40 33.73 1.50

73 73.64 75.72 52.79 1.50 142.59 97.98 1.50

74 90.78 24.72 23.85 1.50 39.13 118.94 1.50

75 46.49 92.89 41.57 1.50 177.80 65.32 1.50

76 1036.34 23.25 23.25 1.50 37.07 1548.12 1.50

77 119.05 101.22 77.12 1.50 143.97 173.93 1.50

78 91.44 75.75 58.33 1.50 107.65 133.67 1.50

79 102.37 71.48 58.61 1.50 102.19 180.51 1.50

80 38.92 84.80 35.38 1.50 118.25 59.81 1.50

81 157.36 67.33 61.90 1.50 97.42 299.05 1.50

82 35.17 79.77 32.18 1.50 112.75 54.10 1.50

83 76.04 432.81 74.90 1.50 373.03 106.18 1.50

84 251.06 40.32 39.81 1.50 61.05 416.51 1.50

85 59.38 298.16 58.24 1.50 305.89 84.78 1.50

86 119.60 38.66 36.79 1.50 58.92 191.21 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 69

Governing Disturbing Force : -3.69 kN
Governing Restoring Force : 76.18 kN
Minimum Sliding Ratio for the Critical Load Case : 20.62
Critical Load Case for Overturning about X-Direction : 76
Governing Overturning Moment : 3.90 kNm
Governing Resisting Moment : 144.61 kNm
Minimum Overturning Ratio for the Critical Load Case : 37.07

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 76

Governing Disturbing Force : 3.36 kN
Governing Restoring Force : 78.17 kN
Minimum Sliding Ratio for the Critical Load Case : 23.25
Critical Load Case for Overturning about Z-Direction : 69
Governing Overturning Moment : 4.24 kNm
Governing Resisting Moment : 140.93 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 64 of 169

Minimum Overturning Ratio for the Critical Load Case : 33.27

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 69
Governing Disturbing Force : 3.79 kN
Governing Restoring Force : 76.18 kN
Minimum Sliding Ratio for the Critical Load Case : 20.10

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 94.8404 99.3168 104.7248 100.2483 3.42

88 126.7368 133.2273 141.3864 134.8960 3.42

89 97.7021 102.3682 108.1048 103.4386 3.42

90 84.5044 88.3414 92.9768 89.1398 3.42

91 89.3056 80.0397 85.4148 94.6807 3.42

92 106.5721 122.9566 128.5125 112.1281 3.42

93 88.8320 81.7799 87.6971 94.7492 3.42

94 106.0985 124.6967 130.7948 112.1966 3.42

95 113.7041 121.3051 119.9326 112.3315 3.42

96 82.3433 81.1547 93.2752 94.4638 3.42

97 113.0609 123.5818 122.9343 112.4134 3.42

98 81.7000 83.4313 96.2770 94.5458 3.42

99 69.0006 71.8783 75.3548 72.4771 3.42

100 60.6041 49.5498 52.6648 63.7191 3.42

101 77.8707 92.4666 95.7625 81.1666 3.42

102 60.1305 51.2899 54.9471 63.7877 3.42

103 77.3970 94.2068 98.0448 81.2351 3.42

104 85.0026 90.8152 87.1826 81.3700 3.42

105 53.6418 50.6647 60.5253 63.5023 3.42

106 84.3594 93.0918 90.1844 81.4519 3.42

107 52.9986 52.9414 63.5271 63.5843 3.42

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 65 of 169

X 0.925 m

Z
0.12 m
0.925 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 356.32kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.27 m

Table 22.6.5.2, (b), Vc1 = = 1117.50 kN

Table 22.6.5.2, (c), Vc2 = = 1522.40 kN

Table 22.6.5.2, (a), Vc3 = = 964.18 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 723.13 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 66 of 169

X 0.925 m

Z 0.56 m

0.925 m
0.56 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 394.41 kN

Distance of critical section from top left corner

along Z, DZ = = 0.56 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 295.81 kN

Critical load case for Vux is # 88 = 120.36 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.925 m

0.485 m 0.485 m
0.925 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 394.41 kN

Distance of critical section from top left corner along

X, DX = = 0.49 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 295.81 kN

Critical load case for Vuz is # 88 = 102.85 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 67 of 169

10 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.73 m
of the column at a distance, Dx =

Ultimate moment = = 55.40 kNm

Nominal moment capacity, Mn = = 61.56 kNm

(Based on effective depth) Required = = 0.00145

(Based on gross depth) x d / Depth = 0.00112

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1128.50 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 193.11mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 68 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 190mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.68 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 10

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1130.97 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00258

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.00

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

10 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 69 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 0.80 m
=

Ultimate moment = = 67.76 kNm

Nominal moment capacity, Mn = = 75.29 kNm

(Based on effective depth) Required = = 0.00177

(Based on gross depth) x d / Depth = 0.00138

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1128.50 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 193.11mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 190mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.75 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 10

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1130.97 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)

Reinforcement ratio, = = 0.00258

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.00

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 10 17.50 15.55
Face

Along X on Bottom
ϕ12 10 17.50 15.55
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 31.10 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 70 of 169

- Length Width Thickness Weight

Footing 1.85m 1.85m 0.30m 24.63kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 24.63 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 11.74 m3

Backfill Volume : 10.70 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 71 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.925 m
0.89 m
Z
0.4 m
1.85 m

0.25 m
0.925 m

1.85 m 0.3 m

Isolated Footing 43
Plan
0.925 m
Elevation
BOTTOM 10 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
0.925 m

Foundation
1.85 m 1.85 m 0.3 m N/A N/A 10 - ϕ12 10 - ϕ12
l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 10 - ϕ12
Plan


Page 72 of 169

0.3 m

Elevation

X 0.95 m

0.4 m

1.9 m
0.25 m
0.95 m

1.9 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.40 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 73 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 74 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 75 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 1.30 -336.92 2.18 2.16 -1.24
60 0.79 -206.57 0.98 0.97 -0.75
61 -1.96 -211.78 0.93 0.92 1.43
62 3.04 -201.87 1.08 1.09 -2.50
63 -1.46 -211.28 0.87 0.85 1.00
64 3.54 -201.37 1.02 1.02 -2.93
65 1.02 -234.18 -1.81 -1.43 -1.16
66 -0.10 -179.60 3.84 3.46 0.22
67 1.68 -233.54 -1.88 -1.52 -1.72
68 0.55 -178.96 3.76 3.37 -0.34
69 -2.28 -129.15 0.54 0.53 1.73
70 2.73 -119.24 0.69 0.71 -2.20
71 -1.78 -128.65 0.48 0.46 1.30
72 3.22 -118.74 0.63 0.63 -2.63
73 0.71 -151.55 -2.20 -1.82 -0.86
74 -0.42 -96.97 3.45 3.07 0.52
75 1.36 -150.91 -2.27 -1.91 -1.42
76 0.24 -96.33 3.37 2.98 -0.04
77 0.47 -123.94 0.59 0.58 -0.45
78 1.17 -304.33 1.88 1.86 -1.11
79 -0.89 -308.23 1.84 1.82 0.52
80 2.86 -300.81 1.96 1.96 -2.43
81 -0.52 -307.86 1.80 1.77 0.20
82 3.23 -300.43 1.91 1.90 -2.75
83 1.35 -325.02 -0.21 0.07 -1.42
84 0.50 -284.13 4.02 3.73 -0.39
85 1.84 -324.54 -0.27 -0.00 -1.84
86 1.00 -283.65 3.96 3.66 -0.81

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 1.10 -289.20 1.37 1.36 -1.05
88 1.76 -456.44 3.09 3.07 -1.68
89 1.20 -313.06 1.77 1.76 -1.14
90 0.95 -247.89 1.17 1.16 -0.90
91 -2.65 -320.35 1.71 1.69 1.91
92 4.36 -306.47 1.92 1.93 -3.60
93 -1.95 -319.65 1.63 1.59 1.31
94 5.05 -305.77 1.84 1.83 -4.19
95 1.53 -351.73 -2.12 -1.60 -1.71
96 -0.05 -275.29 5.78 5.25 0.21
97 2.45 -350.83 -2.23 -1.73 -2.50
98 0.87 -274.39 5.67 5.12 -0.57
99 0.71 -185.92 0.88 0.87 -0.67
100 -3.14 -193.21 0.82 0.80 2.38
101 3.86 -179.33 1.03 1.05 -3.13
102 -2.45 -192.50 0.73 0.70 1.78
103 4.56 -178.63 0.94 0.95 -3.72
104 1.04 -224.59 -3.02 -2.49 -1.24
105 -0.54 -148.14 4.89 4.36 0.68
106 1.95 -223.69 -3.13 -2.61 -2.03
107 0.38 -147.25 4.78 4.23 -0.11

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 76 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 3.39 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.90 m Governing Load Case : # 59

Width (W2) = 1.90 m Governing Load Case : # 59
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 3.61 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 25.98 kN
Soil Weight On Top Of Footing = 55.29 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 111.9440 114.7985 119.7418 116.8874 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 111.9440 114.7985 119.7418 116.8874

0.89 m
Stability Check

OTM

Sliding Force
.

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 77 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 161.07 96.04 82.49 1.50 140.60 243.50 1.50

60 182.65 147.19 114.61 1.50 215.54 276.23 1.50

61 74.68 157.09 67.45 1.50 231.54 137.39 1.50

62 46.56 130.84 43.87 1.50 188.91 78.40 1.50

63 99.88 167.45 85.78 1.50 249.60 191.53 1.50

64 39.94 138.16 38.37 1.50 201.13 67.02 1.50

65 154.36 87.37 76.03 1.50 151.48 204.16 1.50

66 1285.70 33.99 33.98 1.50 53.52 997.06 1.50

67 93.84 83.63 62.44 1.50 142.87 134.21 1.50

68 234.79 34.60 34.23 1.50 54.75 482.81 1.50

69 46.20 194.24 44.95 1.50 287.66 82.53 1.50

70 36.79 145.11 35.66 1.50 207.86 62.76 1.50

71 58.98 217.56 56.92 1.50 329.08 107.97 1.50

72 31.03 158.31 30.45 1.50 229.62 52.63 1.50

73 164.75 53.00 50.45 1.50 88.98 206.35 1.50

74 213.91 25.86 25.67 1.50 41.07 262.72 1.50

75 85.22 51.07 43.81 1.50 84.81 120.37 1.50

76 371.58 26.35 26.29 1.50 42.09 1453.68 1.50

77 217.03 174.90 136.18 1.50 256.11 328.22 1.50

78 164.70 102.70 87.15 1.50 150.36 249.01 1.50

79 218.84 105.64 95.13 1.50 155.04 469.03 1.50

80 66.83 97.70 55.16 1.50 142.20 109.99 1.50

81 376.20 108.14 103.93 1.50 159.34 1032.88 1.50

82 59.07 99.87 50.84 1.50 145.86 97.19 1.50

83 150.95 976.31 149.18 1.50 118177.31 211.00 1.50

84 362.38 45.44 45.09 1.50 70.05 639.12 1.50

85 110.45 764.06 109.31 1.50 4654.06 160.69 1.50

86 183.30 46.04 44.66 1.50 71.19 311.46 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 72

Governing Disturbing Force : 3.22 kN
Governing Restoring Force : 100.01 kN
Minimum Sliding Ratio for the Critical Load Case : 31.03
Critical Load Case for Overturning about X-Direction : 74
Governing Overturning Moment : 4.12 kNm
Governing Resisting Moment : 169.33 kNm
Minimum Overturning Ratio for the Critical Load Case : 41.07

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 74

Governing Disturbing Force : 3.45 kN
Governing Restoring Force : 89.12 kN
Minimum Sliding Ratio for the Critical Load Case : 25.86
Critical Load Case for Overturning about Z-Direction : 72
Governing Overturning Moment : -3.61 kNm
Governing Resisting Moment : 190.01 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 78 of 169

Minimum Overturning Ratio for the Critical Load Case : 52.63

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 74
Governing Disturbing Force : 3.47 kN
Governing Restoring Force : 89.12 kN
Minimum Sliding Ratio for the Critical Load Case : 25.67

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 99.8584 102.2831 105.3906 102.9659 3.61

88 143.5040 147.3783 154.3998 150.5255 3.61

89 105.9012 108.5408 112.5662 109.9266 3.61

90 88.8091 90.8874 93.5509 91.4726 3.61

91 111.6972 106.9460 110.8089 115.5601 3.61

92 100.8954 109.5163 113.9220 105.3011 3.61

93 110.9071 107.5654 111.2105 114.5521 3.61

94 100.1053 110.1357 114.3235 104.2932 3.61

95 120.0055 123.8161 119.8851 116.0745 3.61

96 92.8363 92.4411 104.7046 105.0997 3.61

97 118.9661 124.6405 120.4279 114.7535 3.61

98 91.7969 93.2655 105.2473 103.7788 3.61

99 72.2350 73.7938 75.7914 74.2327 3.61

100 78.0309 72.1989 74.0341 79.8661 3.61

101 67.2292 74.7692 77.1472 69.6072 3.61

102 77.2408 72.8183 74.4357 78.8582 3.61

103 66.4391 75.3886 77.5487 68.5992 3.61

104 86.3393 89.0691 83.1103 80.3805 3.61

105 59.1701 57.6941 67.9298 69.4058 3.61

106 85.2999 89.8934 83.6531 79.0596 3.61

107 58.1307 58.5184 68.4725 68.0848 3.61

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 79 of 169

X 0.95 m

Z
0.12 m
0.95 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.60

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 425.65kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 2.27 m

Table 22.6.5.2, (b), Vc1 = = 1117.50 kN

Table 22.6.5.2, (c), Vc2 = = 1522.40 kN

Table 22.6.5.2, (a), Vc3 = = 964.18 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 723.13 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 80 of 169

X 0.95 m

Z 0.585 m

0.95 m
0.585 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 405.07 kN

Distance of critical section from top left corner

along Z, DZ = = 0.59 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 303.80 kN

Critical load case for Vux is # 88 = 145.38 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.95 m

0.51 m 0.51 m
0.95 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 405.07 kN

Distance of critical section from top left corner along

X, DX = = 0.51 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 303.80 kN

Critical load case for Vuz is # 88 = 124.62 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 81 of 169

11 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.75 m
of the column at a distance, Dx =

Ultimate moment = = 68.32 kNm

Nominal moment capacity, Mn = = 75.91 kNm

(Based on effective depth) Required = = 0.00174

(Based on gross depth) x d / Depth = 0.00135

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1159.00 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 178.80mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 82 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.70 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 11

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1244.06 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00276

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.07

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

11 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 83 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

at the face of the column at a distance, Dz = 0.83 m
=

Ultimate moment = = 83.36 kNm

Nominal moment capacity, Mn = = 92.62 kNm

(Based on effective depth) Required = = 0.00213

(Based on gross depth) x d / Depth = 0.00166

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 1159.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 178.80mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.78 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 11

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 1244.06 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)

Reinforcement ratio, = = 0.00276

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.07

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 11 19.80 17.59
Face

Along X on Bottom
ϕ12 11 19.80 17.59
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 35.18 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 84 of 169

- Length Width Thickness Weight

Footing 1.90m 1.90m 0.30m 25.98kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 25.98 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 12.11 m3

Backfill Volume : 11.01 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 85 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.95 m
0.89 m
Z
0.4 m
1.9 m

0.25 m
0.95 m

1.9 m 0.3 m

Isolated Footing 85
Plan
0.95 m
Elevation
BOTTOM 11 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.95 m

1.9 m 1.9 m 0.3 m N/A N/A 11 - ϕ12 11 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 11 - ϕ12
Plan


Page 86 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 87 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 88 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 89 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 0.22 -10.50 -0.01 -0.01 -0.22
60 0.13 -8.17 -0.01 -0.01 -0.12
61 0.32 -8.70 -0.01 -0.01 -0.43
62 -0.03 -7.66 -0.01 -0.01 0.12
63 0.28 -8.67 -0.00 -0.00 -0.37
64 -0.07 -7.63 -0.01 -0.01 0.19
65 0.22 -14.62 0.27 0.46 -0.28
66 0.08 -1.76 -0.29 -0.49 -0.04
67 0.17 -14.58 0.27 0.47 -0.20
68 0.03 -1.71 -0.29 -0.48 0.04
69 0.27 -5.44 -0.00 -0.00 -0.38
70 -0.08 -4.40 -0.01 -0.01 0.17
71 0.23 -5.40 0.00 0.00 -0.32
72 -0.12 -4.36 -0.01 -0.01 0.24
73 0.17 -11.36 0.27 0.47 -0.23
74 0.03 1.51 -0.29 -0.48 0.01
75 0.12 -11.31 0.28 0.47 -0.15
76 -0.02 1.56 -0.28 -0.48 0.09
77 0.08 -4.90 -0.00 -0.01 -0.07
78 0.20 -9.92 -0.01 -0.01 -0.19
79 0.34 -10.32 -0.01 -0.01 -0.42
80 0.09 -9.54 -0.02 -0.02 -0.01
81 0.31 -10.30 -0.01 -0.01 -0.38
82 0.06 -9.52 -0.01 -0.01 0.04
83 0.27 -14.76 0.20 0.34 -0.31
84 0.17 -5.12 -0.22 -0.37 -0.13
85 0.23 -14.72 0.20 0.35 -0.25
86 0.13 -5.08 -0.22 -0.37 -0.07

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 0.18 -11.43 -0.01 -0.01 -0.17
88 0.31 -13.54 -0.02 -0.02 -0.30
89 0.20 -10.97 -0.01 -0.01 -0.19
90 0.15 -9.80 -0.01 -0.01 -0.15
91 0.47 -11.72 -0.01 -0.01 -0.63
92 -0.01 -10.27 -0.02 -0.02 0.15
93 0.41 -11.67 -0.01 -0.00 -0.54
94 -0.07 -10.21 -0.01 -0.01 0.24
95 0.33 -20.01 0.38 0.65 -0.42
96 0.14 -1.99 -0.41 -0.68 -0.08
97 0.26 -19.95 0.38 0.66 -0.30
98 0.07 -1.93 -0.40 -0.67 0.03
99 0.11 -7.35 -0.01 -0.01 -0.11
100 0.38 -8.10 -0.01 -0.01 -0.54
101 -0.10 -6.65 -0.01 -0.02 0.24
102 0.33 -8.05 -0.00 0.00 -0.45
103 -0.15 -6.59 -0.01 -0.01 0.32
104 0.24 -16.39 0.38 0.65 -0.33
105 0.06 1.63 -0.40 -0.68 0.00
106 0.17 -16.33 0.39 0.66 -0.22
107 -0.02 1.69 -0.40 -0.67 0.11

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 90 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.31 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

85 32.3123 36.1793 41.0641 37.1971 0.00

83 31.9554 36.6904 41.4897 36.7547 0.00

65 31.2295 35.4097 41.9440 37.7638 0.00

67 31.7058 34.7276 41.3760 38.3542 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

85 32.3123 0.89 m 36.1793 41.0641 37.1971

83 31.9554 36.6904 41.4897 36.7547

65 31.2295 35.4097 41.9440 37.7638

67 31.7058 34.7276 41.3760 38.3542

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 91 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 72.65 1172.20 72.51 1.50 904.87 57.03 1.50

60 119.57 1900.95 119.33 1.50 1396.62 94.11 1.50

61 48.29 2262.02 48.28 1.50 1518.17 29.04 1.50

62 572.39 1157.53 513.09 1.50 788.74 111.93 1.50

63 55.12 5018.71 55.11 1.50 5486.98 33.85 1.50

64 225.66 1631.11 223.53 1.50 1289.61 71.18 1.50

65 83.80 67.86 52.74 1.50 33.60 52.51 1.50

66 140.45 40.86 39.23 1.50 20.60 173.57 1.50

67 109.04 66.58 56.82 1.50 32.98 72.55 1.50

68 351.16 41.47 41.18 1.50 20.91 419.74 1.50

69 51.28 3796.37 51.28 1.50 2368.08 29.53 1.50

70 172.80 1369.02 171.44 1.50 911.09 67.12 1.50

71 60.15 N/A 60.15 1.50 8981.28 35.22 1.50

72 113.50 2230.59 113.36 1.50 1838.78 48.41 1.50

73 99.23 61.08 52.02 1.50 30.36 58.60 1.50

74 300.43 35.62 35.37 1.50 17.90 2377.57 1.50

75 142.01 59.94 55.22 1.50 29.80 88.60 1.50

76 611.31 36.15 36.09 1.50 18.16 110.63 1.50

77 177.67 2824.80 177.32 1.50 2075.37 139.85 1.50

78 80.08 1288.93 79.92 1.50 986.97 62.89 1.50

79 47.12 1402.62 47.09 1.50 1032.32 30.51 1.50

80 184.72 983.42 181.55 1.50 711.46 458.13 1.50

81 51.55 1850.41 51.53 1.50 1587.34 34.13 1.50

82 283.36 1190.01 275.65 1.50 944.41 709.32 1.50

83 68.45 93.89 55.31 1.50 45.91 46.53 1.50

84 80.62 60.47 48.37 1.50 30.82 73.29 1.50

85 79.68 92.09 60.26 1.50 45.06 56.92 1.50

86 104.08 61.39 52.87 1.50 31.29 120.28 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 79

Governing Disturbing Force : 0.34 kN
Governing Restoring Force : 16.14 kN
Minimum Sliding Ratio for the Critical Load Case : 47.12
Critical Load Case for Overturning about X-Direction : 74
Governing Overturning Moment : -0.57 kNm
Governing Resisting Moment : 10.23 kNm
Minimum Overturning Ratio for the Critical Load Case : 17.90

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 74

Governing Disturbing Force : -0.29 kN
Governing Restoring Force : 10.23 kN
Minimum Sliding Ratio for the Critical Load Case : 35.62
Critical Load Case for Overturning about Z-Direction : 61
Governing Overturning Moment : -0.53 kNm
Governing Resisting Moment : 15.33 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 92 of 169

Minimum Overturning Ratio for the Critical Load Case : 29.04

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 74
Governing Disturbing Force : 0.29 kN
Governing Restoring Force : 10.23 kN
Minimum Sliding Ratio for the Critical Load Case : 35.37

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 32.1426 34.8319 34.6506 31.9614 1.00

88 33.3041 38.0011 37.7084 33.0114 1.00

89 31.5060 34.5585 34.3602 31.3077 1.00

90 30.6886 32.9937 32.8384 30.5333 1.00

91 29.1624 38.3988 38.2121 28.9757 1.00

92 33.3286 31.4664 31.1337 32.9960 1.00

93 29.6833 37.6506 37.5868 29.6194 1.00

94 33.8495 30.7181 30.5083 33.6397 1.00

95 34.2998 40.5167 49.6514 43.4346 1.00

96 28.0450 29.5556 19.8646 18.3540 1.00

97 34.9669 39.5614 48.8559 44.2615 1.00

98 28.7121 28.6003 19.0691 19.1808 1.00

99 28.5076 30.2365 30.1200 28.3911 1.00

100 26.1641 34.0768 33.9718 26.0592 1.00

101 30.3303 27.1443 26.8934 30.0794 1.00

102 26.6850 33.3286 33.3465 26.7029 1.00

103 30.8512 26.3961 26.2681 30.7231 1.00

104 31.3015 36.1946 45.4111 40.5180 1.00

105 25.0467 25.2336 15.6243 15.4374 1.00

106 31.9686 35.2393 44.6156 41.3449 1.00

107 25.7138 24.2783 14.8288 16.2643 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 93 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 17.41kN, Load Case # 95

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 94 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 97 = 3.15 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 95 = 2.91 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 95 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 95

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 1.57 kNm

Nominal moment capacity, Mn = = 1.74 kNm

(Based on effective depth) Required = = 0.00007

(Based on gross depth) x d / Depth = 0.00006

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.
According to ACI 318 Clause No- 24.3.2 1st
Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 96 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 95

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 97 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 1.65 kNm

Nominal moment capacity, Mn = = 1.83 kNm

(Based on effective depth) Required = = 0.00008

(Based on gross depth) x d / Depth = 0.00006

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 98 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 99 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

Isolated Footing 86
0.3 m
Plan
0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan


Page 100 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 101 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 102 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 103 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 0.01 -17.69 -0.20 -0.20 0.01
60 -0.00 -15.56 -0.15 -0.15 0.01
61 0.21 -20.42 -0.12 -0.13 -0.34
62 -0.25 -9.98 -0.18 -0.18 0.42
63 0.25 -21.15 -0.12 -0.11 -0.39
64 -0.22 -10.71 -0.17 -0.17 0.37
65 -0.09 -11.70 0.11 0.30 0.16
66 0.04 -18.50 -0.42 -0.61 -0.06
67 -0.05 -12.63 0.12 0.32 0.09
68 0.08 -19.43 -0.41 -0.60 -0.13
69 0.21 -14.20 -0.07 -0.07 -0.34
70 -0.25 -3.76 -0.12 -0.12 0.42
71 0.25 -14.92 -0.06 -0.06 -0.40
72 -0.22 -4.48 -0.11 -0.11 0.36
73 -0.09 -5.47 0.17 0.36 0.15
74 0.04 -12.27 -0.36 -0.55 -0.07
75 -0.05 -6.40 0.18 0.38 0.08
76 0.09 -13.20 -0.35 -0.54 -0.14
77 -0.00 -9.34 -0.09 -0.09 0.01
78 0.01 -17.16 -0.19 -0.19 0.01
79 0.17 -20.80 -0.17 -0.17 -0.26
80 -0.18 -12.98 -0.21 -0.21 0.31
81 0.20 -21.34 -0.17 -0.16 -0.30
82 -0.15 -13.52 -0.21 -0.20 0.27
83 -0.06 -14.26 0.00 0.15 0.12
84 0.04 -19.36 -0.39 -0.54 -0.05
85 -0.03 -14.96 0.01 0.16 0.06
86 0.07 -20.05 -0.38 -0.53 -0.10

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 -0.01 -21.79 -0.21 -0.20 0.02
88 0.02 -22.07 -0.27 -0.27 0.00
89 0.00 -19.74 -0.21 -0.20 0.01
90 -0.00 -18.68 -0.18 -0.18 0.02
91 0.31 -26.54 -0.17 -0.17 -0.48
92 -0.35 -11.92 -0.25 -0.25 0.58
93 0.35 -27.55 -0.16 -0.16 -0.56
94 -0.30 -12.94 -0.24 -0.23 0.51
95 -0.12 -14.33 0.16 0.43 0.22
96 0.07 -23.85 -0.58 -0.85 -0.09
97 -0.06 -15.63 0.17 0.45 0.12
98 0.13 -25.15 -0.57 -0.84 -0.19
99 -0.00 -14.01 -0.13 -0.13 0.01
100 0.30 -20.81 -0.10 -0.10 -0.48
101 -0.35 -6.19 -0.17 -0.18 0.58
102 0.35 -21.82 -0.09 -0.09 -0.56
103 -0.31 -7.21 -0.16 -0.16 0.51
104 -0.13 -8.60 0.23 0.50 0.21
105 0.06 -18.12 -0.51 -0.78 -0.09
106 -0.07 -9.90 0.24 0.52 0.12
107 0.12 -19.42 -0.49 -0.76 -0.19

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 104 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.36 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

86 45.1466 46.6101 38.8883 37.4249 0.00

63 41.2125 46.8141 45.0078 39.4062 0.00

81 42.4654 46.7315 44.1403 39.8742 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

86 45.1466 0.89 m 46.6101 38.8883 37.4249

63 41.2125 46.8141 45.0078 39.4062

81 42.4654 46.7315 44.1403 39.8742

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 105 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 1628.73 96.96 96.79 1.50 74.85 7146.97 1.50

60 5062.65 127.41 127.37 1.50 98.08 1198.64 1.50

61 99.75 169.58 85.98 1.50 129.84 52.63 1.50

62 63.08 90.01 51.66 1.50 68.82 32.07 1.50

63 87.68 184.09 79.16 1.50 143.20 46.18 1.50

64 74.30 96.33 58.83 1.50 74.45 37.64 1.50

65 183.90 152.29 117.29 1.50 49.73 90.29 1.50

66 489.01 48.72 48.48 1.50 27.43 277.00 1.50

67 354.54 143.25 132.82 1.50 48.73 165.76 1.50

68 246.06 51.09 50.03 1.50 28.70 133.44 1.50

69 84.51 273.67 80.74 1.50 208.54 44.21 1.50

70 51.08 108.48 46.22 1.50 82.66 26.15 1.50

71 74.57 317.00 72.58 1.50 249.22 38.98 1.50

72 60.55 119.48 54.01 1.50 92.54 30.91 1.50

73 152.36 80.97 71.50 1.50 33.06 76.15 1.50

74 399.46 48.04 47.69 1.50 25.90 215.87 1.50

75 299.84 78.95 76.35 1.50 32.87 144.60 1.50

76 205.43 50.80 49.31 1.50 27.28 108.97 1.50

77 7037.97 177.12 177.06 1.50 136.35 1666.32 1.50

78 2384.62 102.86 102.76 1.50 79.35 3263.22 1.50

79 125.63 123.26 87.98 1.50 94.83 69.54 1.50

80 97.71 82.10 62.86 1.50 63.05 47.54 1.50

81 110.92 129.22 84.17 1.50 100.27 60.90 1.50

82 115.37 85.75 68.82 1.50 66.31 55.53 1.50

83 314.44 6024.57 314.01 1.50 120.37 135.22 1.50

84 492.13 52.84 52.54 1.50 31.50 341.68 1.50

85 721.80 1731.67 666.24 1.50 113.38 254.79 1.50

86 283.87 54.80 53.81 1.50 32.65 172.26 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 70

Governing Disturbing Force : -0.25 kN
Governing Restoring Force : 12.86 kN
Minimum Sliding Ratio for the Critical Load Case : 51.08
Critical Load Case for Overturning about X-Direction : 74
Governing Overturning Moment : -0.66 kNm
Governing Resisting Moment : 17.12 kNm
Minimum Overturning Ratio for the Critical Load Case : 25.90

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 74

Governing Disturbing Force : -0.36 kN
Governing Restoring Force : 17.12 kN
Minimum Sliding Ratio for the Critical Load Case : 48.04
Critical Load Case for Overturning about Z-Direction : 70
Governing Overturning Moment : 0.49 kNm
Governing Resisting Moment : 12.86 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 106 of 169

Minimum Overturning Ratio for the Critical Load Case : 26.15

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 70
Governing Disturbing Force : 0.28 kN
Governing Restoring Force : 12.86 kN
Minimum Sliding Ratio for the Critical Load Case : 46.22

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 45.4942 45.2312 42.0169 42.2799 1.00

88 46.1112 46.1331 41.9655 41.9436 1.00

89 43.3761 43.2279 40.0314 40.1796 1.00

90 42.1328 41.9074 39.1523 39.3778 1.00

91 46.4269 53.3098 50.5855 43.7026 1.00

92 39.9573 31.7006 27.8185 36.0751 1.00

93 46.7949 54.7552 52.2444 44.2841 1.00

94 40.3253 33.1460 29.4774 36.6566 1.00

95 34.9457 31.9276 37.6353 40.6534 1.00

96 51.3325 52.6750 40.2974 38.9549 1.00

97 35.4197 33.7808 39.7655 41.4043 1.00

98 51.8065 54.5283 42.4276 39.7058 1.00

99 37.0908 36.9217 34.8554 35.0245 1.00

100 40.1416 47.0036 45.4095 38.5475 1.00

101 33.6720 25.3944 22.6425 30.9200 1.00

102 40.5096 48.4490 47.0684 39.1290 1.00

103 34.0400 26.8398 24.3013 31.5015 1.00

104 28.6604 25.6214 32.4593 35.4983 1.00

105 45.0472 46.3688 35.1214 33.7998 1.00

106 29.1344 27.4746 34.5894 36.2492 1.00

107 45.5212 48.2221 37.2515 34.5507 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 107 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 23.01kN, Load Case # 93

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 108 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 98 = 4.02 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 93 = 4.01 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 109 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 93

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 2.15 kNm

Nominal moment capacity, Mn = = 2.38 kNm

(Based on effective depth) Required = = 0.00010

(Based on gross depth) x d / Depth = 0.00008

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 110 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 98

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 111 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 2.09 kNm

Nominal moment capacity, Mn = = 2.32 kNm

(Based on effective depth) Required = = 0.00010

(Based on gross depth) x d / Depth = 0.00008

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 112 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 113 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

Isolated Footing 87
0.3 m
Plan
0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan


Page 114 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 115 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 116 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 117 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 1.26 -36.05 -0.00 -0.00 -1.24
60 0.54 -27.85 -0.00 -0.00 -0.53
61 0.67 -37.54 0.00 -0.00 -0.79
62 0.41 -18.16 -0.01 -0.01 -0.27
63 0.68 -37.54 0.01 0.01 -0.80
64 0.42 -18.16 -0.01 -0.01 -0.27
65 0.54 -27.90 0.31 0.50 -0.52
66 0.54 -27.80 -0.32 -0.52 -0.53
67 0.54 -27.90 0.31 0.51 -0.53
68 0.55 -27.80 -0.31 -0.51 -0.54
69 0.45 -26.40 0.00 0.00 -0.58
70 0.19 -7.02 -0.01 -0.01 -0.05
71 0.46 -26.40 0.01 0.01 -0.58
72 0.20 -7.02 -0.01 -0.00 -0.06
73 0.32 -16.76 0.31 0.50 -0.30
74 0.33 -16.66 -0.32 -0.51 -0.32
75 0.33 -16.76 0.31 0.51 -0.31
76 0.33 -16.66 -0.31 -0.51 -0.33
77 0.33 -16.71 -0.00 -0.00 -0.32
78 1.08 -34.00 -0.00 -0.00 -1.06
79 1.18 -41.26 -0.00 -0.00 -1.25
80 0.98 -26.74 -0.01 -0.01 -0.86
81 1.18 -41.26 0.00 0.00 -1.26
82 0.99 -26.74 -0.01 -0.01 -0.87
83 1.08 -34.03 0.23 0.37 -1.05
84 1.08 -33.96 -0.24 -0.39 -1.06
85 1.08 -34.03 0.23 0.38 -1.06
86 1.09 -33.96 -0.24 -0.38 -1.07

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 0.76 -38.99 -0.00 -0.00 -0.74
88 1.80 -46.53 -0.01 -0.01 -1.76
89 1.01 -37.52 -0.00 -0.00 -0.99
90 0.65 -33.42 -0.00 -0.00 -0.64
91 1.19 -51.09 0.00 -0.00 -1.35
92 0.82 -23.95 -0.02 -0.02 -0.62
93 1.20 -51.09 0.01 0.01 -1.36
94 0.83 -23.95 -0.01 -0.01 -0.63
95 1.00 -37.59 0.43 0.70 -0.97
96 1.01 -37.45 -0.45 -0.72 -0.99
97 1.01 -37.59 0.44 0.71 -0.98
98 1.02 -37.45 -0.44 -0.71 -1.01
99 0.49 -25.07 -0.00 -0.00 -0.48
100 0.67 -38.64 0.00 0.00 -0.84
101 0.30 -11.50 -0.01 -0.02 -0.11
102 0.68 -38.63 0.01 0.01 -0.85
103 0.31 -11.49 -0.01 -0.01 -0.12
104 0.48 -25.14 0.43 0.70 -0.46
105 0.49 -25.00 -0.45 -0.72 -0.48
106 0.49 -25.13 0.44 0.71 -0.47
107 0.50 -25.00 -0.44 -0.71 -0.50

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 118 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.53 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

79 53.5747 72.9046 72.8698 53.5399 0.00

81 53.4963 72.9100 72.9466 53.5329 0.00

61 53.5478 65.4621 65.4609 53.5465 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

79 53.5747 0.89 m 72.9046 72.8698 53.5399

81 53.4963 72.9100 72.9466 53.5329

61 53.5478 65.4621 65.4609 53.5465

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 119 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 23.02 5842.31 23.02 1.50 4510.52 17.91 1.50

60 45.82 9245.69 45.82 1.50 6211.56 35.76 1.50

61 44.32 31735.25 44.32 1.50 287238.87 29.97 1.50

62 48.84 1903.46 48.82 1.50 1265.25 51.36 1.50

63 43.99 5774.13 43.99 1.50 3796.04 29.69 1.50

64 48.25 3171.78 48.25 1.50 2534.42 50.16 1.50

65 46.47 80.93 40.30 1.50 41.95 36.63 1.50

66 45.72 78.02 39.45 1.50 40.61 35.53 1.50

67 45.92 79.51 39.77 1.50 41.23 36.00 1.50

68 45.19 79.38 39.27 1.50 41.31 34.93 1.50

69 53.27 12000.48 53.27 1.50 16117.48 33.85 1.50

70 74.95 1531.59 74.86 1.50 1016.84 129.30 1.50

71 52.69 3881.38 52.69 1.50 2561.20 33.42 1.50

72 73.07 2761.67 73.04 1.50 2296.00 119.37 1.50

73 60.68 62.63 43.58 1.50 32.49 48.16 1.50

74 59.10 60.76 42.36 1.50 31.60 45.79 1.50

75 59.49 61.54 42.77 1.50 31.93 46.77 1.50

76 57.96 61.83 42.29 1.50 32.14 44.53 1.50

77 59.29 11963.47 59.29 1.50 8037.45 46.28 1.50

78 25.88 6363.60 25.88 1.50 4803.24 20.15 1.50

79 26.86 18861.28 26.86 1.50 10906.13 19.62 1.50

80 24.81 2369.62 24.81 1.50 1656.25 21.00 1.50

81 26.78 21324.51 26.78 1.50 10358.00 19.54 1.50

82 24.72 3420.99 24.72 1.50 2782.19 20.87 1.50

83 26.03 122.56 25.46 1.50 63.27 20.34 1.50

84 25.86 115.85 25.24 1.50 60.53 20.09 1.50

85 25.91 120.39 25.33 1.50 62.18 20.20 1.50

86 25.74 117.86 25.15 1.50 61.56 19.96 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 59

Governing Disturbing Force : 1.26 kN
Governing Restoring Force : 29.01 kN
Minimum Sliding Ratio for the Critical Load Case : 23.02
Critical Load Case for Overturning about X-Direction : 74
Governing Overturning Moment : -0.61 kNm
Governing Resisting Moment : 19.31 kNm
Minimum Overturning Ratio for the Critical Load Case : 31.60

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 74

Governing Disturbing Force : -0.32 kN
Governing Restoring Force : 19.31 kN
Minimum Sliding Ratio for the Critical Load Case : 60.76
Critical Load Case for Overturning about Z-Direction : 59
Governing Overturning Moment : -1.62 kNm
Governing Resisting Moment : 29.00 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 120 of 169

Minimum Overturning Ratio for the Critical Load Case : 17.91

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 59
Governing Disturbing Force : 1.26 kN
Governing Restoring Force : 29.01 kN
Minimum Sliding Ratio for the Critical Load Case : 23.02

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 55.1388 66.8387 66.7714 55.0715 1.00

88 54.6754 82.4262 82.3220 54.5712 1.00

89 51.7359 67.3026 67.2303 51.6636 1.00

90 50.3997 60.4282 60.3704 50.3420 1.00

91 62.7824 83.3313 83.3247 62.7758 1.00

92 40.8358 51.2636 50.9923 40.5645 1.00

93 62.6359 83.3415 83.4683 62.7627 1.00

94 40.6893 51.2738 51.1359 40.5514 1.00

95 46.9105 62.2111 72.1958 56.8952 1.00

96 56.7512 72.3833 62.0799 46.4478 1.00

97 46.7205 62.2219 72.3807 56.8794 1.00

98 56.5613 72.3941 62.2648 46.4320 1.00

99 43.2910 50.8123 50.7690 43.2476 1.00

100 54.3375 66.8411 66.8634 54.3598 1.00

101 32.3909 34.7734 34.5310 32.1485 1.00

102 54.1910 66.8512 67.0070 54.3468 1.00

103 32.2444 34.7836 34.6746 32.1354 1.00

104 38.4655 45.7208 55.7345 48.4792 1.00

105 48.3063 55.8930 45.6186 38.0319 1.00

106 38.2756 45.7316 55.9194 48.4634 1.00

107 48.1164 55.9038 45.8035 38.0161 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 121 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 43.64kN, Load Case # 93

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 122 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 93 = 6.81 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 93 = 7.87 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 123 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 93

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 4.14 kNm

Nominal moment capacity, Mn = = 4.60 kNm

(Based on effective depth) Required = = 0.00020

(Based on gross depth) x d / Depth = 0.00015

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 124 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 93

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 125 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 3.59 kNm

Nominal moment capacity, Mn = = 3.99 kNm

(Based on effective depth) Required = = 0.00017

(Based on gross depth) x d / Depth = 0.00013

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 126 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 127 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

Isolated Footing 88
0.3 m
Plan
0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan


Page 128 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 129 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 130 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 131 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 0.89 -30.51 0.19 0.19 -0.88
60 0.55 -23.57 0.14 0.14 -0.54
61 0.71 -30.06 0.16 0.16 -0.82
62 0.41 -18.19 0.12 0.11 -0.30
63 0.69 -28.95 0.16 0.16 -0.79
64 0.40 -17.09 0.12 0.12 -0.26
65 0.68 -20.09 0.43 0.62 -0.71
66 0.45 -28.50 -0.15 -0.34 -0.41
67 0.66 -18.64 0.43 0.62 -0.67
68 0.42 -27.06 -0.15 -0.34 -0.37
69 0.49 -20.63 0.11 0.11 -0.60
70 0.19 -8.76 0.06 0.06 -0.08
71 0.47 -19.53 0.11 0.11 -0.57
72 0.18 -7.66 0.06 0.06 -0.05
73 0.46 -10.66 0.37 0.56 -0.49
74 0.22 -19.07 -0.20 -0.40 -0.20
75 0.44 -9.21 0.37 0.57 -0.45
76 0.20 -17.63 -0.20 -0.40 -0.16
77 0.33 -14.14 0.08 0.08 -0.32
78 0.81 -28.77 0.18 0.18 -0.79
79 0.92 -33.63 0.20 0.19 -1.00
80 0.70 -24.74 0.16 0.16 -0.61
81 0.91 -32.81 0.20 0.19 -0.98
82 0.69 -23.91 0.16 0.16 -0.58
83 0.90 -26.16 0.39 0.54 -0.92
84 0.73 -32.47 -0.04 -0.19 -0.70
85 0.89 -25.08 0.39 0.54 -0.89
86 0.71 -31.38 -0.04 -0.18 -0.67

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 0.77 -33.00 0.20 0.19 -0.76
88 1.21 -39.38 0.25 0.25 -1.18
89 0.83 -31.75 0.19 0.19 -0.82
90 0.66 -28.29 0.17 0.17 -0.65
91 1.05 -40.84 0.23 0.22 -1.21
92 0.64 -24.22 0.16 0.16 -0.47
93 1.03 -39.29 0.23 0.23 -1.16
94 0.61 -22.67 0.16 0.16 -0.43
95 1.01 -26.88 0.60 0.86 -1.05
96 0.68 -38.66 -0.21 -0.49 -0.64
97 0.98 -24.85 0.59 0.87 -1.00
98 0.65 -36.63 -0.21 -0.48 -0.58
99 0.50 -21.22 0.13 0.12 -0.49
100 0.71 -30.30 0.16 0.16 -0.88
101 0.30 -13.68 0.09 0.09 -0.14
102 0.69 -28.75 0.16 0.16 -0.83
103 0.28 -12.13 0.09 0.09 -0.10
104 0.67 -16.34 0.53 0.80 -0.72
105 0.35 -28.12 -0.28 -0.55 -0.31
106 0.65 -14.31 0.53 0.80 -0.67
107 0.32 -26.09 -0.28 -0.55 -0.25

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 132 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.47 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

84 50.1105 61.1131 58.7517 47.7491 0.00

79 46.3895 61.7701 64.8074 49.4268 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

84 50.1105 0.89 m 61.1131 58.7517 47.7491

79 46.3895 61.7701 64.8074 49.4268

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 133 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 29.42 137.53 28.77 1.50 106.15 22.86 1.50

60 41.29 162.93 40.03 1.50 126.13 32.08 1.50

61 36.79 158.94 35.84 1.50 123.45 25.14 1.50

62 48.73 172.82 46.90 1.50 135.38 47.72 1.50

63 36.85 155.90 35.87 1.50 119.68 25.49 1.50

64 49.33 168.57 47.34 1.50 129.88 50.77 1.50

65 31.01 49.27 26.25 1.50 28.11 22.92 1.50

66 56.68 171.92 53.83 1.50 64.75 46.06 1.50

67 30.88 47.63 25.91 1.50 27.04 23.30 1.50

68 57.69 166.44 54.51 1.50 63.32 48.82 1.50

69 43.78 197.63 42.74 1.50 153.78 28.36 1.50

70 80.25 254.86 76.54 1.50 201.88 112.27 1.50

71 44.11 193.14 43.01 1.50 147.63 29.02 1.50

72 84.51 247.14 79.97 1.50 189.58 147.01 1.50

73 35.66 43.99 27.70 1.50 24.13 25.75 1.50

74 91.33 101.24 67.82 1.50 44.42 77.73 1.50

75 35.67 42.09 27.21 1.50 22.98 26.53 1.50

76 96.92 97.44 68.71 1.50 43.10 90.71 1.50

77 54.57 215.33 52.90 1.50 166.69 42.40 1.50

78 31.45 142.51 30.71 1.50 110.07 24.44 1.50

79 30.11 141.88 29.45 1.50 109.83 21.69 1.50

80 33.26 145.63 32.42 1.50 113.17 28.42 1.50

81 30.06 139.96 29.39 1.50 107.55 21.83 1.50

82 33.24 143.28 32.38 1.50 110.35 28.87 1.50

83 26.69 61.22 24.47 1.50 36.69 20.16 1.50

84 37.43 742.07 37.38 1.50 138.30 29.68 1.50

85 26.54 59.90 24.27 1.50 35.76 20.29 1.50

86 37.47 720.20 37.42 1.50 136.91 30.22 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 85

Governing Disturbing Force : 0.89 kN
Governing Restoring Force : 23.52 kN
Minimum Sliding Ratio for the Critical Load Case : 26.54
Critical Load Case for Overturning about X-Direction : 75
Governing Overturning Moment : 0.68 kNm
Governing Resisting Moment : 15.59 kNm
Minimum Overturning Ratio for the Critical Load Case : 22.98

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 75

Governing Disturbing Force : 0.37 kN
Governing Restoring Force : 15.59 kN
Minimum Sliding Ratio for the Critical Load Case : 42.09
Critical Load Case for Overturning about Z-Direction : 83
Governing Overturning Moment : -1.19 kNm
Governing Resisting Moment : 24.06 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 134 of 169

Minimum Overturning Ratio for the Critical Load Case : 20.16

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 85
Governing Disturbing Force : 0.97 kN
Governing Restoring Force : 23.52 kN
Minimum Sliding Ratio for the Critical Load Case : 24.27

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 47.4885 59.4110 62.4437 50.5212 1.00

88 50.0926 68.7210 72.5997 53.9714 1.00

89 45.7955 58.6426 61.6418 48.7947 1.00

90 43.8422 54.0615 56.6610 46.4417 1.00

91 51.8957 70.2060 73.7126 55.4023 1.00

92 40.9565 48.9471 51.4050 43.4144 1.00

93 50.6345 68.3381 71.8787 54.1751 1.00

94 39.6952 47.0792 49.5711 42.1871 1.00

95 34.4032 50.7391 63.2780 46.9422 1.00

96 58.8510 68.9780 62.3936 52.2665 1.00

97 32.7400 48.3072 60.8901 45.3229 1.00

98 57.1877 66.5461 60.0056 50.6472 1.00

99 38.3728 46.0373 47.9869 40.3224 1.00

100 44.4731 57.6007 60.0577 46.9301 1.00

101 33.5338 36.3418 37.7501 34.9421 1.00

102 43.2118 55.7328 58.2237 45.7028 1.00

103 32.2726 34.4739 35.9162 33.7148 1.00

104 26.9806 38.1338 49.6231 38.4700 1.00

105 51.4283 56.3727 48.7387 43.7943 1.00

106 25.3174 35.7019 47.2352 36.8506 1.00

107 49.7651 53.9408 46.3507 42.1749 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 135 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 35.27kN, Load Case # 91

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 136 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 91 = 5.63 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 91 = 6.37 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 137 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 91

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 3.35 kNm

Nominal moment capacity, Mn = = 3.73 kNm

(Based on effective depth) Required = = 0.00016

(Based on gross depth) x d / Depth = 0.00012

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 138 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 91

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 139 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 2.96 kNm

Nominal moment capacity, Mn = = 3.29 kNm

(Based on effective depth) Required = = 0.00014

(Based on gross depth) x d / Depth = 0.00011

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 140 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 141 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

Isolated Footing 91
0.3 m
Plan
0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan


Page 142 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 143 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 144 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 145 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 -0.21 -81.43 0.27 0.28 0.22
60 -0.09 -52.49 0.17 0.17 0.09
61 0.02 -59.50 0.17 0.16 -0.14
62 -0.19 -46.49 0.19 0.22 0.30
63 0.01 -58.48 0.14 0.11 -0.11
64 -0.20 -45.47 0.16 0.17 0.33
65 0.03 -51.74 0.45 0.71 -0.07
66 -0.19 -54.58 -0.08 -0.31 0.21
67 0.01 -50.39 0.41 0.64 -0.03
68 -0.21 -53.24 -0.12 -0.37 0.25
69 0.06 -38.51 0.11 0.10 -0.18
70 -0.15 -25.50 0.13 0.16 0.26
71 0.04 -37.48 0.07 0.04 -0.15
72 -0.17 -24.47 0.09 0.10 0.29
73 0.06 -30.74 0.38 0.64 -0.10
74 -0.15 -33.59 -0.14 -0.37 0.18
75 0.04 -29.40 0.34 0.57 -0.06
76 -0.17 -32.24 -0.18 -0.44 0.22
77 -0.05 -31.49 0.10 0.10 0.06
78 -0.18 -74.19 0.25 0.25 0.18
79 -0.10 -79.45 0.25 0.25 0.01
80 -0.25 -69.70 0.27 0.29 0.34
81 -0.11 -78.68 0.23 0.21 0.03
82 -0.26 -68.94 0.24 0.25 0.36
83 -0.09 -73.63 0.46 0.65 0.06
84 -0.25 -75.76 0.07 -0.10 0.28
85 -0.11 -72.62 0.43 0.60 0.09
86 -0.27 -74.76 0.03 -0.15 0.31

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 -0.13 -73.48 0.23 0.23 0.13
88 -0.30 -109.29 0.37 0.38 0.31
89 -0.17 -77.46 0.25 0.26 0.17
90 -0.11 -62.98 0.20 0.20 0.11
91 -0.01 -87.28 0.26 0.25 -0.16
92 -0.30 -69.06 0.29 0.34 0.46
93 -0.03 -85.85 0.22 0.18 -0.11
94 -0.33 -67.63 0.24 0.26 0.50
95 -0.00 -76.41 0.65 1.01 -0.05
96 -0.30 -80.39 -0.09 -0.41 0.34
97 -0.03 -74.52 0.59 0.92 0.00
98 -0.33 -78.51 -0.14 -0.50 0.40
99 -0.08 -47.24 0.15 0.15 0.08
100 0.08 -57.07 0.16 0.14 -0.25
101 -0.22 -38.85 0.19 0.23 0.37
102 0.05 -55.63 0.11 0.07 -0.20
103 -0.24 -37.41 0.14 0.16 0.41
104 0.09 -46.19 0.55 0.91 -0.14
105 -0.22 -50.17 -0.19 -0.51 0.25
106 0.06 -44.30 0.49 0.81 -0.08
107 -0.25 -48.29 -0.25 -0.61 0.31

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 146 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.86 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

59 102.9045 99.5508 103.8854 107.2390 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

59 102.9045 0.89 m 99.5508 103.8854 107.2390

59 102.9045 99.5508 103.8854 107.2390

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 147 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 246.33 189.05 149.98 1.50 143.12 184.98 1.50

60 415.32 224.80 197.70 1.50 170.83 308.11 1.50

61 1756.47 237.13 235.00 1.50 188.82 273.73 1.50

62 184.27 178.21 128.10 1.50 121.07 96.77 1.50

63 6197.36 289.13 288.82 1.50 262.73 358.89 1.50

64 166.54 211.51 130.85 1.50 153.20 86.35 1.50

65 1280.88 82.14 81.98 1.50 43.66 483.96 1.50

66 204.63 504.03 189.60 1.50 116.47 141.09 1.50

67 4656.90 88.86 88.85 1.50 47.33 1221.04 1.50

68 180.74 320.19 157.40 1.50 92.09 118.32 1.50

69 512.11 286.50 250.03 1.50 235.19 153.38 1.50

70 158.32 188.60 121.26 1.50 121.35 77.71 1.50

71 702.00 407.88 352.67 1.50 450.84 185.32 1.50

72 139.37 249.22 121.64 1.50 174.68 67.87 1.50

73 407.81 68.92 67.96 1.50 34.82 211.73 1.50

74 183.73 195.37 133.84 1.50 66.81 124.59 1.50

75 588.73 75.34 74.73 1.50 37.92 329.43 1.50

76 157.41 147.57 107.66 1.50 54.70 100.58 1.50

77 497.00 269.02 236.58 1.50 204.43 368.71 1.50

78 267.39 195.06 157.58 1.50 147.76 200.49 1.50

79 532.25 201.93 188.80 1.50 156.63 1342.34 1.50

80 182.00 172.10 125.05 1.50 122.57 110.63 1.50

81 466.89 222.04 200.52 1.50 181.79 770.61 1.50

82 171.93 187.93 126.85 1.50 138.98 102.87 1.50

83 524.73 104.24 102.24 1.50 60.16 518.28 1.50

84 193.30 745.89 187.12 1.50 580.88 138.61 1.50

85 442.71 110.64 107.34 1.50 64.36 372.17 1.50

86 180.09 1405.10 178.63 1.50 336.26 124.83 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 72

Governing Disturbing Force : -0.17 kN
Governing Restoring Force : 23.22 kN
Minimum Sliding Ratio for the Critical Load Case : 139.37
Critical Load Case for Overturning about X-Direction : 73
Governing Overturning Moment : 0.76 kNm
Governing Resisting Moment : 26.35 kNm
Minimum Overturning Ratio for the Critical Load Case : 34.82

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 73

Governing Disturbing Force : 0.38 kN
Governing Restoring Force : 26.35 kN
Minimum Sliding Ratio for the Critical Load Case : 68.92
Critical Load Case for Overturning about Z-Direction : 72
Governing Overturning Moment : 0.34 kNm
Governing Resisting Moment : 23.22 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 148 of 169

Minimum Overturning Ratio for the Critical Load Case : 67.87

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 73
Governing Disturbing Force : 0.39 kN
Governing Restoring Force : 26.35 kN
Minimum Sliding Ratio for the Critical Load Case : 67.96

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 94.6312 92.6014 96.2623 98.2920 1.00

88 130.7065 125.9205 131.8099 136.5958 1.00

89 98.7678 96.0761 100.0738 102.7655 1.00

90 84.2502 82.5104 85.6484 87.3881 1.00

91 106.3489 108.1888 112.1498 110.3100 1.00

92 91.7871 85.1812 90.2683 96.8741 1.00

93 105.7486 106.9710 109.8794 108.6570 1.00

94 91.1868 83.9634 87.9978 95.2211 1.00

95 90.8013 91.4199 105.9419 105.3233 1.00

96 107.5585 102.3382 97.1507 102.3710 1.00

97 89.9771 89.8139 102.9969 103.1601 1.00

98 106.7343 100.7323 94.2057 100.2078 1.00

99 68.6789 67.3740 69.7274 71.0323 1.00

100 76.2599 79.4867 81.8035 78.5767 1.00

101 61.6981 56.4791 59.9219 65.1409 1.00

102 75.6596 78.2689 79.5330 76.9237 1.00

103 61.0978 55.2614 57.6514 63.4879 1.00

104 60.7124 62.7178 75.5955 73.5901 1.00

105 77.4695 73.6362 66.8044 70.6378 1.00

106 59.8882 61.1119 72.6505 71.4268 1.00

107 76.6454 72.0302 63.8594 68.4745 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 149 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 85.69kN, Load Case # 88

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 150 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 88 = 14.98 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 88 = 14.69 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 151 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 7.81 kNm

Nominal moment capacity, Mn = = 8.68 kNm

(Based on effective depth) Required = = 0.00037

(Based on gross depth) x d / Depth = 0.00029

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 152 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 153 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 7.84 kNm

Nominal moment capacity, Mn = = 8.71 kNm

(Based on effective depth) Required = = 0.00037

(Based on gross depth) x d / Depth = 0.00029

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 154 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 155 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

Isolated Footing 92
0.3 m
Plan
0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan


Page 156 of 169

0.3 m
Elevation

X 0.5 m

0.25 m

1m
0.5 m

Plan

Input Values

Footing Geomtery

Calculate Dimension with user

Column Dimensions

Column Shape : Rectangular

Column Length - X (Dcol) : 0.25 m
Column Width - Z (Bcol) : 0.25 m

Pedestal

Include Pedestal : No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : : N/A

Design Parameters

Concrete and Rebar Properties

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 157 of 169

Unit Weight of Concrete : 23.60 kN/m3

Soil Properties

Soil Type : Cohesive Soil

Unit Weight : 17.60kN/m3

Soil Bearing Capacity : 120.00kPa

Multiplying factor for soil bearing capacity for ultimate

: 2.00
loads

Soil Bearing Capacity Type : Gross Bearing Capacity

Soil Surcharge : 0.00kN/m2

Height of Soil above Footing : 895.00mm

Type of Depth : Fixed Bottom

Cohesion : 0.00kN/m2

Bearing Capacity Input Method : Fixed Bearing Capacity

Minimum Percentage of Slab area in Contact for Service

: 0.00
Loads

Minimum Percentage of Slab area in Contact for

: 0.00
Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00

------------------------------------------------------

Design Calculations

Footing Size

Initial Length (Lo) = 1.00 m

Initial Width (Wo) = 1.00 m

Load Combinations

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 158 of 169

Load Combination/s- Service Stress Level

Load Load Soil Self
Combination Load Combination Title Combination Bearing Weight
Number Factor (a) Factor (b) Factor (c)
a - Value specified in the Load Safety Factor table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
59 GENERATED NSCP 2015 SERVICE COMBO 1 1.00 1.00 1.00
60 GENERATED NSCP 2015 SERVICE COMBO 2 1.00 1.00 1.00
61 GENERATED NSCP 2015 SERVICE COMBO 3 1.00 1.00 1.00
62 GENERATED NSCP 2015 SERVICE COMBO 4 1.00 1.00 1.00
63 GENERATED NSCP 2015 SERVICE COMBO 5 1.00 1.00 1.00
64 GENERATED NSCP 2015 SERVICE COMBO 6 1.00 1.00 1.00
65 GENERATED NSCP 2015 SERVICE COMBO 7 1.00 1.00 1.00
66 GENERATED NSCP 2015 SERVICE COMBO 8 1.00 1.00 1.00
67 GENERATED NSCP 2015 SERVICE COMBO 9 1.00 1.00 1.00
68 GENERATED NSCP 2015 SERVICE COMBO 10 1.00 1.00 1.00
69 GENERATED NSCP 2015 SERVICE COMBO 11 1.00 1.00 1.00
70 GENERATED NSCP 2015 SERVICE COMBO 12 1.00 1.00 1.00
71 GENERATED NSCP 2015 SERVICE COMBO 13 1.00 1.00 1.00
72 GENERATED NSCP 2015 SERVICE COMBO 14 1.00 1.00 1.00
73 GENERATED NSCP 2015 SERVICE COMBO 15 1.00 1.00 1.00
74 GENERATED NSCP 2015 SERVICE COMBO 16 1.00 1.00 1.00
75 GENERATED NSCP 2015 SERVICE COMBO 17 1.00 1.00 1.00
76 GENERATED NSCP 2015 SERVICE COMBO 18 1.00 1.00 1.00
77 GENERATED NSCP 2015 SERVICE COMBO 19 1.00 1.00 1.00
78 GENERATED NSCP 2015 SERVICE COMBO 20 1.00 1.00 1.00
79 GENERATED NSCP 2015 SERVICE COMBO 21 1.00 1.00 1.00
80 GENERATED NSCP 2015 SERVICE COMBO 22 1.00 1.00 1.00
81 GENERATED NSCP 2015 SERVICE COMBO 23 1.00 1.00 1.00
82 GENERATED NSCP 2015 SERVICE COMBO 24 1.00 1.00 1.00
83 GENERATED NSCP 2015 SERVICE COMBO 25 1.00 1.00 1.00
84 GENERATED NSCP 2015 SERVICE COMBO 26 1.00 1.00 1.00
85 GENERATED NSCP 2015 SERVICE COMBO 27 1.00 1.00 1.00
86 GENERATED NSCP 2015 SERVICE COMBO 28 1.00 1.00 1.00

Load Combination/s- Strength Level

Applied Loads on Top of Pedestal

Before consideration of self weight and load safety factor table

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 159 of 169

Applied Loads from Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
59 -0.24 -17.04 0.38 0.39 0.24
60 -0.13 -12.18 0.24 0.24 0.13
61 0.07 -11.79 0.25 0.24 -0.19
62 -0.29 -12.65 0.26 0.29 0.38
63 0.03 -11.71 0.21 0.18 -0.12
64 -0.33 -12.58 0.22 0.23 0.45
65 0.00 -14.94 0.68 0.93 -0.07
66 -0.20 -9.52 -0.15 -0.38 0.24
67 -0.05 -14.84 0.62 0.86 0.02
68 -0.26 -9.42 -0.20 -0.46 0.33
69 0.12 -6.91 0.16 0.15 -0.24
70 -0.24 -7.78 0.17 0.20 0.33
71 0.08 -6.84 0.12 0.09 -0.18
72 -0.28 -7.70 0.13 0.14 0.40
73 0.05 -10.07 0.58 0.84 -0.12
74 -0.15 -4.65 -0.25 -0.48 0.19
75 -0.00 -9.97 0.53 0.76 -0.03
76 -0.21 -4.55 -0.30 -0.55 0.27
77 -0.08 -7.31 0.14 0.14 0.08
78 -0.21 -15.83 0.35 0.35 0.21
79 -0.06 -15.53 0.36 0.35 -0.03
80 -0.33 -16.18 0.37 0.39 0.40
81 -0.09 -15.47 0.33 0.31 0.02
82 -0.36 -16.12 0.33 0.35 0.45
83 -0.11 -17.89 0.68 0.87 0.07
84 -0.27 -13.83 0.06 -0.11 0.30
85 -0.15 -17.82 0.64 0.81 0.13
86 -0.31 -13.76 0.02 -0.17 0.36

Applied Loads from Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
87 -0.18 -17.05 0.33 0.33 0.18
88 -0.33 -22.39 0.52 0.52 0.33
89 -0.21 -17.05 0.36 0.36 0.21
90 -0.15 -14.62 0.28 0.28 0.16
91 0.07 -16.49 0.38 0.37 -0.24
92 -0.43 -17.71 0.39 0.44 0.57
93 0.02 -16.39 0.32 0.28 -0.14
94 -0.49 -17.60 0.34 0.35 0.66
95 -0.03 -20.91 0.97 1.33 -0.06
96 -0.31 -13.32 -0.19 -0.51 0.37
97 -0.10 -20.77 0.90 1.23 0.05
98 -0.39 -13.18 -0.26 -0.62 0.49
99 -0.12 -10.96 0.21 0.21 0.12
100 0.17 -10.41 0.23 0.22 -0.33
101 -0.34 -11.62 0.25 0.29 0.47
102 0.11 -10.30 0.18 0.14 -0.24
103 -0.40 -11.52 0.19 0.21 0.57
104 0.07 -14.83 0.83 1.19 -0.16
105 -0.22 -7.24 -0.33 -0.65 0.28
106 -0.01 -14.69 0.76 1.08 -0.04
107 -0.30 -7.10 -0.40 -0.76 0.39

Reduction of force due to buoyancy = 0.00 kN

Effect due to adhesion = 0.00 kN

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 160 of 169

2
Area from initial length and width, Ao = Lo X W o = 1.00 m

2
Min. area required from bearing pressure, Amin = 0.34 m

Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.

Final Footing Size

Length (L2) = 1.00 m Governing Load Case : # 0

Width (W2) = 1.00 m Governing Load Case : # 0
Depth (D2) = 0.30 m
Depth is governed by Ultimate Load Case
(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 1.00 m2

Final Soil Height = 0.90 m
Foundation Self Weight = 7.20 kN
Soil Weight On Top Of Footing = 14.77 kN

Pressures at 4 Corners

Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor

Pressure at Pressure at Pressure at Pressure at Area of footing

Load Case / top left top right bottom bottom left in uplift (Au)
Combination corner corner right corner corner 2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m )

86 39.4514 34.0032 31.9932 37.4413 0.00

79 34.6699 34.7727 40.3191 40.2162 0.00

83 33.9962 32.7928 45.7202 46.9236 0.00

Summary of Adjusted Pressures at four Corners

Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)

86 39.4514 0.89 m 34.0032 31.9932 37.4413

79 34.6699 34.7727 40.3191 40.2162

83 33.9962 32.7928 45.7202 46.9236

Stability Check
OTM

Sliding Force

Frictional Force 0.3 m

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 161 of 169

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

59 81.99 50.90 43.24 1.50 38.75 62.31 1.50

60 132.88 72.26 63.48 1.50 55.16 100.66 1.50

61 229.90 67.05 64.37 1.50 52.86 79.72 1.50

62 60.00 66.09 44.42 1.50 46.38 36.63 1.50

63 533.96 79.91 79.03 1.50 68.49 126.26 1.50

64 52.28 78.19 43.46 1.50 57.62 31.35 1.50

65 27327.30 27.25 27.25 1.50 16.19 277.81 1.50

66 77.13 103.50 61.84 1.50 36.84 51.53 1.50

67 348.25 29.46 29.35 1.50 17.59 545.82 1.50

68 60.91 76.73 47.71 1.50 30.11 38.69 1.50

69 115.70 91.87 71.95 1.50 73.88 51.65 1.50

70 62.72 88.86 51.24 1.50 59.64 36.75 1.50

71 173.66 123.95 100.89 1.50 118.01 71.58 1.50

72 53.17 117.38 48.44 1.50 84.31 30.71 1.50

73 307.61 27.49 27.38 1.50 15.76 119.29 1.50

74 87.13 53.96 45.87 1.50 24.15 55.99 1.50

75 11019.90 30.11 30.11 1.50 17.31 467.81 1.50

76 64.28 44.33 36.49 1.50 20.56 39.24 1.50

77 189.87 103.24 90.70 1.50 78.82 143.83 1.50

78 89.76 54.54 46.61 1.50 41.54 68.18 1.50

79 316.47 52.37 51.67 1.50 40.56 2187.39 1.50

80 57.72 52.16 38.70 1.50 37.95 37.83 1.50

81 206.58 57.20 55.12 1.50 45.97 373.39 1.50

82 52.64 56.86 38.63 1.50 42.55 33.83 1.50

83 175.22 29.45 29.04 1.50 18.50 198.73 1.50

84 66.99 323.02 65.59 1.50 184.13 47.23 1.50

85 129.30 31.20 30.33 1.50 19.75 113.46 1.50

86 58.12 1106.86 58.04 1.50 106.63 39.34 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

Critical Load Case for Sliding along X-Direction : 64

Governing Disturbing Force : -0.33 kN
Governing Restoring Force : 17.27 kN
Minimum Sliding Ratio for the Critical Load Case : 52.28
Critical Load Case for Overturning about X-Direction : 73
Governing Overturning Moment : 1.02 kNm
Governing Resisting Moment : 16.02 kNm
Minimum Overturning Ratio for the Critical Load Case : 15.76

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Critical Load Case for Sliding along Z-Direction : 65

Governing Disturbing Force : 0.68 kN
Governing Restoring Force : 18.45 kN
Minimum Sliding Ratio for the Critical Load Case : 27.25
Critical Load Case for Overturning about Z-Direction : 72
Governing Overturning Moment : 0.48 kNm
Governing Resisting Moment : 14.83 kNm

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 162 of 169

Minimum Overturning Ratio for the Critical Load Case : 30.71

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : 65
Governing Disturbing Force : 0.68 kN
Governing Restoring Force : 18.45 kN
Minimum Sliding Ratio for the Critical Load Case : 27.25

Compression Development Length Check

Development length calculation skipped as column reinforcement is not specified in input (Column Dimension Task Pane)

Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).

87 37.8442 34.9946 40.1942 43.0437 1.00

88 42.8645 37.6692 45.8479 51.0432 1.00

89 37.8534 34.5507 40.1706 43.4733 1.00

90 35.5757 33.1332 37.5900 40.0324 1.00

91 34.0143 37.1202 42.9040 39.7981 1.00

92 40.5240 32.1294 38.8192 47.2138 1.00

93 35.1828 36.9721 41.5220 39.7328 1.00

94 41.6926 31.9812 37.4372 47.1485 1.00

95 32.7552 33.4195 52.9995 52.3352 1.00

96 41.4635 35.8768 29.1133 34.7000 1.00

97 34.2433 33.2246 51.2279 52.2466 1.00

98 42.9517 35.6819 27.3417 34.6114 1.00

99 32.1729 30.3411 33.6837 35.5155 1.00

100 28.3338 32.9106 36.4171 31.8403 1.00

101 34.8435 27.9198 32.3322 39.2560 1.00

102 29.5023 32.7625 35.0351 31.7750 1.00

103 36.0121 27.7716 30.9503 39.1907 1.00

104 27.0747 29.2099 46.5126 44.3774 1.00

105 35.7830 31.6672 22.6264 26.7422 1.00

106 28.5628 29.0150 44.7410 44.2888 1.00

107 37.2712 31.4723 20.8548 26.6536 1.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Gross Bearing Capacity for Ultimate Loads : 240.00 kN/m2

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Shear Calculation

Punching Shear Check

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 163 of 169

X 0.5 m

Z
0.5 m
0.12 m

Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00

Effective depth, d, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 20.13kN, Load Case # 95

From ACI Cl. 22.6.5.2, bo for column= = 1.97 m

Table 22.6.5.2, (b), Vc1 = = 1293.26 kN

Table 22.6.5.2, (c), Vc2 = = 1458.36 kN

Table 22.6.5.2, (a), Vc3 = = 836.87 kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 627.65 kN

0.75 X Vc > Vu hence, OK

One-Way Shear Along X

(Shear Plane Parallel to Global X Axis)

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 164 of 169

X 0.5 m

0.135 m

0.5 m
0.135 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner

along Z, DZ = = 0.14 m

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vux is # 95 = 3.88 kN

0.75 X Vc > Vux hence, OK

One-Way Shear Along Z

(Shear Plane Parallel to Global Z Axis)

X 0.5 m

0.135 m 0.135 m
0.5 m

Plan

From ACI Cl. 22.5.5.1, Vc = = 213.19 kN

Distance of critical section from top left corner along

X, DX = = 0.14 m

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.

From above calculations, 0.75 X Vc = 159.90 kN

Critical load case for Vuz is # 88 = 3.16 kN

0.75 X Vc > Vuz hence, OK

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 165 of 169

6 - ϕ12

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 88

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2, = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about Z axis is performed at the face

= 0.38 m
of the column at a distance, Dx =

Ultimate moment = = 1.71 kNm

Nominal moment capacity, Mn = = 1.90 kNm

(Based on effective depth) Required = = 0.00008

(Based on gross depth) x d / Depth = 0.00006

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected bar Size = 12

Safe for Cracking Aspect.

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 166 of 169

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars = = 0.45 m

Available development length for bars,DL = = 0.33 m

Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar = = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

6 - ϕ12

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)

Critical Load Case # 95

The strength values of steel and concrete used in the formulae are in Mpa

Bars parallel to X Direction are placed at bottom

Effective Depth d = 0.24 m
Factor from ACI Cl. 22.2.2.4.3 =
= 0.85

From ACI318-2011 Appendix B 8.4.2,

= = 0.02871

From ACI318-2011 Appendix B

10.3.3, = = 0.02153

From ACI Cl. 25.2.1, = = 0.00200

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 167 of 169

From Ref.1, Eq. 3.8.4a, constant m = = 17.44

Calculate reinforcement ratio for critical load case

Design for flexure about X axis is performed

= 0.38 m
at the face of the column at a distance, Dz =

Ultimate moment = = 1.99 kNm

Nominal moment capacity, Mn = = 2.21 kNm

(Based on effective depth) Required = = 0.00009

(Based on gross depth) x d / Depth = 0.00007

Since ρ < ρmin, select ρ= ρmin ρmin Governs
Area of Steel Required, As = = 610.00 mm2

Selected Bar Size = #12

Minimum spacing allowed (Smin) = 50.00mm
Selected spacing (S) = 177.60mm
Smin<= S <= Smax and selected bar size < selected maximum bar size...
The reinforcement is accepted.

Testing.... Max spacing for Cracking Consideration = 259.46mm

Safe for Cracking Aspect.

Based on spacing reinforcement increment; provided reinforcement is

#12 @ 175mm o.c.

Required development length for bars

= 0.45 m
=

Available development length for bars,

= 0.33 m
DL =
Try bar size # 12 Area of one bar = 113.10 mm2

Number of bars required, Nbar= = 6

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Total reinforcement area, As_total = Nbar X (Area of one bar) = 678.58 mm2
d = D - Ccover - 1.5 X (dia. of one 0.24 m
=
bar)

Reinforcement ratio, = = 0.00286

From ACI Cl. 25.2.1, minimum req'd clear distance between bars
Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 50.00mm
Provided Steel Area / Required Steel Area = 1.11

Material Take Off

Footing Reinforcement

Direction Size Number Length (m) Weight (kgf)

Along Z on Bottom
ϕ12 6 5.40 4.80
Face

Along X on Bottom
ϕ12 6 5.40 4.80
Face

Along Z on Top
N/A N/A N/A N/A
Face

Along X on Top
N/A N/A N/A N/A
Face

Total Reinforcement Weight : 9.60 kgf

Concrete

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 168 of 169

- Length Width Thickness Weight

Footing 1.00m 1.00m 0.30m 7.20kN

Pedestal 0.61m 0.61m 0.00m 0.00kN

Total Concrete Weight : 7.20 kN

Soil Excavation

Pad Depth : 1.20 m

Pad Slope (a : b) : 1 : 1 (Assumed)
Side Distance, s : 0 (Assumed)
Excavation Volume : 6.38 m3

Backfill Volume : 6.08 m3

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021
Page 169 of 169

file:///C:/Users/Kevin%20Navidad/Documents/2%20storey%20with%20roof%20deck%2... 10/02/2021

X 0.5 m
Z
0.25 m
0.25 m
1m
0.5 m

1m
0.3 m
Plan

Print Calculation Sheet

0.5 m
Elevation
BOTTOM 6 - ϕ12
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.5 m

1m 1m 0.3 m N/A N/A 6 - ϕ12 6 - ϕ12

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 6 - ϕ12
Plan

Ewt Footing Column Design
No ratings yet
Ewt Footing Column Design
64 pages
Isolated Footing Design (ACI 318-11) : Footing No. Group ID Foundation Geometry - Length Width Thickness
No ratings yet
Isolated Footing Design (ACI 318-11) : Footing No. Group ID Foundation Geometry - Length Width Thickness
133 pages
7762.isolated Footing Output
No ratings yet
7762.isolated Footing Output
14 pages
STAAD
No ratings yet
STAAD
13 pages
Isolated Footing
No ratings yet
Isolated Footing
13 pages
Isolated Footing Design (ACI 318-14) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-14) - Metric: Elevation
97 pages
Isolated Footing Design (ACI 318-14) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-14) - Metric: Elevation
12 pages
2020-09-01 Genard Residential SFA Calc Sheet (Foundation) 1.0.0 PDF
No ratings yet
2020-09-01 Genard Residential SFA Calc Sheet (Foundation) 1.0.0 PDF
105 pages
F1 F2 F3 F4 Merged
No ratings yet
F1 F2 F3 F4 Merged
48 pages
z11 MEDIANERA
No ratings yet
z11 MEDIANERA
17 pages
Isolated Footing Design Guide
No ratings yet
Isolated Footing Design Guide
6 pages
Isolated Footing Design (IS 456-2000) : Footing No. Group ID Foundation Geometry - Length Width Thickness
No ratings yet
Isolated Footing Design (IS 456-2000) : Footing No. Group ID Foundation Geometry - Length Width Thickness
117 pages
5 Design of Isolated FTG 1
No ratings yet
5 Design of Isolated FTG 1
10 pages
F2 (Isolated)
No ratings yet
F2 (Isolated)
13 pages
Advance Foundation Design 01
No ratings yet
Advance Foundation Design 01
16 pages
Staad Foundation Report
No ratings yet
Staad Foundation Report
14 pages
Isolated Footing Design (ACI 318-11) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-11) - Metric: Elevation
13 pages
Structural Footing Design Guide
No ratings yet
Structural Footing Design Guide
79 pages
Isolated Footing Design (ACI 318-14) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-14) - Metric: Elevation
14 pages
Isolated Footing Design Guide
No ratings yet
Isolated Footing Design Guide
57 pages
FT 03grid7210823
No ratings yet
FT 03grid7210823
16 pages
DesignCalc TFD 15m ConvergePole 280kph ExpB Signed
No ratings yet
DesignCalc TFD 15m ConvergePole 280kph ExpB Signed
22 pages
Isolated Footing Design (ACI 318-14) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-14) - Metric: Elevation
13 pages
DesignCalc TFD 20m ConvergePole 280kph ExpB Signed
No ratings yet
DesignCalc TFD 20m ConvergePole 280kph ExpB Signed
22 pages
Isolated Footing Design ACI 318-14
No ratings yet
Isolated Footing Design ACI 318-14
48 pages
Monopole Footing Design
No ratings yet
Monopole Footing Design
60 pages
Foundation 2
No ratings yet
Foundation 2
17 pages
Isolated Footing Design (ACI 318-11) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-11) - Metric: Elevation
52 pages
Final
No ratings yet
Final
44 pages
New Combine
No ratings yet
New Combine
23 pages
Footing Isolated
No ratings yet
Footing Isolated
97 pages
Isolated FTNG Design
No ratings yet
Isolated FTNG Design
48 pages
F1 Combined
No ratings yet
F1 Combined
15 pages
Truss
No ratings yet
Truss
11 pages
Result Summary: Combined Foundation Design (Aci 318-11)
No ratings yet
Result Summary: Combined Foundation Design (Aci 318-11)
10 pages
Isolated Footing Design ACI 318-11
100% (1)
Isolated Footing Design ACI 318-11
15 pages
Pedestal Calculation 6
No ratings yet
Pedestal Calculation 6
13 pages
Isolated Footing Design (ACI 318-14) - Metric: Footing No. Group ID Foundation Geometry - Length Width Thickness
No ratings yet
Isolated Footing Design (ACI 318-14) - Metric: Footing No. Group ID Foundation Geometry - Length Width Thickness
18 pages
Pipe Support Analysis Report (Isolated Footing)
No ratings yet
Pipe Support Analysis Report (Isolated Footing)
12 pages
Foundation 2 3
No ratings yet
Foundation 2 3
10 pages
Practical 9 Merged
No ratings yet
Practical 9 Merged
27 pages
Pedestal Calculation 8
No ratings yet
Pedestal Calculation 8
13 pages
Isolated Footing Design (ACI 318-05) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-05) - Metric: Elevation
12 pages
Combined Foundation Design ACI 318-11
No ratings yet
Combined Foundation Design ACI 318-11
30 pages
Partial Minsu Footing
No ratings yet
Partial Minsu Footing
18 pages
Design of Footing F1: Elevation
No ratings yet
Design of Footing F1: Elevation
12 pages
Design of Footing F1: Elevation
No ratings yet
Design of Footing F1: Elevation
12 pages
Solayao Staad - Foundation4
No ratings yet
Solayao Staad - Foundation4
19 pages
Isolated Footing Design (ACI 318-08)
No ratings yet
Isolated Footing Design (ACI 318-08)
91 pages
Isolated Footing Design (ACI 318-11) - Metric: Elevation
No ratings yet
Isolated Footing Design (ACI 318-11) - Metric: Elevation
12 pages
Design of Footing
No ratings yet
Design of Footing
17 pages
Access PLT 24 04 21
No ratings yet
Access PLT 24 04 21
235 pages
Milan Pad Design
No ratings yet
Milan Pad Design
10 pages
Footing Design
No ratings yet
Footing Design
276 pages
Combined Foundation Design (Is 456-2000) Result Summary
No ratings yet
Combined Foundation Design (Is 456-2000) Result Summary
30 pages
Parking Shed m02 Foundation Design Layout F1
No ratings yet
Parking Shed m02 Foundation Design Layout F1
16 pages
Combined Foundation Design (Is 456-2000) Result Summary
No ratings yet
Combined Foundation Design (Is 456-2000) Result Summary
11 pages
FDN Design
No ratings yet
FDN Design
11 pages
Toaz - Info Electrical Design Analysis PR
No ratings yet
Toaz - Info Electrical Design Analysis PR
8 pages
History, PLBG, Person, Sanitary
No ratings yet
History, PLBG, Person, Sanitary
4 pages
Structures:: Potable Running Water
No ratings yet
Structures:: Potable Running Water
3 pages
Plumbing Testing and Permits Guide
No ratings yet
Plumbing Testing and Permits Guide
3 pages
All About Water
No ratings yet
All About Water
9 pages
Key Plan Concrete Area 1-Model
No ratings yet
Key Plan Concrete Area 1-Model
1 page
Plumbing Material Drainage Pipes: Horizontal Asbestos Cement Pipe
100% (2)
Plumbing Material Drainage Pipes: Horizontal Asbestos Cement Pipe
9 pages
Plumbing Fixtures: Plumbing Fixture - An Approved Type Installed Receptacles, Devices or Appliances Supplied With Water
No ratings yet
Plumbing Fixtures: Plumbing Fixture - An Approved Type Installed Receptacles, Devices or Appliances Supplied With Water
12 pages
27 - 16Mmøx11.5M (BB) 27 - 16Mmøx11.5M (BB) 27 - 16Mmøx11.5M (BB) 25 - 16Mmøx11.5M (BB)
No ratings yet
27 - 16Mmøx11.5M (BB) 27 - 16Mmøx11.5M (BB) 27 - 16Mmøx11.5M (BB) 25 - 16Mmøx11.5M (BB)
1 page
20 - 16Mmøx11.9M (TB) 20 - 16Mmøx11.9M (TB) 20 - 16Mmøx11.9M (TB) 19 - 16Mmøx11.9M (TB)
No ratings yet
20 - 16Mmøx11.9M (TB) 20 - 16Mmøx11.9M (TB) 20 - 16Mmøx11.9M (TB) 19 - 16Mmøx11.9M (TB)
1 page
10 - 20Mmøx11.4M (TB) 25 - 20Mmøx3.4M (TB)
No ratings yet
10 - 20Mmøx11.4M (TB) 25 - 20Mmøx3.4M (TB)
1 page
Clean Out:: 305 MM, in Front of The Cleanout
100% (1)
Clean Out:: 305 MM, in Front of The Cleanout
4 pages
Steel Rebar Specifications List
No ratings yet
Steel Rebar Specifications List
1 page
Private Sewage Disposal Sys.
50% (2)
Private Sewage Disposal Sys.
3 pages
Valves
100% (1)
Valves
4 pages
Structures:: Potable Running Water
No ratings yet
Structures:: Potable Running Water
3 pages
Arsolon, Joseph Harold 2. Eballe, Ace 3. Laguidao, Al Vince 4. Navidad, Kevin
No ratings yet
Arsolon, Joseph Harold 2. Eballe, Ace 3. Laguidao, Al Vince 4. Navidad, Kevin
1 page
Valves
100% (1)
Valves
4 pages
Water Dist. Sys, Stand Pipe, Drainage Pipe & Sys.
100% (4)
Water Dist. Sys, Stand Pipe, Drainage Pipe & Sys.
22 pages
The Branch Supply Duct As Far As Practical From The Outlet
No ratings yet
The Branch Supply Duct As Far As Practical From The Outlet
11 pages
Water Dist. Sys, Stand Pipe, Drainage Pipe & Sys.
100% (4)
Water Dist. Sys, Stand Pipe, Drainage Pipe & Sys.
22 pages
Vents, Joints, Traps
100% (1)
Vents, Joints, Traps
9 pages
Vents, Joints, Traps
100% (1)
Vents, Joints, Traps
9 pages
Reinforced Concrete Design: University of San Jose-Recoletos
No ratings yet
Reinforced Concrete Design: University of San Jose-Recoletos
1 page
Plumbing Testing and Permits Guide
No ratings yet
Plumbing Testing and Permits Guide
3 pages
Concrete's Impact on Substation Voltages
No ratings yet
Concrete's Impact on Substation Voltages
47 pages
Blast Response Simulation of The Alfred Murrah Building Reinforced by Use of HPFRCC
No ratings yet
Blast Response Simulation of The Alfred Murrah Building Reinforced by Use of HPFRCC
16 pages
S P E C I F I C A T I O N S: Item 800 (1) Clearing & Grubbing
No ratings yet
S P E C I F I C A T I O N S: Item 800 (1) Clearing & Grubbing
1 page
Boq of Praposed Public Library at Pune: NO Item Qty. Unit Rate Amount
No ratings yet
Boq of Praposed Public Library at Pune: NO Item Qty. Unit Rate Amount
20 pages
Checklist For Civil Works: Engr. Jerome V. Katigbak
No ratings yet
Checklist For Civil Works: Engr. Jerome V. Katigbak
35 pages
Chapter 1 PowerPoint
No ratings yet
Chapter 1 PowerPoint
21 pages
Reciporcating Compressor Foundation Blocks
100% (1)
Reciporcating Compressor Foundation Blocks
58 pages
Unite 4 02-06-24
No ratings yet
Unite 4 02-06-24
6 pages
Concrete 2014 PDF
No ratings yet
Concrete 2014 PDF
49 pages
Drilled Pier Foundation Inspection
100% (2)
Drilled Pier Foundation Inspection
14 pages
ETABS RC Slab Design
No ratings yet
ETABS RC Slab Design
405 pages
Durability criteria-DEWA Spec
No ratings yet
Durability criteria-DEWA Spec
97 pages
BOQ For G+3
No ratings yet
BOQ For G+3
75 pages
Over Head Tank - Circular Flat Slab
100% (2)
Over Head Tank - Circular Flat Slab
14 pages
A SITE VISIT To Hollow Claypot
100% (1)
A SITE VISIT To Hollow Claypot
9 pages
Nati Report
No ratings yet
Nati Report
51 pages
ArcelorMittal Cofrastra 70 Brochure en
No ratings yet
ArcelorMittal Cofrastra 70 Brochure en
12 pages
ABCM
No ratings yet
ABCM
4 pages
Structural Design for Water Tank
100% (7)
Structural Design for Water Tank
29 pages
LOCATION:-From Mezegaja To River
No ratings yet
LOCATION:-From Mezegaja To River
22 pages
Final Year Project Report1
100% (2)
Final Year Project Report1
51 pages
0707711343
No ratings yet
0707711343
2 pages
ACI 421.1R-99: Reported by Joint ACI-ASCE Committee 421
No ratings yet
ACI 421.1R-99: Reported by Joint ACI-ASCE Committee 421
15 pages
Q.C Aramco Test - 2
100% (1)
Q.C Aramco Test - 2
20 pages
Cantilever Masonry Retaining Walls
No ratings yet
Cantilever Masonry Retaining Walls
27 pages
Glossary Steel Reinforcement For Concrete
No ratings yet
Glossary Steel Reinforcement For Concrete
16 pages
Rural Roads Project Appraisal
No ratings yet
Rural Roads Project Appraisal
17 pages
Quality Assurance and Quality Control of Hydro Power Project
No ratings yet
Quality Assurance and Quality Control of Hydro Power Project
21 pages
Quantity Surveying Essentials
No ratings yet
Quantity Surveying Essentials
94 pages