FOUNDATION /corner-ftg1.xls Page 1 of 5
DESIGN PROJECT
:
LOCATION
:
ITEM
:
S H E E T
2-STOREY RESIDENTIAL UNIT W/ ATTIC
DESIGN OF CORNER FOOTING
DESIGNED BY
:
CHECKED BY
:
FILENAME
:
ASL
DATE
:
DATE
:
10/22/2013
FOUNDATION
1. Material Material Prop erties
Concrete Compressive Strength, fc'
=
20.70 MPa
Tensile Strength, fy
=
Unit weight of concrete, wc
=
275.80 MPa 3 24.00 kN/m
= =
18.00 kN/m 150.00 kPa
Unit weight of soil, ws Allowable bearing bearing capacity, qa
3
2. Trial Section
Footing: Length W idth Thickness Effective depth
L = W = T = =
2.00 2.00 0.35 0.28
m m m m
Column Dimension: W idth b = Thickness s =
0.20 m 0.40 m
Depth of Soil
1.00 m
D =
3. Loadings
From staad analysis: Column Load Foot Footin ing g Loa Load, d, P
= 293.00 kN = Colu Colum mn lo load + Wei Weigh ghtt of of Ftg Ftg.. + Weig Weight ht of soil soil = 397.16 kN
4. Check for Soil Bearing Capacity
Soil Pressure, qact
= P / Area of ftg
=
99.29 kPa
< qa
OK!
5. Determine Determine th t h e required reinforcement 5.1 5.1 Along long direction 2
Moment, M = qact (x )/2 where x = (L - b) Bar diameter to be used:
=
160.85 kN-m
= = = = =
16.00 mm 2 201.06 mm 50.00 mm 282.00 mm 15.67
Ru=Mdes/(f*W*depth )
=
1.12 MP MPa
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use maximum steel ratio: Total reinforcement area: As = r*depth
=
0.00421
= =
0.00508 0.00508
=
1.80 m
Bar area: Clear cover: Provided depth: m=fy/0.85fc` 2
Spacing of bars using
= = say,
16 mmø
2
1.43 mm /mm 140.46 mm 100.00 mm
5.2 5.2 Along s sho ho rt direction direct ion 2
Moment, M = qact (x )/2 where x = (W - s) Bar diameter to be used: Bar area: Clear cover: Provided depth: m=fy/0.85fc`
=
=
127.09 kN-m
=
16.00 mm 2 201.06 mm 50.00 mm 282.00 mm 15.67
1.60 m = = = =
2
Ru=Mdes/(f*L*depth )
=
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00330
= =
0.00508 0.00508
= = say,
0.89 MPa
2
1.43 mm /mm 140.46 mm 100.00 mm
FOUNDATION /exterior-ftg1.xls Page 2 of 5
DESIGN PROJECT
:
LOCATION
:
ITEM
:
S H E E T
2-STOREY RESIDENTIAL UNIT W/ ATTIC
DESIGN OF EXTERIOR FOOTING 1
DESIGNED BY
:
CHECKED BY
:
FILENAME
:
ASL
DATE
:
DATE
:
10/22/2013
FOUNDATION
1. Material Prop erties
Concrete Compressive Strength, fc'
=
20.70 MPa
Tensile Strength, fy
=
Unit weight of concrete, wc
=
275.80 MPa 3 24.00 kN/m
= =
18.00 kN/m 150.00 kPa
Unit weight of soil, ws Allowable bearing capacity, qa
3
2. Trial Section
Footing: Length Width Thickness Effective depth
L = W = T = =
2.50 2.50 0.40 0.33
m m m m
Column Dimension: Width b = Thickness s =
0.20 m 0.40 m
Depth of Soil
1.00 m
D =
3. Loadings
From staad analysis: Column Load Footing Load, P
= 517.10 kN = Column load + Weight of Ftg. + Weight of soil = 688.16 kN
4. Check for Soil Bearing Capacity
Soil Pressure, qact
= P / Area of ftg
=
110.11 kPa
< qa
OK!
5. Determine the r equired reinforc ement 5.1 Along long direction 2
Moment, M = qact (x )/2 where x = (L - b) / 2 Bar diameter to be used:
= =
72.81 kN-m
1.15 m = = = = =
16.00 mm 2 201.06 mm 50.00 mm 332.00 mm 15.67
Ru=Mdes/(f*W*depth )
=
0.29 MPa
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use maximum steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00107
= =
0.00508 0.00508
Bar area: Clear cover: Provided depth: m=fy/0.85fc` 2
= = say,
2
1.69 mm /mm 119.30 mm 100.00 mm
5.2 Along sho rt direct ion 2
Moment, M = qact (x )/2 where x = (W - s) / 2 Bar diameter to be used: Bar area: Clear cover: Provided depth: m=fy/0.85fc`
= =
= = = = =
2
60.70 kN-m
1.05 m 16.00 mm 2 201.06 mm 50.00 mm 332.00 mm 15.67
Ru=Mdes/(f*L*depth )
=
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00089
= =
0.00508 0.00508
= = say,
0.24 MPa
2
1.69 mm /mm 119.30 mm 100.00 mm
FOUNDATION /exterior-ftg2.xls Page 3 of 5
DESIGN PROJECT
:
LOCATION
:
ITEM
:
S H E E T
2-STOREY RESIDENTIAL UNIT W/ ATTIC
DESIGN OF EXTERIOR FOOTING 2
DESIGNED BY
:
CHECKED BY
:
FILENAME
:
ASL
DATE
:
DATE
:
10/22/2013
FOUNDATION
1. Material Prop erties
Concrete Compressive Strength, fc'
=
20.70 MPa
Tensile Strength, fy
=
Unit weight of concrete, wc
=
275.80 MPa 3 24.00 kN/m
= =
18.00 kN/m 150.00 kPa
Unit weight of soil, ws Allowable bearing capacity, qa
3
2. Trial Section
Footing: Length Width Thickness Effective depth
L = W = T = =
1.10 1.10 0.30 0.23
m m m m
Column Dimension: Width b = Thickness s =
0.35 m 0.20 m
Depth of Soil
1.20 m
D =
3. Loadings
From staad analysis: Column Load Footing Load, P
= 60.31 kN = Column load + Weight of Ftg. + Weight of soil = 93.65 kN
4. Check for Soil Bearing Capacity
Soil Pressure, qact
= P / Area of ftg
=
77.39 kPa
< qa
OK!
5. Determine the r equired reinforc ement 5.1 Along long direction 2
Moment, M = qact (x )/2 where x = (L - b) / 2 Bar diameter to be used:
= =
5.44 kN-m
0.38 m = = = = =
16.00 mm 2 201.06 mm 50.00 mm 232.00 mm 15.67
Ru=Mdes/(f*W*depth )
=
0.10 MPa
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use maximum steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00037
= =
0.00508 0.00508
Bar area: Clear cover: Provided depth: m=fy/0.85fc` 2
= = say,
2
1.18 mm /mm 170.73 mm 150.00 mm
5.2 Along sho rt direct ion 2
Moment, M = qact (x )/2 where x = (W - s) / 2 Bar diameter to be used: Bar area: Clear cover: Provided depth: m=fy/0.85fc`
= =
= = = = =
2
7.84 kN-m
0.45 m 16.00 mm 2 201.06 mm 50.00 mm 232.00 mm 15.67
Ru=Mdes/(f*L*depth )
=
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use steel ratio: Total reinforcement area: As = r*depth
=
0.00054
= =
0.00508 0.00508
Spacing of bars using
16 mmø
= = say,
0.15 MPa
2
1.18 mm /mm 170.73 mm 150.00 mm
FOUNDATION /exterior-ftg2.xls Page 4 of 5
DESIGN PROJECT
:
LOCATION
:
ITEM
:
S H E E T
2-STOREY RESIDENTIAL UNIT W/ ATTIC
DESIGN OF EXTERIOR FOOTING 3
DESIGNED BY
:
CHECKED BY
:
FILENAME
:
ASL
DATE
:
DATE
:
10/22/2013
FOUNDATION
1. Material Prop erties
Concrete Compressive Strength, fc'
=
20.70 MPa
Tensile Strength, fy
=
Unit weight of concrete, wc
=
275.80 MPa 3 24.00 kN/m
= =
18.00 kN/m 150.00 kPa
Unit weight of soil, ws Allowable bearing capacity, qa
3
2. Trial Section
Footing: Length Width Thickness Effective depth
L = W = T = =
1.50 1.10 0.30 0.23
m m m m
Column Dimension: Width b = Thickness s =
0.35 m 0.20 m
Depth of Soil
1.20 m
D =
3. Loadings
From staad analysis: Column Load Footing Load, P
= 112.23 kN = Column load + Weight of Ftg. + Weight of soil = 158.24 kN
4. Check for Soil Bearing Capacity
Soil Pressure, qact
= P / Area of ftg
=
95.90 kPa
< qa
OK!
5. Determine the r equired reinforc ement 5.1 Along long direction 2
Moment, M = qact (x )/2 where x = (L - b) / 2 Bar diameter to be used:
= =
15.85 kN-m
0.58 m = = = = =
16.00 mm 2 201.06 mm 50.00 mm 232.00 mm 15.67
Ru=Mdes/(f*W*depth )
=
0.30 MPa
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use maximum steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00109
= =
0.00508 0.00508
Bar area: Clear cover: Provided depth: m=fy/0.85fc` 2
= = say,
2
1.18 mm /mm 170.73 mm 150.00 mm
5.2 Along sho rt direct ion 2
Moment, M = qact (x )/2 where x = (W - s) / 2 Bar diameter to be used: Bar area: Clear cover: Provided depth: m=fy/0.85fc`
= =
= = = = =
2
9.71 kN-m
0.45 m 16.00 mm 2 201.06 mm 50.00 mm 232.00 mm 15.67
Ru=Mdes/(f*L*depth )
=
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use steel ratio: Total reinforcement area: As = r*depth
=
0.00049
= =
0.00508 0.00508
Spacing of bars using
16 mmø
= = say,
0.13 MPa
2
1.18 mm /mm 170.73 mm 150.00 mm
FOUNDATION /wall-ftg.xls Page 5 of 5
DESIGN PROJECT
:
LOCATION
:
ITEM
:
S H E E T
2-STOREY RESIDENTIAL UNIT W/ ATTIC
DESIGN OF WALL FOOTING
DESIGNED BY
:
CHECKED BY
:
FILENAME
:
ASL
DATE
:
DATE
:
10/22/2013
FOUNDATION
1. Material Prop erties
Concrete Compressive Strength, fc'
=
20.70 MPa
Tensile Strength, fy
=
Unit weight of concrete, wc
=
275.80 MPa 3 24.00 kN/m
= =
18.00 kN/m 192.00 kPa
Unit weight of soil, ws Allowable bearing capacity, qa
3
2. Trial Section
Footing: Length Width Thickness Effective depth Depth of Soil
L = W = T = = D =
1.00 0.60 0.20 0.132 1.20
m m m m m
Column Dimension: Width b = Thickness s =
m m
3. Loadings
Column Load Footing Load, P
= 31.65 kN = Column load + Weight of Ftg. + Weight of soil = 47.49 kN
4. Check for Soil B earing Capacity
Soil Pressure, qact
= P / Area of ftg
=
79.15 kPa
< qa
OK!
5. Determine t h e required reinforcement
(temperature bars)
5.1 Along lo ng direction
Bar diameter to be used:
=
Bar area: Clear cover: Total reinforcement area:
= =
As = 0.002bt Quantitiy of bars using
= = say,
16 mmø
16.00 mm 2 201.06 mm 50.00 mm 2
400.00 mm 1.99 mm 3 pcs
5.2 Along s hort direction 2
Moment, M = qact (x )/2 where x = (W - s) / 2 Bar diameter to be used: Bar area: Clear cover: Provided depth: m=fy/0.85fc`
= =
= = = = =
2
6.33 kN-m
0.40 m 16.00 mm 2 201.06 mm 50.00 mm 132.00 mm 15.67
Ru=Mdes/(f*L*depth )
=
Required steel ratio: r=1/m{1-sqrt[1-2*mRu/fy)]} Minimum steel ratio: (1.4/fy) Use steel ratio: Total reinforcement area: As = r*depth Spacing of bars using 16 mmø
=
0.00148
= =
0.00508 0.00508
= = say,
0.40 MPa
2
0.670 mm /mm 300.07 mm 200.00 mm
