ACOBA, KENNETH JAY B.

Brgy. 15, Pangil, Pasuquin, Ilocos Norte

Email Address: khenhay14@gmail.com

Date of Birth: January 14, 2001

Place of Birth: Laoag City

Citizenship: Filipino

Sex: Male

Civil Status: Single

Religion: Roman Catholic

EDUCATIONAL BACKGROUND:

Tertiary Divine Word College of Laoag

Barangay 13, General Segundo Avenue, Laoag City, Ilocos Norte

Bachelor of Science in Civil Engineering

August 2019- Present (Undergraduate)

Secondary Senior High School

Bacarra National Comprehensive High School

Brgy. 1, Bacarra, Ilocos Norte

2017-2019

Junior High School

Bacarra National Comprehensive High School

Brgy. 1, Bacarra, Ilocos Norte

2013-2017
Primary Elementary

Pangil Elementary School

Brgy.15, Pangil, Pasuquin, Ilocos Norte

2007-2013
GALICINAO , JET NEIL PATRICK G.

Lanao Bangui, Ilocos Norte

Email Address: jetneilpatrickgalicinao@gmail.com

Date of Birth: July 20, 2000

Place of Birth: Lanao Bangui Ilocos Norte

Citizenship: Filipino

Sex: Male

Civil Status: Single

Religion: Roman Catholic

EDUCATIONAL BACKGROUND:

Tertiary Divine Word College of Laoag

Barangay 13, General Segundo Avenue, Laoag City, Ilocos Norte

Bachelor of Science in Civil Engineering

August 2019- Present (Undergraduate)

Secondary Senior High School

Lanao National High School

Lanao, Bangui, Ilocos Norte

2017-2019

Junior High School

Lanao National High School

 Lanao, Ilocos Norte

2013-2017

Primary Elementary

Lanao Elementary School

Brgy, Lanao Pasuquin, Ilocos Norte

2007-2013
SUMMARY OF REACTIONS FROM ROOF BEAMS FOR SECOND FLOOR COLUMNS
A B B C D E
58.63 kN 133.54 kN 144.75 kN 60.04 kN
1 + 61.44 kN + 114.39 kN + 114.39 kN + 54.82 kN +
120.07 kN 247.93 kN 259.14 kN 114.86 kN 1
108.94 kN 253.72 kN 266.77 kN 136.09 kN 1
2 + 122.58 kN + 228.78 kN + 228.78 kN + 175.83 kN + 1
231.52 kN 482.50 kN 495.55 kN 311.92 kN 3
54.48 kN 136.48 kN 140.23 kN 92.71 kN
3 + 61.44 kN + 114.39 kN + 114.39 kN + 121.01 kN + 1
115.92 kN 250.87 kN 254.62 kN 213.72 kN 2
LEGENDS:
HORIZONTAL FRAME REACTION
VERTICAL FRAME REACTION
TOTAL REACTION
SUMMARY OF REACTIONS FROM 2ND FLOOR BEAMS FOR GROUND FLOOR COLUMNS 10
A B C D E
0
56.86 kN 133.32 kN 151.85 kN 70.72 kN 64.20 kN
1 + 59.73 kN + 110.28 kN + 118.44 kN + 61.57 kN + 52.39 kN
116.59 kN 243.60 kN 270.29 kN 132.29 kN 116.59 kN
115.93 kN 279.19 kN 293.58 kN 124.61 kN 511.13 kN
2 + 119.46 kN + 220.56 kN + 236.88 kN + 186.33 kN + 178.17 kN
235.39 kN 499.75 kN 530.46 kN 310.94 kN kN
70.01 kN 171.41 kN 155.15 kN 124.54 kN 132.20 kN
3 + 59.73 kN + 110.28 kN + 118.44 kN + 124.76 kN + 125.78 kN
129.74 kN 281.69 kN 273.59 kN 249.30 kN 257.98 kN
LEGENDS:
HORIZONTAL FRAME REACTION
VERTICAL FRAME REACTION
TOTAL REACTION
DESIGN OF AXIALLY LOADED COLUMNS

SECOND FLOOR AT FRAME 1 (Use Maximum Reaction = Column C1)

∴
P= 259.14 + SW
SW = 23.6 x 0.4 x 0.4 x 3 ∴
CHECKING
∴
P= 259.14 + 11.328 SAFE!
P = 270.47 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - 1,608.50
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x 158,391.50 + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x 3,229,234.76 ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 270.47 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1 /M2 )

Lu = 3 - 0.4
Lu = 2.6 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.6 / 0.12
Lu/r = 21.67 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF AXIALLY LOADED COLUMNS

SECOND FLOOR AT FRAME 2 (Use Maximum Reaction = Column C2)

∴
P= 495.55 + SW
SW = 23.6 x 0.4 x 0.4 x 3 ∴
CHECKING
∴
P= 495.55 + 11.328 SAFE!
P = 506.88 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - 1,608.50
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x 158,391.50 + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x 3,229,234.76 ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 506.88 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1 /M2 )

Lu = 3 - 0.4
Lu = 2.6 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.6 / 0.12
Lu/r = 21.67 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF AXIALLY LOADED COLUMNS

SECOND FLOOR AT FRAME 3 (Use Maximum Reaction = Column C3)

∴
P= 254.62 + SW
SW = 23.6 x 0.4 x 0.4 x ∴
CHECKING 3
∴
P= 254.62 + 11.328 SAFE!
P = 265.95 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - #######
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x ######### + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x ####### ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 265.95 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1 /M2 )

Lu = 3 - 0.4
Lu = 2.6 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.6 / 0.12
Lu/r = 21.67 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF AXIALLY LOADED COLUMNS

GROUND FLOOR AT FRAME 1 (Use Maximum Reaction = Column C1)

P= 270.29 + SW + P@2ND
SW = 23.6 x 0.4 x 0.4 x 3.2 ∴
∴
P= 270.29 + 12.0832 + 270.47 CHECKING

∴
P = 552.84 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm SAFE!
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - 1,608.50
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x 158,391.50 + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x 3,229,234.76 ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 552.84 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1/M2)

Lu = 3.2 - 0.4
Lu = 2.8 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.8 / 0.12
Lu/r = 23.33 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF AXIALLY LOADED COLUMNS

GROUND FLOOR AT FRAME 2 (Use Maximum Reaction = Column C2)

P= 530.46 + SW + P@2ND
SW = 23.6 x 0.4 x 0.4 x 3.2 ∴
∴
P= 530.46 + 12.0832 + 506.88 CHECKING

∴
P = 1049.42 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm SAFE!
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - 1,608.50
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x 158,391.50 + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x 3,229,234.76 ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 1049.42 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1/M2)

Lu = 3.2 - 0.4
Lu = 2.8 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.8 / 0.12
Lu/r = 23.33 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF AXIALLY LOADED COLUMNS

GROUND FLOOR AT FRAME 3 (Use Maximum Reaction = Column C3)

P= 281.69 + SW + P@2ND
SW = 23.6 x 0.4 x 0.4 x 3.2 ∴
∴
P= 281.69 + 12.0832 + 265.95 CHECKING

∴
P = 559.72 kN REBAR CROSS SECTION AREA SAFE!
2
f'c = 20.7 Mpa Ø 20 = 314.16 mm SAFE!
2
fy = 275 Mpa Ø 16 = 201.06 mm SAFE!
2
Φ = 0.65 (Rectangular) Ø 12 = 113.10 mm
α = 0.8 (Rectangular)

USE 400 x 400 mm with 8 - 16 mm Ø

Ast = 8 x 201.06
2
Ast = 1608.495411 mm

An = Ag - Ast
An = 400 x 400 - #######
2
An = 158,391.50 mm

Po = 0.85f'cAn +Ast fy
Po = 0.85 x 20.7 x ####### + 1,608.50 x 275
Po = 3,229,234.76 N
Po = 3,229.23 kN

Pu = ΦαPo
Pu = 0.65 x 0.8 x ####### ∴
Pu = 1,679,202.08 N
Pu = 1,679.20 kN > 559.72 kN SAFE!

CHECK SLENDERNESS

Lu/r < 34 - 12 (M1 /M2 )

Lu = 3.2 - 0.4
Lu = 2.8 m

r= 0.3 x 0.4
r= 0.12
∴
Lu/r = 2.8 / 0.12
Lu/r = 23.33 < 34 SAFE!

CHECK STEEL RATIO

ρg = 0.01 - 0.0.8

∴
ρg = Ast /Ag
ρg = 1608.495411 / 160000
ρg = 0.010053096 SAFE!

TIES SPACING CRITERIAS

16 x Bar Diameter = 16 x 16 = 256 mm
48 x Tie Diameter = 48 x 10 = 480 mm
Least Dimension = 400 = 400 mm

USE: 256 mm ≈ 250 mm

DESIGN OF FOOTING @FRAME 1 (GRID C-1)
552.84 kN
Pu = 552.84 kN
Service Load DL = LL = 552.84 / 2.8
Service Load DL = LL = 197.44 kN
Service Load DL + LL = 394.89 kN
Checking = 1.2 DL + 1.6 LL
1.2 x ∴ 197.44
+ 1.6 x 197.44
552.84 kN = Pu OK!

WT.FOOT ING = Assume 8% of Column Service Load

WT.FOOT ING = 0.08 x 394.89
WT.FOOT ING = 31.59 kN
Total Load = 394.89 + 31.59 L
Total Load = 426.48 kN
C= 400 x 400 mm
SD = 50 to 100 kPa (Table 208.2 - Soil Profile Types)
Use: Allowable Pressure = 100 kPa
Required Area = Total Load / Allowable Soil Pressure = 426.48 / 100.00
2
Required Area = 4.26 m
2
L = 4.26 ;L= 2.07 m ; Try 2.5 x 2.5 m
2
A= 2.50 x 2.50 = 6.25 m

qu = Pu / Actual Area = 552.84 / 6.25

qu = 88.45 kPa
qa =
Allowable Soil Pressure x Pu
= ∴100 x 552.84
DL + LL 394.89
qa = 140.00 kPa > 88.45 OK!

Compute "d" by punching shear

Vc = [ 1 + (2/βc) ] (f'c/6) β = 400/400 = 1
Vc = =(1+(2/1))* (20.7/6)
Vc = 10.35 Mpa
Vc = (1/3) √f'c
Vc = (1/3) √20.7
Vc = 1.52 Mpa USE: Vc = 1.52 Mpa

ACTUAL PUNCHING SHEAR

Actual Punching Shear

Vn = Vu / (Φbo d)

2 2
Vu = qu [ L - (d + c) ]
2 2 2
Vu = 100.13(1000/1000 ) [ 2500 - (d + 400) ]
bo d = (d+c)(4)d
Vc = Vn ; Φ = 0.85 (Shear)
2 2 2
Vu 100.13(1000/1000 ) [ 2500 - (d + 400) ]
Vc = => 1.52 =
Φbo d (0.85)(d+400)(4)d
d= 192.79 mm say 200.00 mm
 Check "d" from beam shear

L= 2500 mm
x
d
c = 400 mm L=b

d= 200 mm
x= 850 mm

Vn = Vu / (Φbo d) (Actual)
Where: Vu = quLx ; Φ = 0.85 (Shear)
Vu = 88.45 x 2.5 x 0.85
Vu = 187.97 kN
Vu 187.97 ( 1000 )
Vn = => =
Φbd 0.85 x 2500 x 200
Vn = 0.44 Mpa (Actual)
Compare to allowable
Vc = (1/6) √f'c ∴
Vc = (1/6) √20.7
Vc = 0.76 Mpa > 0.44 SAFE!

Compute ρ
From Bending
Mu = quLx(x/2)
Mu = 88.45 x 2.5 x 0.85 x 0.43
Mu = 79.89 kN - m

2
Mu = Φf’cbd ω(1-0.59ω) ; Φ = 0.90 (bending)
6 2
94.74 x10 = (0.90)(20.7)(2100)(230) ω(1-0.59ω)
ω= 0.047

ρ= (ωf'c)/fy = ( 0.047 x 20.7 ) / 275

∴
ρ= 0.003537818 (actual)
ρmi n = 1.4/fy = 1.4 / 275
ρmi n = 0.005090909 > 0.0035378 Use: ρmin

Compute For Steel Area

As = ρbd = 0.0050909 x 2500 x 200
2,545.45 mm ∅
2
As =

Try 20 mm bar
n= As / A
2
n= 2,545.45 / [ ( 3.1416 / 4 ) ( 20 ) ]
n= 8.10 pcs , say 9.00 pcs
∅
Check Weight of Footing
Total Thickness = d + 70 + 1.5 ( bar )
Total Thickness = 200 + 70 + ( 1.5 x 20 )
Total Thickness = 300 mm, say 300.00 mm
Actual Weight of Footing = 2.5 x 2.5 x 0.30 x 23.6
Actual Weight of Footing = 44.25 kN
Total WT. = 44.25 + 394.89
∴
Total WT. = 439.14
Required Area = Total Load / Allowable Soil Pressure = 439.14 / 100.00
2 2
Required Area = 4.39 m < 6.25 m OK!
DESIGN OF FOOTING @FRAME 2 (GRID B-2)
1049.42 kN
Pu = 1,049.42 kN
Service Load DL = LL = 1,049.42 / 2.8
Service Load DL = LL = 374.79 kN
Service Load DL + LL = 749.59 kN
Checking = 1.2 DL + 1.6 LL
1.2 x ∴ 374.79
+ 1.6 x 374.79
1,049.42 kN = Pu OK!

WT.FOOT ING = Assume 8% of Column Service Load

WT.FOOT ING = 0.08 x 749.59
WT.FOOT ING = 59.97 kN
Total Load = 749.59 + 59.97 L
Total Load = 809.55 kN
C= 400 x 400mm
SD = 50 to 100 kPa (Table 208.2 - Soil Profile Types)
Use: Allowable Pressure = 100 kPa
Required Area = Total Load / Allowable Soil Pressure = 809.55 / 100.00
2
Required Area = 8.10 m
2
L = 8.10 ;L= 2.85 m ; Try 3.1 x 3.1 m
2
A= 3.10 x 3.10 = 9.61 m

qu = Pu / Actual Area = 1,049.42 / 9.61

qu = 109.20 kPa
qa =
Allowable Soil Pressure x Pu
= ∴100 x 1,049.42
DL + LL 749.59
qa = 140.00 kPa > 109.20 OK!

Compute "d" by punching shear

Vc = [ 1 + (2/βc) ] (f'c/6) β = 400/400 = 1
Vc = =(1+(2/1))* (20.7/6)
Vc = 10.35 Mpa
Vc = (1/3) √f'c
Vc = (1/3) √20.7
Vc = 1.52 Mpa USE: Vc = 1.52 Mpa

ACTUAL PUNCHING SHEAR

Actual Punching Shear

Vn = Vu / (Φbod)

2 2
Vu = qu [ L - (d + c) ]
2 2 2
Vu = 100.13(1000/1000 ) [ 3100 - (d + 350) ]
bod = (d+c)(4)d
Vc = Vn ; Φ = 0.85 (Shear)
2 2 2
Vu 100.13(1000/1000 ) [3100 - (d + 400) ]
Vc = => 1.52 =
Φbod (0.85)(d+400)(4)d
d= 192.79 mm say 200.00 mm
 Check "d" from beam shear

L= 3100 mm
x
d
c = 400 mm L=b

d= 200 mm
x= 1150 mm

Vn = Vu / (Φbod) (Actual)
Where: Vu = quLx ; Φ = 0.85 (Shear)
Vu = 109.20 x 3.1 x 1.15
Vu = 389.30 kN
Vu 389.30 ( 1000 )
Vn = => =
Φbd 0.85 x 3100 x 200
Vn = 0.74 Mpa (Actual)
Compare to allowable
Vc = (1/6) √f'c ∴
Vc = (1/6) √20.7
Vc = 0.76 Mpa > 0.74 SAFE!

Compute ρ
From Bending
Mu = quLx(x/2)
Mu = 109.20 x 3.1 x 1.15 x 0.58
Mu = 223.85 kN - m

2
Mu = Φf’cbd ω(1-0.59ω) ; Φ = 0.90 (bending)
6 2
223.85 x 10 = (0.90)(20.7)(3100)(290) ω(1-0.59ω)
ω= 0.047

ρ = (ωf'c)/fy = ( 0.047 x 20.7 ) / 275

∴
ρ = 0.003537818 (actual)
ρmi n = 1.4/fy = 1.4 / 275
ρmi n = 0.005090909 > 0.0035378 Use: ρmin

Compute For Steel Area

As = ρbd = 0.0050909 x 3100 x 200
3,156.36 mm ∅
2
As =

Try 20 mm bar
n= As / A
2
n= 3,156.36 / [ ( 3.1416 / 4 ) ( 20 ) ]
n= 10.05 pcs , say 11.00 pcs
∅
Check Weight of Footing
Total Thickness = d + 70 + 1.5 ( bar )
Total Thickness = 200 + 70 + ( 1.5 x 20 )
Total Thickness = 300 mm, say 300.00 mm
Actual Weight of Footing = 3.1 x 3.1 x 0.30 x 23.6
Actual Weight of Footing = 68.04 kN
Total WT. = 68.04 + 749.59
∴
Total WT. = 817.62
Required Area = Total Load / Allowable Soil Pressure = 817.62 / 100.00
2 2
Required Area = 8.18 m < 9.61 m OK!
DESIGN OF FOOTING @FRAME 3 (GRID B-3)
559.62 kN
Pu = 559.62 kN
Service Load DL = LL = 559.62 / 2.8
Service Load DL = LL = 199.86 kN
Service Load DL + LL = 399.73 kN
Checking = 1.2 DL + 1.6 LL
1.2 x ∴ 199.86
+ 1.6 x 199.86
559.62 kN = Pu OK!

WT.FOOT ING = Assume 8% of Column Service Load

WT.FOOT ING = 0.08 x 399.73
WT.FOOT ING = 31.98 kN
Total Load = 399.73 + 31.98 L
Total Load = 431.71 kN
C= 400 x 400 mm
SD = 50 to 100 kPa (Table 208.2 - Soil Profile Types)
Use: Allowable Pressure = 100 kPa
Required Area = Total Load / Allowable Soil Pressure = 431.71 / 100.00
2
Required Area = 4.32 m
2
L = 4.32 ;L= 2.08 m ; Try 2.5 x 2.5 m
2
A= 2.50 x 2.50 = 6.25 m

qu = Pu / Actual Area = 559.62 / 6.25

qu = 89.54 kPa
qa =
Allowable Soil Pressure x Pu
= ∴ 100 x 559.62
DL + LL 399.73
qa = 140.00 kPa > 89.54 OK!

Compute "d" by punching shear

Vc = [ 1 + (2/βc) ] (f'c/6) β = 400/400 = 1
Vc = =(1+(2/1))* (20.7/6)
Vc = 10.35 Mpa
Vc = (1/3) √f'c
Vc = (1/3) √20.7
Vc = 1.52 Mpa USE: Vc = 1.52 Mpa

ACTUAL PUNCHING SHEAR

Actual Punching Shear

Vn = Vu / (Φbo d)

2 2
Vu = qu [ L - (d + c) ]
2 2 2
Vu = 100.13(1000/1000 ) [ 2500 - (d + 300) ]
bo d = (d+c)(4)d
Vc = Vn ; Φ = 0.85 (Shear)
2 2 2
Vu 100.13(1000/1000 ) [ 2500 - (d + 400) ]
Vc = => 1.52 =
Φbo d (0.85)(d+400)(4)d
d= 192.79 mm say 200.00 mm
 Check "d" from beam shear

L= 2500 mm
x
400 mm
d
c= L=b

d= 200 mm
x= 850 mm

Vn = Vu / (Φbod) (Actual)
Where: Vu = quLx ; Φ = 0.85 (Shear)
Vu = 89.54 x 2.5 x 0.85
Vu = 190.27 kN
Vu 190.27 ( 1000 )
Vn = => =
Φbd 0.85 x 2500 x 200
Vn = 0.45 Mpa (Actual)
Compare to allowable
Vc = (1/6) √f'c ∴
Vc = (1/6) √20.7
Vc = 0.76 Mpa > 0.45 SAFE!

Compute ρ
From Bending
Mu = quLx(x/2)
Mu = 89.54 x 2.5 x 0.85 x 0.43
Mu = 80.87 kN - m

2
Mu = Φf’cbd ω(1-0.59ω) ; Φ = 0.90 (bending)
6 2
80.87x10 = (0.90)(20.7)(2500)(230) ω(1-0.59ω)
ω= 0.03

ρ= (ωf'c)/fy = ( 0.03 x 20.7 ) / 275

∴
ρ= 0.002258182 (actual)
ρmi n = 1.4/fy = 1.4 / 275
ρmi n = 0.005090909 > 0.002258182 Use: ρmin

Compute For Steel Area

As = ρbd = 0.005090909 x 2500 x 200
2,545.45 mm ∅
2
As =

Try 20 mm bar
n= As / A
2
n= 2,545.45 / [ ( 3.1416 / 4 ) ( 20 ) ]
n= 8.10 pcs , say 9.00 pcs
∅
Check Weight of Footing
Total Thickness = d + 70 + 1.5 ( bar )
Total Thickness = 200 + 70 + ( 1.5 x 20 )
Total Thickness = 300 mm, say 300.00 mm
Actual Weight of Footing = 2.5 x 2.5 x 0.30 x 23.6
Actual Weight of Footing = 44.25 kN
Total WT. = 44.25 + 399.73
∴
Total WT. = 443.98
Required Area = Total Load / Allowable Soil Pressure = 443.98 / 100.00
2 2
Required Area = 4.44 m < 6.25 m OK!
 DIVINE WORD COLLEGE OF LAOAG
School of Engineering & Architecture
Gen. Segundo Ave. Laoag City

REINFORCED AND PRESTRESSED CONCRETE DESIGN OF TWO-STOREY

BUILDING WITH ROOF DECK
BRGY.11 STA. BALBINA, LAOAG CITY

In Partial Fulfillment of the Requirements in

PCS – 04 REINFORCED AND PRESTRESSED CONCRETE DESIGN

KENNETH JAY B. ACOBA

JET NEIL PATRICK GALICINAO
BSCE 4

ENGR. RAYMUND P. SERRANO

INSTRUCTOR

2ND SEMESTER 2023