PROJECT: A & C AP APARTMENT LOCATION: LOCATION: KANLAON KANLAON ST, ALABANG ALABANG COUNTRY COUNTRY HOMES, BRGY. BRGY. PUTATAN, PUTATAN, MUNTINLUPA MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12
Design of Beam (EB) 1.0 Design Design Criter Criteria ia This calculation is for the design of the beam EB for the proposed apartment 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Super-Imposed Dead Load
= =
24 1.6
kN/m Kpa
=
3.2
Kpa
3
1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strentgth
f'c
=
20.7
Mpa
1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength
db f y
= =
16 314
mm Mpa
=
40
mm
LS
=
3.2
m
WS
=
2.76
kN/m
wS tS
= =
0.25 0.100
m m
Wb
=
1.344
kN/m
Length of beam Area of beam
LB AB
= =
3.2 0.04
m
2.3 Total Weight Carried by EB W T = 7 of weights
WT
=
4.104
kN/m
VMAX
=
6.5664
kN
MU
=
5.25312 kN-m
1.3.3 Concrete Cover 2.0 2.0 Load Loadin ing g Weight Computations Span Length 2.1 Weight of slab Width of slab Thickness of sla 2.2 Weight of beam
3.0
m
2
Anal Analys ysis is 3.1 Maximum Shear Computation Simple Beam - Uniformly Distributed Load VMAX = W T * LS / 2 3.2 Maximum Moment Computation Simple Beam - Uniformly Distributed Load MU =
2 W T * LS
/8
3.3 Design of Steel Reinforcement considering flexure Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor
Width Height Effective depth
MU f 'c f y J F1
= = = = =
5.25312 20.7 314 0.90 0.85
b h d
= = =
200 300 252.0
3.2.1 Computation of w
kN-m Mpa Mpa (Gr. 40) (for flexure)
mm mm mm w
MU = Jbd2f'cw(1-0.59w) 2 w - 0.59w = 0.021884 1
=
0.022174
(Gr. 40)
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 w = 1.672741 w = 0.022174 3.2.2 Computation of VREQ VMIN
= 1.4 / f y
VMIN
=
0.004459
USE
VREQ
= w * f'c / f y
VREQ
=
0.001462
VMAX
= J*[0.85 * F1 * f'c / f y] [600 / (600+f y)]
VMAX
=
0.02345
AREQ
=
224.7134 mm2 201.0619 mm2
3.2.2 Computation No. of Steel Bars AREQ =
V
*b*d
As =
T
* d2 / 4
As
=
n = AREQ / As
n
=
2
Use 2 nos. of 16mmØ
2
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 3.4 Check for Shear Design Constants Maximum Shear Conc. Comp. Strength Rebar Yield Strength Reduction factor Allowable VC
VMAX f'c f y J
= = = = =
6.5664 20.7 314 0.85 0.78
b h d Ø Av
= = = = =
200 300 252.0 10.0 78.5398163
Width Height Effective depth Stirrups
kN Mpa Mpa (Gr. 40) (for shear) Mpa mm mm mm mm 2 mm
3.4.1 Computation of VU VU = VMAX - (WT * d)
VU
=
5.532192 KN
Actual VC
=
0.129136 Mpa
s
=
378.9042
3.4.2 Computation of Actual V Actual VC = VU / (.85 * b * d) 3.4.2 Computation for Stirrups s = Av * f y / ((VC - V) * b)
Use
3
10mmØ Stirrups @ 200mm O.C.
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12
Design of Beam (B-1) 1.0 Design Criteria This calculation is for the design of the beam EB for the proposed apartment 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Super-Imposed Dead Load
= =
24 1.6
kN/m Kpa
=
3.2
Kpa
3
1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strentgth
f'c
=
20.7
Mpa
1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength
db f y
= =
16 314
mm Mpa
=
40
mm
LS
=
3.5
m
WS
=
35.328
kN/m
wS tS
= =
3.2 0.100
m m
Wb
=
1.344
kN/m
Length of beam Area of beam
LB AB
= =
3.5 0.04
m
2.3 Total Weight Carried by EB W T = 7 of weights
WT
=
36.672
kN/m
VMAX
=
64.176
kN
MU
=
56.154
kN-m
1.3.3 Concrete Cover 2.0 Loading Weight Computations Span Length 2.1 Weight of slab Width of slab Thickness of sla 2.2 Weight of beam
3.0
m
2
Analysis 3.1 Maximum Shear Computation Simple Beam - Uniformly Distributed Load VMAX = W T * LS / 2 3.2 Maximum Moment Computation Simple Beam - Uniformly Distributed Load 2
MU = W T * LS / 8 3.3 Design of Steel Reinforcement considering flexure Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor
Width Height Effective depth
MU f'c f y J F1
= = = = =
56.154 20.7 314 0.90 0.85
kN-m Mpa Mpa (Gr. 40) (for flexure)
b h d
= = =
200 300 252.0
mm mm mm
3.3.1 Computation of w
w
MU = Jbd2f'cw(1-0.59w) 2 w - 0.59w = 0.233931 1
=
0.280279
(Gr. 40)
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 w = 1.414636 w = 0.280279 3.3.2 Computation of VREQ VMIN
= 1.4 / f y
VMIN
=
0.004459
VREQ
= w * f'c / f y
VREQ
=
0.018477
VMAX
= J*[0.85 * F1 * f'c / f y] [600 / (600+f y)]
VMAX
=
0.02345
AREQ
=
931.2416 mm2 201.0619 mm2
USE
3.3.4 Computation No. of Steel Bars AREQ =
V
*b*d
As =
T
* d2 / 4
As
=
n = AREQ / As
n
=
5
Use 6 nos. of 16mmØ
2
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 3.4 Check for Shear Design Constants Maximum Shear Conc. Comp. Strength Rebar Yield Strength Reduction factor Allowable VC
VMAX f'c f y J
= = = = =
64.176 20.7 314 0.85 0.78
b h d Ø Av
= = = = =
200 300 252.0 10.0 78.5398163
Width Height Effective depth Stirrups
kN Mpa Mpa (Gr. 40) (for shear) Mpa mm mm mm mm 2 mm
3.4.1 Computation of VU VU = VMAX - (WT * d)
VU
=
54.93466 KN
Actual VC
=
1.282322 Mpa
s
=
-490.9505
3.4.2 Computation of Actual V Actual VC = VU / (.85 * b * d) 3.4.2 Computation for Stirrups s = Av * f y / ((VC - V) * b)
Use
Prepared By:
Engr. Antonio M. Aganon, Jr. Civil Engineer - Lic. No. 72628
3
10mmØ Stirrups @ 200mm O.C.
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12
Desi n of Column C-1 1.0 Design Criteria This calculation is for the design of the beam EB for the proposed apartment 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Super-Imposed Dead Load
= =
24 1.6
kN/m Kpa
=
3.2
Kpa
3
1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strentgth
f'c
=
20.7
Mpa
1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength
db f y
= =
16 314
mm Mpa
=
40
mm
Length Width
= =
0.2 0.3
m m
T.A. Longitudinal Transverse
= = =
7.56 2.8 2.7
m m m
WS
=
tS
=
1.3.3 Concrete Cover Column Size
2.0 Loading Weight Computations Tributary Area = L x W
2
2.1 Axial Loads at 2nd Floor 2.1.1 Weight of slab Thickness of slab
25.4016 kN 0.100
m
(Gr. 40)
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 Wb = 2.1.2 Weight of beam 7.392 kN LB AB
= =
SDL
=
16.9344 kN
LL
=
41.1264 kN
WC
=
10.6848 kN
Ht
=
PU1
=
WS
=
8.792
kN
tS
=
0.100
m
Wb
=
2.2176
kN
LB AB
= =
4.4 0.015
m
SDL
=
16.9344 kN
LL
=
41.1264 kN
WC
=
5.2416
kN
Ht
=
2.6
m
PU2
=
74.312
kN
PU
=
175.8512
kN
Total Length of Beams Area of beam 2.1.3 Weight of Super-Imposed Dead Load 2.1.4 Weight of Live Load 2.1.5 Weight of Column Height 2.1.6 Total Weight Carried by 2nd floor Column W T = 7 of weights(2nd flr)
5.5 0.04
5.3
m m
2
m
101.5392 kN
2.2 Axial Loads at Attic 2.2.1 Weight of slab Thickness of slab 2.2.2 Weight of beam Total Length of Beams Area of beam 2.2.3 Weight of Super-Imposed Dead Load 2.2.4 Weight of Live Load 2.2.5 Weight of Column Height 2.2.6 Total Weight Carried by 2nd floor Column W T = 7 of weights(attic) 2.3 Ultimate Axial Load PU = PU1 + PU2 3.0
m
2
Analysis Design Constants Conc. Comp. Strength Rebar Yield Strength Reduction factor No. of Steel Bars
f'c f y J n
= = = =
20.7 314 0.70 6
3.1 Considering Axial Load PU = 0.80 * J * AG [.85 * f'c * (1/ VG) + ( VGf y)] 3.1.1 Computation of VG VG = AS / AG PU = 791.4338
kN > 175.8512 kN
Mpa Mpa (Gr. 40)
PU
=
791.4338 kN
VG
=
0.020106 > 1% < 8%
Columns are SAFE
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 3.2 Design of Lateral Ties Using 10mm Lateral Ties, spacing "s" must be the least value of the 3 conditions set 3.2.1 16 * Longitudinal Bar Ø
=
256
mm
3.2.2 48 * Lateral Tie Bar Ø
=
480
mm
3.2.3 Least Column Size
=
200
mm
Adopt 10 mm Ø Lateral Ties at 200 mm O.C.
Prepared By:
Engr. Antonio M. Aganon, Jr. Civil Engineer - Lic. No. 72628
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12
Design of Footing (FC-1) 1.0 Design Criteria This calculation is for the design of the beam EB for the proposed apartment 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Super-Imposed Dead Load
= =
24 1.6
kN/m Kpa
=
3.2
Kpa
3
1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strentgth
f'c
=
20.7
Mpa
1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength
db f y
= =
16 314
mm Mpa
=
75
mm
Length Width
= =
0.2 0.3
m m
T.A. Longitudinal Transverse
= = =
7.56 2.8 2.7
m m m
WS
=
tS
=
1.3.3 Concrete Cover Column Size
2.0 Loading Weight Computations Tributary Area = L x W
2
2.1 Axial Loads at 2nd Floo 2.1.1 Weight of slab Thickness of sla
1
25.4016 kN 0.100
m
(Gr. 40)
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 Wb = 2.1.2 Weight of beam 7.392 kN LB AB
= =
SDL
=
16.9344 kN
LL
=
41.1264 kN
WC
=
5.2416
kN
Ht
=
2.6
m
WS
=
8.792
kN
Thickness of sla
tS
=
0.100
m
2.2.2 Weight of beam
Wb
=
2.2176
kN
LB AB
= =
4.4 0.015
m
SDL
=
16.9344 kN
LL
=
41.1264 kN
WC
=
3.8304
kN
Ht
=
1.9
m
2.3 Total Axial Dead Load PDL = 7 of Dead Loads (2nd Flr and Attic) / 1.4
PDL
=
61.96
kN
2.4 Total Axial Live Load PLL = 7 of Live Loads (2nd Flr and Attic) / 1.7
PLL
=
48 .384
kN
PT
=
110.344
kN
Total Length of Beams Area of beam 2.1.3 Weight of Super-Imposed Dead Load 2.1.4 Weight of Live Load 2.1.5 Weight of Column Height
5.5 0.04
m m
2
2.2 Axial Loads at Attic 2.2.1 Weight of slab
Total Length of Beams Area of beam 2.2.3 Weight of Super-Imposed Dead Load 2.2.4 Weight of Live Load 2.2.5 Weight of Column Height
2.5 Total Axial Load PT = PDL + PLL
3.0
m
2
Analysis
Design Constants Conc. Comp. Strength Rebar Yield Strength Reduction factor
Soil Bearing Cap Thickness of Footing Wt. of Ftg. (assumed)
f'c f y J F1
= = = =
SBC a Wt. of ftg.
= = =
20.7 314 0.90 0.85
Mpa Mpa (Gr. 40) (for flexure)
2 85.00 kN/m 300.00 mm 10% of PT
3.1 Computation for the size of Square Footing
B
A=B*B
=
1.194982 m
Adopt 1.20m x 1.20m Square Ftg.
3.1.1 Computation of Rquired Area A = (PT + Wt. of Footing) / SBC
A
=
1.427981 m2
3.2.1 Computation of Actual Ultimate Soil Pressure qU = PU / (B * B)
qU
=
123.1467 kN/m2
3.2.3 Computation of Ultimate Moment MU = qU * B * [ (B-a) / 2 ] * [ (B-a) / 4 ]
MU
=
66.68395 kN-m
3.2 Design of Steel Reinforcement
3.2.3 Computation of d d1 = a - c - (1.5 * db) d2 = a - c - (0.5 * db)
d1 d2
= =
201 217
w
=
0.069279
VMIN = 1.4 / f y
VMIN
=
0.004459
VREQ = w * f'c / f y
VREQ
=
0.004567
3.2.4 Computation of w MU = Jbd2f'cw(1-0.59w) 2 w - 0.59w = 0.066447 w = 1.625636 w = 0.069279 3.2.5 Computation of VREQ
2
mm mm
USE
PROJECT: A & C APARTMENT LOCATION: KANLAON ST, ALABANG COUNTRY HOMES, BRGY. PUTATAN, MUNTINLUPA CITY DESIGNED BY: ENGR. ANTONIO M. AGANON, JR. DATE: 10-Jan-12 VMAX = J*[0.85 * F1 * f'c / f y] [600 / (600+f y)]
VMAX
=
0.02345
Assumed d = 201 mm is safe for flexure 3.2.5 Computation for No. of Steel Bars AREQ = VREQ * B * d
AREQ
=
1432.068
n
=
8
n = AREQ / AS Use
8 -16 mm Ø Both Ways
Prepared By:
Engr. Antonio M. Aganon, Jr. Civil Engineer - Lic. No. 72628
3
