Structural Analysis Chapter 1

PROJECT : RESIDENTIAL BUILDING W/ ATTIC LOCATION : Purok SAN Francisco (Puerto Ville), Tiniguiban, Puerto Princesa CityOWNER : Mrs Erlinda M. GayamoSUBJECT : STRUCTURAL ANALYSIS

Prepared by:

JOHN F. QUILLOPECivil EngineerPRC Reg. No : 065611PTR No. : 323024Date Issued: January 25, 2010Place Issued : CTO, PP CityTIN : 146-908-310

1

Design Criteria, Constants and Assumption

a. Design to comply with the latest building ordinances of any municipality of the province of Palawan and its amendments.

b. Design to comply with the National Structural code of the Philippines for Buildings (ASEP 2004)

c. Design to comply with the American Concrete Institute Building Requirements for Reinforced Concrete (ACI 318- ).

DESIGN STRESSES/STRENGTH OF MATERIALS:

Compressive strength of concrete,

fc’ = 20.7 MPa ( 28 days Strength)(for roof beams, Beams, Columns, elev. slab)

for Slab On fill and Footings)

Yield strength of steel,

fy = 375 MPa (16mm dia and up, )

fy = 276 MPa (10mm-12mm dia and below,)

Soil Bearing Capacity

Assumed = 73.4 kPa

Design Loads:

a. Dead Loads

1. Weight of Concrete = 23.60 kN/m3

2. Utilities = 135 kPa

3. Wt. of Ceiling = 50 kPa

4. Floor finish = 1.58 kPa

5. 100 mm. CHB interior wall both face plastered = 1.76 kPa

b. Live Load

1. Bedrooms and corridor = 4.8 kPa

2. Roof Live load = 1.00 kPa

2

Truss Loadings:

Weight of Steel Truss

W = 0. 40 + 0. 04 L

Where:

W = Weight of steel truss in pounds per square foot (lbs/ft2)

L = Span in feet (ft)

Wind Pressure (Zone III (Palawan) from 0 to 40’ high 150 kph

Wind Velocity = 150 kph

a) On vertical plane surfaces of all buildings.b) On inclined surfaces.

Pn = 2 P sinθ1+sin2θ

Where:PN = Normal component on wind pressure / square foot.P = Pressure per square foot on vertical surface.θ = Angle of inclination of surface with the horizontal.

Technical Notations : P = total load acting on the trussLs = tributary area in m2

w = weight of trussV = wind velocityPn = normal wind pressure on a vertical surfaceP = normal wind pressure on a vertical surfaceA = effective width area, (m2)Ag = area of gross section, (mm2)Av = are of ties within a distance, (mm2)Cb = bending coefficient dependent upon momentCs = stiffness factord = depth of the beamDL = dead loadf’c = specified compressive stiffness of concrete, (Mpa.)fy = specified yield strength of steel, (Mpa.)Ld = development length, (mm.)LL = live loadM = momentMFAB = moment (fixed moment)Mn = nominal strength assuming all reinforcement at the section to be stressed to the specified yield strength fy.Ms = moment due to loads causing appreiciable away, or moment of tensile force in reinforcement about centroid of compressive force in masonry, (kN-m.)Mu =factored moment at sectionN = number of bars or wires being developed along the plane of the splitting.φ = strength of reduction factor\Pu = ultimate axial load

3

Qa = allowable soil pressure (Mpa.)qu = ultimate soil pressureR = governing radius of gyration (mm.)Ru = ultimate reactionS = spacing of transverse reinforcement along the longitudinal axis of the structural member, (mm)t = effective thickness of the wall or the column, (mm.)Vc = nominal shear strength provided by concreteVs = shear strengthVu = required shear strength in masonry, (kN.)Wu = factored load per unit length of beam or per unit area of slab (kN/m)β = width of compression of face of member, (mm)βc = constant use to complete Vc in pre-stressed slabπ = constant, equivalent of 3.1416ρ = ratio of non pre-stress tension reinforcement to the concreteρ = factored axial load (kN)Pb = nominal axial load strength at balance strain conditionρg = ratio of toyal reinforcement area to cross-sectional area of columnρn = nominal axial load strength at given electricity

4

Roof Design

Analysis of Loadings on Truss

Joint loads on the top chord

Weight of truss:w=0 . 40+0. 04 Lw=0 . 40+0. 04 (31 . 16))w=1 .6464 psf ( 4 . 89 ) ( 9. 81 )w=78 . 98Pa .

Total weight of truss 78 . 98Pa+500=578. 98 PaP=wLsP=578 . 98(8 )(4 )P=18 ,527 . 33N .

Load per joint = 18 ,527 .234

8

Load per joint = 2 ,315. 92N .

Joint loads due to wind load

Wind velocity = 150KpH.P=0.0000473V 2

P=0.0000473(150 )2

P=1 ,064 . 25Pa .Pn=2 P sinθ

1+sin2θ

θ=2.04

tan−1

Pn=2(1064 . 25)sin 22 °1+sin2 22 °

Pn=699 .4364N .

Load per joint =

699 .435

=138. 88N .

5

Table 1. Bar Stress on the Top chord, Bottom chord, Vertical member and Diagonal member Due To Dead Load.

Top chord Combined Member Computation Stresses

b-1 8.80 x 1,139.08 N. 10,023.904 N.c-3 7.5 x 1,139.08 N. 8,543.1 N.d-5 6.2 x 1,139.08 N. 7,062.30 N.e-7 5.0 x 1,139.08 N. 5,695.4 N.f-8 5.0 x 1,139.08 N. 5,695.4 N.

g-10 6.2 x 1,139.08 N. 7,062.30 N.h-12 7.5 x 1,139.08 N. 8,543.1 N.i-14 8.80 x 1,139.08 N. 10,023.904 N.

Bottom chordk-1 7.8 x 1,139.08 N. 8,884.82 N.k-2 7.8 x 1,139.08 N. 8,884.82 N.k-4 6.7 x 1,139.08 N. 7,631.85 N.k-6 5.6 x 1,139.08 N. 6,378.84 N.k-9 5.6 x 1,139.08 N. 6,378.84 N.k-11 6.7 x 1,139.08 N. 7,631.84 N.k-13 7.8 x 1,139.08 N. 8,884.82 N.k-14 7.8 x 1,139.08 N. 8,884.82 N.

Vertical member1-2 0 x 1,139.08 N. 0 N.3-4 0.5 x 1,139.08 N. 569.54 N.5-6 1.1 x 1,139.08 N. 1,253.00 N.7-8 3.3 x 1,139.08 N. 3,758.96 N.9-10 1.1 x 1,139.08 N. 1,253.00 N.11-12 0.5 x 1,139.08 N. 569.54 N.13-14 0 x 1,139.08 N. 0 N.

Diagonal member

2-3 1.2 x 1,139.08 N. 1,366.90 N.4-5 1.5 x 1,139.08 N. 1,708.62 N.6-7 2.0 x 1,139.08 N. 2,278.16 N.8-9 2.0 x 1,139.08 N. 2,278.16 N.

10-11 1.5 x 1,139.08 N. 1,708.62 N.12-13 1.2 x 1,139.08 N. 1,366.90 N.

Table 6.Bar Stresses on Top chord, Bottom chord, Vertical member and Diagonal member Due to Wind Load.

Top chordMember Computations Stresses

12-e 4.6 x 26.67N. 122.68 N.10-e 3.6 x 26.67N. 96.012 N.8-e 3.0 x 26.67N. 80.01 N.7-d 2.8 x 26.67N. 74.68 N.5-c 3.4 x 26.67N. 90.68 N.3-b 3.95 x 26.67N. 105.35 N.1-a 4.4 x 26.67N. 117.35 N.

Bottom chord

6

14-f 6.9 x 26.67N. 184.02 N.13-f 6.9 x 26.67N. 184.02 N.11-f 3.8 x 26.67N. 101.35 N.9-f 2.8 x 26.67N. 74.68 N.6-f 3.3 x 26.67N. 88.01 N.4-f 4.3 x 26.67N. 114.68 N.2-f 4.9 x 26.67N. 130.68 N.1-f 4.9 x 26.67N. 130.68 N.

Vertical member

14-13 0 x 26.67N. 0 N.12-11 1.5 x 26.67N. 40.0 N.10-9 1.0 x 26.67N. 26.67 N.8-7 2.2 x 26.67N. 58.67 N.6-5 0.9 x 26.67N. 24.0 N.4-3 0.3 x 26.67N. 8.0 N.2-1 0 x 26.67N. 0 N.

Diagonal member

13-12 3.9 x 26.67N. 104.013 N.11-10 1.9 x 26.67N. 50.67 N.9-8 0.9 x 26.67N. 24.00 N.7-6 1.8 x 26.67N. 48.01 N.5-4 1.4 x 26.67N. 37.34 N.3-2 0.6 x 26.67N. 16.0 N.

Design of top chord

Most stress member = 10,023.904 N.Compute for approximate area of the member

Amax .=P69

=10 ,023 .90469

=145.27mm2

Amin .=P103

=10 ,023 . 904103

=97 . 32mm2

Note: from ASEP handbook of structural steel shapes and sections.Compute for minimum radius of gyration.

rmin .=L120

=1 .0(1000)120

rmin .=8 .33mm .

try :∠65 x 65x 4 . 5A=5. 65cm .2Rx=2.03cmRy=2.03cm

Check KL/r and Cc; Assume k = 1.0

7

Klr

=1 .0 (1. 0 )(1000 )20 . 3

Klr

=49. 26

Cc=√2π2Efy

Cc=√2π2(200000 )230

Cc=131. 01

∴Klr

<Cc ( shortcolumn )

Solve for allowable axial stress.

Fs=53

+3(Kl r )8Cc

−(Kl r )

3

8Cc3

Fs=53

+3( 49. 26 )8(131 . 01)

−(49 . 26)3

8(131. 01)3

Fs=1. 80

Fa=[1−(Kl r )

2

2Cc2 ] fyfsFa=[1−

(49 . 26 )2

2 (131 . 01 )2 ]2301 .80

Fa=118. 75MPa.Check for column capacity

P=Fa⋅AP=118 .75(565 . 000)P=67 ,093 . 75>10 ,023 .904 ∴safe

Design of bottom chordMost stress member = 8,884.82 N.Compute for approximate area of the member.

Amax .=P69

=8 ,884 . 8269

=128. 77mm .2

Amin .=P103

=8 ,884 .82103

=86 . 26mm .2

Compute for minimum radius of gyration

rmin=L120

=1. 0(1000 )120

=8 . 33

try :∠65 x 65x 4 . 5A=5. 65 cm .2

Rx=2. 03 cm2

Ry=2. 03 cm .Allowable stress (AISC)

Fs=0 .60 FyFs=0 .60(230 )Fs=138

Safe load for tension member could carry.

8

P=A⋅FsP=565 (138)P=77 ,970>8 ,884 . 82∴ safeLr

=1 . 0(1000 )8. 33

=120<230∴ok

Design of Purlins

Normal pressure Pn = 426.64N.Analyze one typical purlin with S = 1.0m.

WWL=426 .64(1 .0 )=426 .64Nm .

W RL=500 .00 (1 .0)=500.00Nm .

cos26 . 57°=

W RLn

426 .64

sin 26 . 57°=W RLt

426 .64W n=W WL+W RLnW n=426 .64+381. 58

W n=808 .22Nm

WT=W RLt

WT=190 .83Nm

Compute for bending moment

Mn=WnL2

8=

808 .22(0 . 7 )2

8Mn=49 . 50N−m .

Mt=WtL2

8=

190.83(0 .7 )2

8Mt=11.69N−m .

MR=√(Mn )2+(Mt )2

MR=√(49 .50)2+(11.69 )2

MR=50. 86N−m .Compute the section modulus

9

Fb=MSx

Sx=50 .86 (1000)

165[1(10 )3 ]−0 . 165

Sx=0 .31cm3

try :LC 65 x 30 x 15x 1. 2A=1.77cm2

Ix=11.4 cm4

Iy=2.5cm4

Sx=3 .51cm3

Sy=1. 35cm3

Check for bending stress

fbn=MSx

=50 . 86(1000 )3. 51(1000)

=14 . 49Mpa .

fbt=MtSy

=11. 69(1000 )1 .35(1000)

=8 .66Mpa .

fb=14 .49+8 . 66=23.15Mpa .<165Mpa .∴ safeCheck for shearing stress

Vn=WnL2

=808 .22(0.7 )2

=282 . 88Mpa .

Vn=WtL2

=190 . 83(0 . 7)2

=66 . 791Mpa .

fvn=Vndtw

=282 . 8865 (1 . 2)

=3. 63Mpa .

fvt=Vtdtw

=66 .79165(1. 2 )

=0 .86Mpa .

fv=√(3 . 63 )2+(0 . 86 )2

fv=3 . 73Mpa .fv(allow )=0 .40 fy=0 .40 (230)fv(allow )=92Mpa ./¿3 .73Mpa .∴ safe

Design of Welled Connection

Using E 70 XX Electrode

Fu = 70 ksi

Fu = 482 MPa

Fv = 0.30 Fu = (0.30) (482 MPa) = 144.60 MPa

E = 200,000 MPa

For Web Members (Most Stress Member occur @ = 540,064.47 N

(Compression Member)

Try L 100 mm x 100 mm x 11.0 mm for Web Members10

Properties:

A=15.29 cm2 .=1 ,529mm .2

Rx=2.26cm2. .=226mm2 .

Ry=2.26cm. 2=226mm .2

Test: Check kLr and Cc; Assume k = 1.0

kLr

=(1. 0 ) (1 .25 ) (1000 )220

=68 .03

Cc=√(2π 2EFy )=√(2π2 (200000 )

275 )=119 .82

Solve for Allowable Axial Stress

F .S .=53

+3 (kLr )

3

8 (Cc )3−

(kLr )3

8 (Cc )3=5

3+

3 (68. 03 )3

8 (119.82 )3−

(68 .03 )3

8 (119. 82 )3=1. 667

Fa=[1−(kLr )

2

2 (Cc )2 ][ fyFS ]=[1−(68 . 03 )2 (119. 82 ) ][275

1. 71 ]=135. 09

Check for Column Capacity

P=Fa (A )P=( 135.09 N /mm .2) (2 ) (1 ,529 )P=413 ,105.22N .>10 ,023 . 904N∴ safe

For Welded Connection

P = 0.707 F v t L

PT = P1+P2+P3 = 10,023.904N.

t = Thickness of Fillet Weld = 11 mm

To avoid eccentricity, P2 must pass through the centroidal axis thus c2 = 29 mm

c = (29mm ) (2 ) = 58 mm

P2 = (0.707) (144.60) (11) (58 + 42) P2 = 112,455.42 N

∑M P3 = [ 0 ] clockwise direction positive +

P1=(10 , . 023.904 ) (29 .0 )

Say 115 mm (Minimum Length of Full – Welded Connection @ Short Direction)11

∑M P1 = [ 0 ] clockwise direction positive +

P3 = (540,564.87 ) (71.0 )−(112,455.42 ) (71.0 )

100 = 303,602.43 N

P3 = [ 144.60 ] [ (0.707 ) (11.0 ) (b ) ] = 303,602.43 N

b = 303,602.43

[144.60 ] [ (0.707 ) (11.0 ) ] = 269.97 mm

Say 270 mm

(Minimum Length of Full – Welded Connection @ Long Direction)

Design of Base Plate and Anchor Bolt

Allowable Bending Stress in Steel

Fb = 0.75 Fy Fy = 248 MPa A36 Steel Plate

Fb = 0.75 (248) = 186 MPa

t = √ 2 f pn2

Fb

(Thickness of Base Plate) f p=Total Load

Bearing Area of Plate

PT = P1 + P2 = 153, 602.90 N + 75,763.94 N PT = 229,366.84 N

f p=229,366.84 N

(350mm ) (350mm ) = 1.872 MPa Assume k1 = 22.0 mm

n = B2 - k1 =

350mm2 – 22 mm = 153 mm

Thickness of Plate

t = √ 2 f pn2

Fb

= √ 2 (1.872 ) (153 )2

186

t = 26.60 mm = Say 30 mm THK. Base Plate.

For Anchor Bolt

Allowable Stress (AISC)

FS = 0.60 Fy (A36 Steel Bar)

FS = 0.60 Fy = (0.60) (248) = 165 MPa

Safe Load for Tension Member Could Carry

P = (A) (FS)

P = π4

(25mm )2 (6 ) (165 Nmm2 ) = 323,976.76 N > 229,366.84 N

Therefore, safe. Adopt 6-25 mm Ø Anchor Bolt @ 500 mm Length.

12

Slab designSlab-1AWhen: It is one way slab

4 . 05 . 0

=0 .8>0 . 50∴ Two way slab

Minimum thickness

t=perimeter180

t=[5 . 00(2)+4 .0 (2)] 1000180

t=100 .22mmD=100+50mm coveringD=150mm .

Covering (1m-strip)DL=0 .150 (1 . 00)(2 . 4 )(9 . 81)DL=3 .53kN /m .LL=2 . 4kN /m .

Wu=1 . 40DL+1. 70 LLWu=1 . 40(3 .53 )+1. 70(2 . 4 )Wu=4 . 9+4 .08Wu=8 . 98kN /m .

From the table (negative moment at continuous edge), case 4Ca .neg .=0 .071Cb .neg .=0 .029Ms=CswL2

Ms=0 . 071(8 . 98)( 4 .0)2

Ms=10 . 20Kn−m .Mb=0 . 029(8 . 98)( 4 .0)2

Mb=6 . 51kN .m .Coefficient for dead load positive moments in slab

Ca .neg .=0 .039Cb .neg .=0 . 016

Coefficient for live load positive moment in slab

13

Ca .neg .=0 .048Cb .neg .=0 .020

Along short direction+MsDL=0 .039 (4 . 9 )(4 )2

+MsDL=3. 06 kN .m+MsLL=0 . 016(4 .08 )(4 )2

+MsLL=1 .04 kN .m .+MTS=4 .1kN .m .

Along long direction

Negative moment @ discontinuous edges equals 1/3 of positive moment

−Ms=13

(4 . 10)=1. 367kN .m .

−Ms=13

(7 .92 )=2 .64 kN .m .

Along short directionMid spanMu=φ fc' bd2ω (1−0 . 59ω )

Mu=4 .10 kN .m .4 .10 x106=0 .90 (21)(1000)(150 )2ω(1−0 .59ω )ω (1−0 . 59ω)=0 .0096ω2−1 . 69ω+0 . 0163=0

ω=−1 .69±√ (1.69 )2+4 (1)(0 . 0163)2(1)

ω=0 .01

ρ=ωfc 'fy

ρ=0 .01(21 )275

ρ=0 .00076As= ρbdAs=0.00076(1000 )(150)As=114 .55

Use 12mm.φBars1000S

π (12)2

4=114 . 55

S=987 .32mm2

say : 900mm2

Continuous edge

14

+MsDL=0 .048 (4 . 9 )(5 )2

+MsDL=5. 88kN .m .+MsLL=0 . 020(4 . 08 )(5)2

+MsLL=2 .04 kN .m .+Mbt=7 . 92kN .m .

Mu=6 .51 kN .m .Mu=φ fc' bd2ω (1−0 .59ω )6 .51x 106=0 . 90(21)(1000 )(150 )2ω (1−0 .59ω )ω (1−0 . 59ω)=0 .015ω=0 .18

ρ=ωfc 'fy

=0 . 18(21)275

=0 .014

As= ρbdAs=0. 014 (1000)(150 )As=2 ,100mm2

Using 12mmφ1000S

π4

(12)2=2 ,100mm2

S=53. 86mm .say=50mm .O .C .

Discontinuous edgeMoment is only 1/3 at mid spanBent up two of every three bottom bars.

Slab – 2A

SL= 3. 0

4 . 0=0 .75>0. 50∴

Two way slab

Minimum thickness

t=perimeter180

t=[4 .0 (2)+3 . 0(2)](1000)180

t=77 . 78D=77 . 78+50mm(cov ering )D=120mm .

Covering (1m-strip)

DL=3 .53 kN /mLL=2 .4kN /m .Wu=1 .40DL+1.7 LLWu=1 .40(3 .53 )+1.7(2 . 4 )Wu=8 .98 kN /m .

From the table (negative moment at continuous edge) case 4

Ca .neg .=0 .076Cb .neg .=0 .024

15

Ms=CsωL2

Ms=0 . 076(8 . 98 )(3)2

Ms=6 . 14kN−m .Mb=0 . 024(8 .98 )(4 )2

Mb=3 . 45kN−m .

Coefficient for dead-load positive moment in slab

Ca .neg .=0 .043Cb .neg .=0 .013

Coefficient for the live-load positive moment in slab

Ca .neg .=0 .052Cb .neg .=0 . 016

Along short direction

+MsDL=0 .043 (4 .9 )(3)2

+MsDL=1.8963+MsLL=0 .013(4 .08 )(3)2

+MsLL=0 .477+MTS=2 .374 kN−m .

Along long direction

+MsDL=0 .052( 4 .9)( 4 )2

+MsDL=4 . 077 kN−m .+MsLL=0 .016(4 .1 )(4 )2

+MsLL=1 .05 kN−m .+MsbT=5 .127 kN−m .

Negative moment @ discontinuous edge equal 1/3 of positive moment.

−Ms=13

(2. 374 )=0 .79

−Ms=13

(5 . 127 )=1 .704

Along short direction

Mu=φ fcbd2ω (1−0.59ω)Mu=2 .37 kN=m .

2 .374 x 106=0 .90 (21 ) (1000 ) (120 )2ω (1−0 .59ω )ω (1−0 .59ω )=0 . 0087ω=0 . 01

16

ρ=ωfcfy

=0 .01 (21 )275

=0 .00066

As= ρbd=0 .00066 (1000 ) (120 )As=79 .2mm2

Use 12mm.φBars

S=

π (12 )2

4(1000 )

79.2=1427 .99mm.

S=1000mm .

Continuous edge

Mu=6 .14 kN .−m .Mu=φ fcbd2ω (1−0. 59ω)6 . 14 x106=0 . 90 (21 ) (1000 ) (120 )2ω (1−0 . 59ω)ω (1−0 .59ω )=0 .0226ω=0 . 02

ρ=ωfc 'fy

=0 . 02 (21 )275

=0 . 00168

As= ρbd=0 .00168 (1000 ) (120 )As=201 . 6mm .2

Use 12mm.φ Bar

1000S

π (12 )2

4=201 . 6

S=560. 99mm .say :500mm .

Discontinuous edge

Use 3 times the spacing of mid span (moment is only 1/3 if mid span)

Along the long direction

Mid span

17

d=120−50=70mmMu=5 .127kN−m .Mu=φ fcbd2ω (1−0.59ω)5 .127 x 106=0 . 90 (21 ) (1000 ) (70 )2ω (1−0 .59ω )ω (1−0 .59ω )=0 . 0554ω=0 .05

ρ=ωfcfy

=0 . 05 (21 )275

=0.00411

As= ρbd=0 .00411 (1000 ) (70 )As=287 . 7mm .

Use 12mm.φBar

S=

π (12 )2

4(1000 )

287. 7=393 .11mm

say :300mm .

Continuous edge

Mu=3 . 45kN−m .Mu=φ fcbd2ω (1−0.59ω)3 . 45 x106=0 .40 (21 ) (1000 ) (120 )2ω (1−0 . 59ω)ω (1−0 .59ω )=0 . 0127ω=0 . 013

ρ=ωfcfy

=0 . 013 (21 )275

=0 . 001

As= ρbd=0 .001 (1000 ) (120 )As=119.13mm2

Use 12mmφ Bar

S=

π (12 )2

4(1000 )

119.13=949 .36mm.

say : 900mm.

Discontinuous edge

Moment is only 1/3 at mid span, bent up two every three bottom bars.

Beam Design

18

LL=2 .5 kN /m .DL=3 .5kN /m .

Wu=1 .4DL+1 .7 LLWu=1 .4 (3 .5 )+1 .7 (2.5 )Wu=9 .57 kN /m .

Mu=WuL2

8=

9 . 87 (4 )2

8=19. 14kN−m .

R=ωL2

=9 .57 ( 4 )2

=19.14 kN .

ρb=0 .85 fc ' β600fy (600+ fy )

=0 . 85 (21 ) (0 .85 ) (600 )275 (600+275 )

ρb=0 .0378ρmax=0 .75 (0 . 0378 )=0. 02835

assume : ρ=12ρmax=1

2( 0.028 )

ρ=0 .014

ω=ρ fyfc'

=0.014 (275 )21

=0 .18

Mu=φbd 2ω (1−0. 59ω )Mu=φbd 2RR=fc ' ω (1−0 .59ω )R=(21 ) (0 .18 ) [1−0 .59 (0 .18 ) ]R=3.38Mpa .

d=√MuφbRassume : b=200

d=√19 . 14 x106

0 .90 (200 ) (3 .38 )d=177.37mm .

Total depth:

177 . 37+50=227 .37mm .say : d=300mm

As= ρbdAs=0. 014 (200 ) (300 )As=840mm2

Using 16mm. φ RSB

19

n=840π (16 )2

4n=4 .18say : 4 pcs−16mmφ RSB

Vu=WuL2

=Wud

d=L2 (16 )

d=(L12 )=(412 )=0 . 333

Vu=9 ,570 (4 )2 −9 ,570 (0 . 333 )

Vu=17 ,546 .60N .

Shear force that a concrete can carry

Vc=16 √ fc ' bd

Vc=16 √ (21 ) (200 ) (300 )

Vc=187 . 08NφVc=0 . 85 (187. 08 )=159. 0212φVc=159 .02

2=79 .51N<Vu

∴ It needs reinforcement

For nominal shear strength

Vs=Vuφ

−Vc

Vs=17 ,546 .600 .85

−170 .29

Vs=20 ,469 .24N .

Use 10mm.φ Stirrups

Av=2 As

Av=2π4

(10 )2=157mm2

Spacing of stirrups

S=AvfydVs

S=157 (275 ) (300 )20 ,469. 29

S=632. 76mm

20

Check if Vs< 1

3 √ fc ' bd

13 √ (21 ) (200 ) (300 )=374 . 17

Maximum spacing

max .S= d2=300

2=150

Checks on minimum area requirements

Av=bs3 fy

=200 (150 )3 (275 )

=36 .36mm2

Av=36 .36mm2<157mm .2

∴use ,10mm .φ ( steelbars )

Beam -2A

DL=2. 5kN /m .LL=3 .5kN /m .Wu=1 . 40DL+1. 70 LLWu=9 . 57kN /m .

Mu=WuL2

8=

9 . 57 (5 .7 )2

8=38 .87kN /m .

R=wL2 =

9 . 57 (5.7 )2 =27 .27kN .

ρb=0 .85 fc' β600fy (600+ fy )

=0 .85 (21 ) (0 . 85 ) (600 )275 (600+275 )

ρb=0 .038ρmax=0 .028ρ=0 .014

ω=ρ fyfc

ω=0 . 24R=4 . 33MPa.b=300mm .d=350mm.As= ρbdAs=0.014 (300 ) (350 )As=1470mm2

21

No. of 16mm. φ

RSB.

n=1470π (16 )2

4

=7 .31

n=8 pcs .−16mm .φ RSB

Vu=WuL2

−Wud

d=L2 (5 .7

12 )=0 . 48

Vu=9 ,570 (5 .7 )2

−9 ,570 (0 .48 )

Vu=22 ,680.9N .


Vc=16 √ fc ' bd=1

6 √ (21 ) (300 ) (350 )

Vc=247 . 49N .φVc=0 .85 (247 . 49 )=210 .36N .12φVc=210 .36

2=105N .<Vu

It needs reinforcement


Vs=Vuφ

−Vc

Vs=22 ,680 . 90 .85

−247 .49

Vs=26 ,435 . 92N .

Using 10mm. φ

stirrups

Av=2 As

Av=2π4d2

Av=150mm2

Spacing of stirrups

22

S=AvfydVs

S=157 (275 ) (350 )26 ,435 .92

S=571. 62mm.

Check if Vs< 1

3 √ fcbd

13 √ (21 ) (300 ) (350 )=494 .97 kN .

Maximum spacing

max .S= d2=300

2=150

Check on minimum area requirements

Av=bs3 fy

=300 (150 )3 (275 )

=54 .54

Av=54 . 54mm2<157mm .∴use ,10mm φbar

23

Beam – 4A and 7A

24

Mu=WuL2

8=

8 . 98 (5 )2

8Mu=28 .06 kN ./m .

R=wl2

=8 . 98 (5 )2

=22.45 kN .

ρb=0 .0378ρmax=0 .75 ( ρb )ρmax=0 .028

ρ=12ρmax

ρ=0 .014

ω=ρ fyfc

ω=0 .18Mu=φ fc' bdω (1−0 .59ω )Mu=φbd 2RR=fc ' ω (1−0 .59ω )R=3.38b=200d=300As= ρbdAs=0. 014 (200 ) (300 )As=840mm

n=840π (16 )2

4

=4 .2

n=4 pcs−16mm .φbar .

Vu=WuL2

−Wud

d=L2

=(512 )=0 . 417

Vu=8 . 98 x103 (5 )2

−8 . 98 x103 (0. 417 )

Vu=18 ,705 .34N .


25

Vc=16 √ fc ' bd=1

6 √21 (200 ) (300 )

Vc=187 . 08NφVc=0 .85 (187.08 )=159.02N .12φVc=159 .02

2=79 .51N .<Vu



Vs=Vuφ

−Vc

Vs=18 ,705 . 340 .85

−187 .08

Vs=21 ,819 . 20N

Using 10 mm. φ

stirrups

Av=2 As

Av=2π4d2

Av=157mm2

Spacing of stirrups

S=AvfydVs

S=157 (275 ) (300 )21,819 . 20

S=593. 63mm .

Check if Vs=< 1

3 √ fc ' bd

13 √ (21 ) (200 ) (300 )=374 . 17

Maximum spacing

max .S= d2=300

2=150


26

Av=bs3 fy

=200 (150 )3 (275 )

=36 .36

Av=36 .36mm2<157mm .∴use ,10mm .φbar .

27

Beam -4A

Wu=1 . 40DL+1. 70 LLWu=1 . 40 (2. 1 )+1. 70 (1.5 )Wu=5 . 49kN /m .

Mu=WuL2

8=

5 .49 (4 )2

8=10.98kN /m .

R=wL2 =

5 . 49 (4 )2 =10 . 98kN .

ρb=0 .0378ρ=0 .014ω=0 .18assume : b=150

d=√MuφbRd=√10 .98 x106

0 . 90 (150 ) (3.38 )d=155.12mm.total , depth=155. 12+50=205 .12say :200mmAs= ρbdAs=0. 014 (150 ) (200 )As=420mm2

Using 16 mm. φ

RSB

n=420π (16 )2

4

=2.24

say :3 pcs−16mm .φRSB .

28

Vu=WuL2

−Wud

d=L2 (16 )

d=L12

=412

=0 .333

Vu=9570 ( 4 )2

−9570 (0 .333 )

Vu=15 ,953 .19N .


Vc=16 √ fc ' bd

Vc=16 √ (21 ) (150 ) (200 )

Vc=132.29N .φVc=0 . 85 (132. 29 )=112.4512φVc=112 .45

2=56. 22N .<Vu



Vs=Vuφ

−Vc

Vs=15 ,953. 190 .85

−132.29

Vs=18 ,636 . 17N .

Using 10 mm. φ

stirrups

Av=2 As

Av=2π4d2

Av=157mm2

Spacing of stirrups

S=AvfydVs

S=157 (275 ) (200 )18 ,636 . 17

S=463 .35mm .29

Check if Vs=< 1

3 √ fc ' bd

13 √ (21 ) (150 ) (200 )=264 .58

Maximum spacing

max .S= d2=200

2=100


Av=bs3 fy

=200 (100 )3 (275 )

=24 . 24mm2 .

Av=24 . 24mm2 .

30

Beam – 9A

DL=1. 8kN /m .LL=1 .5kN /m .

Wu=5 . 07kN /m .Mu=10 .14 kN /m .Ru=10 .14kN /m .ρb=0 .0378ρ=0 .014ω=0 .18R=3.38MPa .

d=√MuφbRd=√10 .14 x106

0 . 90 (150 ) (3.38 )d=149mm+50=199 .07mm .say :200mm .

As=ρbdAs=0.014 (150 ) (200 )As=420mm .2

Using 16 mm. φ

RSB

31

n=420π (16 )2

4

=1. 68

say :2−3 pcs−16mm .φ RSB

Vu=WuL2

−Wud

d=0 .333

Vu=5078 (4 )2

−5078 (0 . 333 )

Vu=8 ,451 .69N .


Vc=16 √ fc ' bd

Vc=16 √ (21 ) (150 ) (200 )

Vc=132.29N .φVc=0 . 85 (132. 29 )=112 .45 N .12φVc=112 . 45

2=56.23N<Vu



Vs=Vuφ

−Vc

Vs=8 ,451 .690 .85

−132.29

Vs=9 ,810. 87 N .

Using 10 mm. φ

bars

Av=3 As

Av=2π4

(d )2

Av=2π4

(10 )2

Av=157mm2

Spacing of stirrups

32

S=AvfydVs

S=157 (275 ) (200 )9 ,810. 87

S=880. 146mm .

Check if Vs< 1

3 √ fcbd

13 √ (21 ) (150 ) (200 )=264 .58

Maximum spacing

max .S= d2=200

2=100


Av=bs3 fy

=150 (100 )3 (275 )

=18. 18

Av=18 .18<157mm∴use−10mm .φ

33

Beam – 6A

Mu=WuL2

8=

8 .98 (3 )2

8=10.10kN /m .

Mu=wL2

=8.98 (3 )2

=13 . 47kN .

ρb=0 .0378ρmax .=0.75 ρb

assume : ρ=12ρmax .

ρ=0 .014

ω=ρ fyfc

ω=0 .18R=3.38kN .

d=√MuφbRassume : b=150mm .

d=√10 .10x 106

0 .90 (150 ) (3.38 )d=148.78mm .148 .78+50 (cov ering )=198. 78mm .say :200mm .As= ρbdAs=0. 18 (150 ) (200 )As=420mm .2

34

Using 16 mm. diameters RSB.

n=420π (16 )2

4

=2.08

say :2−5 pcs .−16mm .φRSB .

Vu=WuL2

−Wud

d=L12

=312

=0 .25

Vu=8 ,980 (3 )2

−8 ,980 (0 .25 )

Vu=11 ,225N .


Vc=16 √ fcbd

Vc=16 √ (21 ) (150 ) (200 )

Vc=170 .78N .φVc=0 .85 (170. 78 )=145 . 16512φVc=145 .165

2=72. 58<Vu

It needs reinforcement.


Vs=Vuφ

−Vc

Vs=11 ,2250 .85

−170 . 78

Vs=13 ,035 . 10

35

Using 10 mm. diameter stirrups

Av=2 As

Av=2π4d2

Av=157mm2

Spacing of stirrups

S=AvfydVs

S=157 (275 ) (200 )13 ,035 . 10

S=662. 44mm.

Check if

13 √ (21 ) (150 ) (200 )=265 .58

Maximum spacing

max .S= d2=200

2=100

Checks on minimum area requirements

Av=bs3 fy

=150 (100 )3 (275 )

=18. 18mm2

Av=18 .18<157mm .∴use :10mm.φ

36

Vs=< 13 √ fc ' bd

Beam @ deck

Beam -7B

37

L=5 . 0m .LL=1 .9 kN /m .DL=3 .33kN /m .Wu=7 .89kN /m .

Mu=WuL2

8=

7 .89 (5 .0 )2

8=24 .66 kN−m .

R=wL2 =

7 .89 (5 )2 =19 . 73kN .

ρb=0 .04ρmax .=0. 03

ρ=12ρmax.

ω=ρ fyfc '

=0. 015 (275 )21

=0 .20

R=3.70b=200mm .

d=√MuφbRd=√24 . 66 x106

0 .90 (200 ) (3 .70 )d=192. 42mm192 .42mm+50 (cov ering )=242.50say :250mm .As=1 ,129. 5mm2

Using 16mm. diameter RSB.

n=1 ,129 .5π (16 )2

4

=5 .62

n=6 pcs .−16mm .φ RSB

Vu=WuL2

−Wud

d=L12

=512

=0 . 42

Vu=7 . 89 (5 )2

−7 . 89 (0 . 42 )

Vu=16 . 41kN .


38

Vc=16 √ fc ' bd

Vc=16 √ (21 ) (200 ) (250 )

Vc=170 .78N .φVc=0 .85 (170. 78 )=145 . 16512φVc=145 .165

2=72. 58<Vu

It is needs reinforcement


Vs=Vuφ

−Vc

Vs=16 ,411. 20 .85

−170 .72

Vs=19 ,136 . 57N .


Av=2 As

Av=2π4d2

Av=150mm2

Spacing of stirrups

S=AvfydVs

S=150 (275 ) (250 )19 ,136 . 57

S=538. 89mm .

Check if

13 √ (21 ) (200 ) (250 )=341. 57 N .

Maximum spacing

max .S=2502

=125


Av= bs3 fy

=200 (125 )

3 (275 )=30 .30<157mm2

39

Vs=< 13 √ fc ' bd

Used 10mm. diameter RSB

40

Beam -1B, 8B, and 9B

Wu=1 . 4 (DL)+1 .7 (LL )Wu=1 . 4 (3 .33 )+1 . 7 (1. 9 )Wu=7 . 892 kN /m .

Mu=WuL8 =7 .832 (4 )8 =15. 78kN /m .

R=wL2

=7 . 832 (4 )2

=15 .78kN .

ρb=0 .04ρmax .=0. 03

ρ=12ρmax.

ρ=0 .015

ω=ρ fyfc

=0. 015 (275 )21

=0 .20

R=fc ' ω (1−0 .59ω )R=21 (0 . 20 ) [1−0 .59 (0 . 20 ) ]R=3. 70

d=√MuφbRd=√15 . 78 x 106

0 . 90 (200 ) (3 .70 )d=153. 93mm153 . 93+50 (cov ering )=203 . 93mm .say :250mm .b=200mm .As= ρbdAs=( 0. 015 ) (200 ) (250 )As=1 ,129. 5mm2

Using 16mm. diameter RSB

n=1 ,129.5π (16 )2

4

=5 .62 ,−say :6 pcs .−16mm.φ RSb

41

Vu=WuL2

−Wud

d=L12

=(412 )=0 .3

Vu=7 . 89kN /m . ( 4 )2

−7 .89 (0 . 3 )

Vu=13 . 14kN .


Vc=16 √ fc ' bd

Vc=16 √ (21 ) (200 ) (250 )

Vc=170 .78φVc=0 . 85 (170. 78 )=145 . 16512φVc=145 .165

2=72. 58kN .<Vu

It is needs reinforcement


Vs=Vuφ

−Vc

Vs=13 ,4100 .85

−170 . 78

Vs=15 ,605 . 69


Av=2 As

Av=2π4d2

Av=150mm2

Spacing of stirrups

S=AvfydVs

S=150 (275 ) (250 )15 ,605 . 69

S=660. 81mm .

Check if

42

Vs=< 13 √ fc ' bd

13 √ (21 ) (200 ) (250 )=341. 57

Maximum spacing

max .S=2502

=125mm .


Av=bs3 fy

=200 (125 )3 (275 )

=30 .30mm2

Av=30 .30mm<157mm2

∴use .−10mm .φRSB .

43

Beam -6B

L=3mLL=1 . 9kN /m .DL=3 .33kN /m .Wu=7 . 89kN /m .

Mu=WuL2

8=

7 .89 (3 )2

8=8 .88kN−m .

R=wL2 =

7 .89 (3 )2 =11.48kN .

ρb=0 .04ρmax .=0. 03

ρ=12ρmax

ρ=0 .015ω=0 . 20R=3.70 ;b=200mm.

d=√MuφbRd=√8 . 88 x106

0 . 90 (200 ) (3 .70 )d=115.47+50 (cov ering )=165 . 47say :200mm .As= ρbdAs=0.015 (200 ) (200 )As=600mm2

Using 16 mm. diameters RSB.

44

n=600π (16 )2

4

=2.98 pcs .

say :3 pcs−16mm .φRSB

Vu=WuL2

−Wud

d=L12

=312

=0 .25

Vu=7 ,890 (3 )2

−7 ,890 (0. 25 )

Vu=9 ,862 .5N .


Vc=16 √ fcbd

Vc=16 √ (21 ) (200 ) (200 )

Vc=152. 75N .φVc=0 . 85 (152. 75 )=129 . 8412φVc=129 .84

2=67. 90<Vu



Vs=Vuφ

−Vc

Vs=9 ,862. 50 .85

−152. 75

Vs=11 ,450 .19 N .


Av=2 AsAv=150mm2

Spacing of stirrups

S=AvfydVs

S=150 (275 ) (200 )11 ,450 .19

S=720. 51mm.

45

Check if Vs< 1

3 √ fc ' bd

13 √ (21 ) (200 ) (200 )=305 .51<Vs

Maximum spacing

max .S=2002

=100


Av=bs3 fy

=200 (100 )3 (275 )

=24 .24

Av=24 .24<(157mm2 )∴use :10mm.φ

46

Beam -2B

47

L=5 . 7m .LL=1 . 9kN /m .DL=3 .33 kN /m .Wu=7 . 89 kN /m .

Mu=WuL8

=7 .89 (5 . 7 )8

=22. 49 kN−m .

R=wL2 =

7 . 89 (5. 7 )2 =22. 49kN .

ρb=0 .04ρmax .=0. 03

ρ=12ρmax.

ρ=0 .015ω=0 . 20R=3. 70assume : b=250

d=√MuφbRd=√32 . 04 x106

0 . 90 (250 ) (3 .70 )d=196. 18+50 (cov ering )=246 . 18mmsay :300mm .As= ρbdAs=0. 015 (200 ) (300 )As=900mm2

Using 16mm diameter RSB

n=900π (16 )2/4

=4 .47

say :5 pcs .−16mm.φ RSB

Vu=WuL2

−Wud

d=L12

=5 .72

=0. 48

Vu=7 .89 (5. 7 )2

−7 . 89 (0. 48 )

Vu=18 .69 kN .


48

Vc=16 √ fc ' bd

Vc=16 √ (21 ) (250 ) (300 )

Vc=209 .17φVc=0 . 85 (209. 17 )=177 .7912φVc=177 .79

2=88 . 90<Vu


Vs=Vuφ

−Vc

Vs=198 ,699 . 30 .85

−209.17

Vs=21 ,790 . 00N .


S=AbfydVs

S=150 (275 ) (300 )21,790 . 0

S=567. 92mm .

Check if Vs< 1

3 √ fcbd

13 √21 (250 ) (300 )=418 . 33

Maximum spacing

max .S=3002

=150


As=bs3 fy

=300 (150 )3 (275 )

As=54 . 54<157mm .∴use :10mm.φ RSB

49

50

Design of Column

Column -1B, 3B and 4B

Pu=19 ,730N .use :φ=0 . 70

Limits of reinforcement for tied column

ρg=0 .01−0 .08

try : ρg=0 . 03

Ag=Puφ (0 . 80 ) [0 . 85 fc (1−ρg )+ fy ρg ]

Ag=19 ,730N .0 . 56 [ (17. 31 )+(8 .25 ) ]

Ag=1 ,378.37mm .2

h2=1 ,378. 37mm2

h=37 .13mm .try :300mm . x300mm .

Ag=90 ,000mm2

As= ρ gAg=0. 03 (90 ,000 )As=2 ,700mm2


n=2700201. 062

=13. 43

say :14 pcs .−16mm .φRSB

ρg=AsAg

=270090 ,000

=0 .03∴ok

Spacing of lateral ties 10 mm. diameter

S=48 (10 )=480mm .S=16 (16 )=256mm .S=300mm. ( least dim ension )

Pu=φ (0. 80 ) [0 . 85 fc ' (Ag−ASt )+fyASt ]Pu=0 . 70 (0 .80 ) [0 . 85 (21 ) (90 ,000−2700 )+275 (2700 ) ]Pu=0 . 56 [ 1,466 . 640+742 ,500 ]Pu=1 ,237 ,118 . 4N .>19 ,730N .∴ safe

51

52

Column -1A

Pu=10 . 14kN .use :φ=0 . 70

Limits of reinforcement for tied column

ρg=0 .01−0 .08try : ρg=0 .03

Ag=Puφ (0 .80 ) [0 . 85 fc ' (1−ρg )+ fy ρg ]

Ag=1 01400 .70 (0.80 ) [0 . 85 (21 ) (1−0. 03 )+ (275 ) (0 . 03 ) ]

Ag=708 . 60mm2

h2=708 . 60mm2

h=26 .62mm .try :350mm . x350mm .Ag=122 ,500mm .As= ρ gAg=0. 03 (122 ,500 )As=3 ,675mm2


n=3675490 . 87

=7 .5

say : 8 pcs .

ρg=AsAg

=3675122 ,500

=0 . 03∴ ok

53

Spacing of lateral ties 10mm.diameter

S=48 (10 )=480mm .S=25 (10 )=250mm .S=300mm (least dim ension )

Pu=φ (0. 80 ) [0 . 85 fc ' (Ag−Ast )+ fyAst ]Pu=0 . 70 (0 .80 ) [0 . 85 (21 ) (122 ,500−3675 )+(275 ) (3675 ) ]Pu=1 ,753 ,724 .7>10 ,140N .∴ safe

54

Column -2B

55

Pu=22 .49kN .

try : ρg=0 .03

Ag=Puφ (0 .80 ) [0 . 85 fc ' (1− ρg)+ fy ρg ]

Ag=22 ,4900 .70 (0.80 ) [0 . 85 (21 ) (1−0. 03 )+ (275 ) (0 . 03 ) ]

Ag=1 ,571. 63mm2

h2=1 ,571. 63mm2

h=39. 64

try :300mx300mm .Ag=90 ,000mm2

As= ρ gAg=0. 03 (90 ,000 )As=270mm2

Using 16 mm. diameter RSB

n=2700201. 062

=13. 43

say :14 pcs .−16mm .φRSB

ρd=AsAg

=270090 ,000

=0 . 03∴ok


S=48 (10 )=460mm .S=16 (16 )=256mm .S=300mm. (least dim ension )

Pu=φ (0. 80 ) [0 . 85 fc ' (Ag−Ast )+ fyAst ]Pu=0 . 70 (0 .80 ) [0 . 85 (21 ) (90 ,000−2700 )+(275 ) (2700 ) ]Pu=1 ,237 ,118 . 4>22 ,490 . 0N .∴ safe

56

Column -2A

Pu=27 .27kN .

try : ρg=0 .03

Ag=Puφ (0 .80 ) [0 . 85 fc ' (1− ρg)+ fy ρg ]

Ag=27 ,2700 .70 (0.80 ) [0 . 85 (21 ) (1−0. 03 )+ (275 ) (0 . 03 ) ]

Ag=1 ,905 .66mm2

h2=1 ,905 .66mm2

h=43 . 65

try :350mx350mm .Ag=122 ,500mm2

As= ρ gAg=0. 03 (122 ,500 )As=3 ,675mm2


57

n=3675490 . 87

=7 .5

say : 8 pcs .−16mm .φ RSB

ρd=AsAg

=3675122 ,500

=0. 03∴ ok



Pu=φ (0. 80 ) [0 . 85 fc ' (Ag−Ast )+ fyAst ]Pu=0 . 70 (0 .80 ) [0 . 85 (21 ) (122 ,500−3675 )+(275 ) (3675 ) ]Pu=1 ,753 ,724 N .>27 ,270N .∴ safe

58

Column -3A

Pu=19 . 14kN .

try :0 . 03

Ag=1914014 . 31

Ag=1337 .53h2=1337 . 53h=36 .57

try :350mmx 350mm.Ag=122 ,500mm .As=ρ gAg=0. 03 (122 ,500 )As=3675mm2 .


n=3675490 . 87

=7 .5


ρd=AsAg

=3675122 ,500

=0. 03∴ ok



Pu=φ (0. 80 ) [0 . 85 fc ' (Ag−Ast )+ fyAst ]Pu=0 . 70 (0 .80 ) [0 . 85 (21 ) (122 ,500−3675 )+(275 ) (3675 ) ]Pu=1 ,753 ,724 N .>1 ,940 .0N .∴ safe

59

Column -4A

Pu=38 ,240N .

Ag=38 ,24014 . 13

Ag=2 ,706 .30h2=2 ,706 .30h=52. 02

try :350mmx 350mm.Ag=122 ,500As=ρ gAg=0. 03 (122 ,500 )As=3 ,675mm2


60

n=3675490 . 87

=7 .5


ρd=AsAg

=3675122 ,500

=0. 03∴ ok



FOOTING DESIGN

Footing -1

Pu=29 ,870 N .

qa=PuA

A=29 ,870N .170 (1000 )

A=0 .176m2

61

For square footing

L=√0 .175L=0. 42try :1 .5mx 1 .5mA=1.5 (1.5 )=2 .5m2

b2=√2 .25m2

b=1. 5m .

Net ultimate upward soil pressure

qu=29 ,870N .2. 25m2

=13 ,275 .55N /m .

Mu=13 ,275. 55 (1. 5 ) (0 .58 )(0 .582 )

2

Mu=3 ,349. 42N−m .

Compute W, Ru

ρmin .=1. 40fy

=1 .40275

=0. 0051

ω=ρ fyfc '

=0. 0051 (275 )21

=0.067

Ru=ωfc ' (1−0 .59ω)Ru=0 . 067 (21 ) [1−0 .59 (0 .067 ) ]Ru=1 .35MPa .d=350−50−1.5φd=350−50−1.5 (16 )d=276mm .t=d+1 .5φ+cov eringt=276+1 .5 (16 )+50t=350mm .

Check for bending shearVu=13 ,275 .55 [ (1 .5 )2−(0 .626 )2 ]Vu=24 ,667 .62N .

Actual punching shear

62

Vn=Vuφbod

bo=4 (c+d )bo=4 (350+276 )bo=2504

Vn=24 ,667 . 620 .85 (2.504 ) (0 . 276 )

Vn=43 ,382 . 42Pa .

Actual beam shear

Vn=Vuφbd

=13 ,275.55 (1. 5 ) (0 .350 )0 . 85 (1 .5 ) (0. 226 )

Vn=24 ,187 . 62Pa .≈0.024MPa .

Allowable beam shear ACI code

Vu=16 √ fc '=1

6 √21=0 .76MPa .

Vu=0 . 76Mpa .>Vn0 .024MPa .∴ safe

Compute for required reinforcementAs=ρbdAs=0. 0051 (1500 ) (226 )As=1728 . 9mm2


n=1728. 9201. 061

=8 .59

say : 9 pcs .−16mm .φRSB .bothways

63

Footing -2

Pu=49 ,760N .

qa=PuA

A=49 ,760N .170 (1000 )

A=0 .293m2

For square footing

L=√0 .293L=0.42try :1 .2mx 1 .2mA=1. 2 (1 . 2 )=1 .44m2

b2=√1 .44m2

b=1.2m .


qu=49 ,760N .1. 44m2

=34 ,555 .56 N /m .

Mu=34 ,555 .56 (1 .2 ) (0 . 45 )(0. 452 )

2

Mu=5 ,038. 20N−m .

Compute W, Ru64

ρmin .=1. 40fy

=1 .40275

=0. 0051

ω=ρ fyfc '

=0. 0051 (275 )21

=0.067

Ru=ωfc ' (1−0 .59ω)Ru=0 . 067 (21 ) [1−0 .59 (0 .067 ) ]Ru=1 .35MPa .d=300−50−1.5φd=300−50−1.5 (16 )d=231mm .t=d+1 .2φ+coveringt=231+1 .2 (16 )+50t=300 .2mm .

Check for bending shearVu=34 ,555 . 56 [ (1. 2 )2− (0 .531 )2 ]Vu=40 ,016 . 69N .


Vn=Vuφbod

bo=4 (c+d )bo=4 (300+231 )bo=2324mm .

Vn=40 ,016. 690 . 85 (2. 124 ) (0 .231 )

Vn=87 ,694 . 86 Pa .

Actual beam shear

Vn=Vuφbd

=34 ,555 .56 (1 .2 ) (0 . 300 )0 . 85 (1 . 2 ) (0 .231 )

Vn=5 ,279 .69 Pa .≈0 . 053MPa.


Vu=16 √ fc '=1

6 √21=0 .76MPa .

Vu=0 . 76Mpa .>Vn0 .053MPa.∴ safe

Compute for required reinforcement

65

As= ρbdAs=0. 0051 (1200 ) (231 )As=1 ,413 . 72mm2


n=1 ,413. 72201. 061

=7 .13

say :7 pcs .−16mm .φ RSB .bothways

Footing -3

Pu=38 ,870 N .

qa=PuA

A=38 ,870N .170 (1000 )

A=0 .229m2

For square footing

66

L=√0 .229L=0. 48try :1 .5mx 1 .5mA=1.5 (1.5 )=2 .5m2

b2=√2 .25m2

b=1. 5m .


qu=38 ,870N .2.25m2

=17 ,275.56N /m .

Mu=17 ,275. 56 (1 .5 ) (0 .6 )(0 .62 )

2

Mu=1 ,399 . 32N−m .

Compute W, Ru

ρmin .=1. 40fy

=1 .40275

=0. 0051

ω=ρ fyfc '

=0. 0051 (275 )21

=0.067


Check for bending shearVu=17 ,275 .56 [ (1 . 5 )2− (0. 526 )2 ]Vu=34 ,090 .28N .


67

Vn=Vuφbod

bo=4 (c+d )bo=4 (300+226 )bo=2 ,104

Vn=34 ,090 . 280 .85 (2.104 ) (0 . 226 )

Vn=84 ,344 .64 Pa .

Actual beam shear

Vn=Vuφbd

=17 ,275 .56 (1 .5 ) (0 . 300 )0 . 85 (1 . 5 ) (0.226 )

Vn=17 ,986 . 01Pa .≈0.084MPa .


Vu=16 √ fc '=1

6 √21=0 .76MPa .

Vu=0 . 76Mpa .>Vn0 .084MPa .∴ safe

Compute for required reinforcementAs=ρbdAs=0. 0051 (1500 ) (226 )As=1728 . 9mm2


n=1728. 9201. 061

=8 .59

say : 9 pcs .−16mm .φRSB .bothways

68

Footing -4

Pu=57 ,970 N .

qa=PuA

A=57 ,970N .170 (1000 )

A=0 .341m2

For square footing

L=√0 . 341L=0. 42try :1 .6mx1. 6mA=1. 6 (1. 6 )=2. 56m2

b2=√2 .56m2

b=1. 6m .


qu=57 ,970N .2. 56m2

=22 ,644 .53N /m .

Mu=22 ,644 .53 (1.6 ) (0 .63 )(0 .632 )

2

Mu=2 ,264 .88N−m .

Compute W, Ru69

ρmin .=1. 40fy

=1 .40275

=0. 0051

ω=ρ fyfc '

=0. 0051 (275 )21

=0.067


Check for bending shearVu=22 ,644 .53 [ (1 .6 )2−(0 .626 )2]Vu=43 ,096 . 149N .


Vn=Vuφbod

bo=4 (c+d )bo=4 (350+276 )bo=2504

Vn=43 ,096. 1490 .85 (2.504 ) (0 . 276 )

Vn=73 ,362.84 Pa .

Actual beam shear

Vn=Vuφbd

=22 ,644 .53 (1 .6 ) (0 . 350 )0 .85 (1 .6 ) (0 .226 )

Vn=41 ,257 . 602Pa .≈0. 0413MPa .


Vu=16 √ fc'=1

6 √21=0 .76MPa .

Vu=0 . 76Mpa .>Vn0 . 0413MPa.∴ safe

Compute for required reinforcement

70

As=ρbdAs=0. 0051 (1600 ) (226 )As=1844 . 16mm2


n=1844 .16201. 061

=9. 17

say :10 pcs .−16mm.φ RSB .bothways

71

CHAPTER IX

PROJECT PLANNING AND SCHEDULING

Table No. 5 Manpower Schedule

Skilled Non-Skilled Duration

1 st

Quarter 98

2 nd

Quarter 98 days

3 rd

Quarter 98 days

4 th

Quarter 98 days

Foreman 3 4 3 2

Surveyor/Instrumentman 1 0 0 0

Carpenter 9 9 9 0

Tile Settler 0 0 0 5

Painter 0 0 0 9

Steelman 11 11 11 0

Welder 0 9 0 0

Plumber 4 0 0 4

Operator (Equipment) 1 1 1 0

Laborer/Helper 31 31 22 22

Total 60 65 46 38

72

Table No. 6 Schedule of Equipments

Light and Heavy Equipment Duration (Quarterly)

1 st 2 nd 3 rd 4 th

Grader 1 0 0 0

Backhoe 1 0 0 0

Bar Cutter 8 8 8 0

1 Unit bagger concrete mixer 2 2 2 0

1 Unit bagger concrete vibrator 2 2 2 0

Welding Machine 0 8 8 0

Sander 0 4 4 2

Total 14 24 25 2

Table No. 7 Capabilities of Manual Labor per Hour Item Type of work Capability

1. dozer a. clearing 500 sq.m./hr.b. stripping 200 sq.m./hr.c. excavation 25 cu.m./hr.d. quarrying 50 cu.m./hr.

73

CAPABILITIES OF EQUIPMENT

Item Type of work Capability

1. dozer a. clearing 500 sq.m./hr.b. stripping 200 sq.m./hr.c. excavation 25 cu.m./hr.d. quarrying 50 cu.m./hr.e. pushing 3 sq.m./hr.

2. grader a. sub-graving 300 sq.m./hrb. spreading 40 cu.m./hr

3. pay loader a. loading 30 cu.m./hr

4. crane shovel a. loading 35 cuu.m./hr

5. sheep's foot a. static rolling12 passes - 15 cm. lift

roller b. vibrator rolling 4 passes - 15 cm. lift 135 cm./hr.

6. no. 3w road roller a. static rolling 24 cmph 6 passes - 20 cm. lift

7. tractor-drawn roller (1-d) a. vibrator rolling

6 passes-20 cm. lift 240 cmph

8. tandem roller a. static rolling 6 passes-20cm. Lift 24 cmph

9. 5-T dump truck a. hauling common barrow 3.5 cmptb. hauling selected borrow base course 5 cmpt

NOTE: Cmph= cum/hour: cmpt= cum./truck

e. pushing 3 sq.m./hr.




5. sheep's foot a. static rolling

12 passes - 15 cm. lift


6. no. 3w road roller a. static rolling 24 cmph

6 passes - 20 cm. lift






Table No. 7 Capabilities of Manual Labor per Hour

74

CAPABILITIES OF EQUIPMENT

Item Type of work Capability

1. dozer a. clearing 500 sq.m./hr.b. stripping 200 sq.m./hr.c. excavation 25 cu.m./hr.d. quarrying 50 cu.m./hr.e. pushing 3 sq.m./hr.




5. sheep's foot a. static rolling12 passes - 15 cm. lift


6. no. 3w road roller a. static rolling 24 cmph 6 passes - 20 cm. lift






Table No. 9 Schedule of Work

Item Description Precedence DurationA Mobilization None 8B Site Clearing A 2C Construction of temporary fences A 7D Storage B,C 6E Layout and Staking out D 3F Excavation/Digging for Foundation/ Footings E 4G Gravel Bedding F 12H Soil poisoning I 2I Fabrication of Footing Rebars H 10J Installation of footing rebars I 6K Fabrication of Footing Tie Beam Rebars I,G 6L Concrete Pouring on Footing D 8M Installation of ground floor column form works K,G 4N Installation of ground floor column rebars M 4O Concrete pouring on Ground Floor Column N 5P Fabrication and installation of beam at second

Floor, Form works.O 8

Q Fabrication and installation of beam at second floor

O 2

R Concrete pouring on second floor beam Q 3S Fabrication and Installation of first floor

formworksR,T 3

T Fabrication and installation of first floor slab rebars

R,S 2

U Concrete pouring on first floor slab S,T 5V Fabrication and installation of second floor

column formworksT

W Fabrication and installation of second floor S 675

column rebarsX Concrete pouring on first floor column A28 10Y Fabrication and installation of formworks (beams

and girders)X,A25 4

Z Fabrication of installation of beams Y 15A1 Concrete pouring on second floor beams and

girders.T 5

A2 Fabrication and installation of second floor.(slab formworks)

Z 5

Table No. 9 Schedule of Work

Item Description Precedence Duration

A3 Fabrication and installation of second (slab rebars)

A1,Z 5

A4 Concrete pouring on second floor slab. A8,A20 15A5 Fabrication and installation of admin column

formworksA4,A31 10

A6 Fabrication and installation of admin column rebars

A4 7

A7 Concrete pouring on admin column A5,A6 5A8 Fabrication and installation of formworks last

deck (beams)A7 8

A9 Fabrication and installation of rebars last deck (beams)

A7 8

A10 Concrete Pouring of beams on last deck A9 8A11 Installation of windows A9,A8 9A12 Installations of glass wall A11,A10 12A13 Installation of doors A12 12A14 Fabrication and installation of slab on fill A13 15A15 Concrete pouring of slab on fill A12 10A16 Installation of CHB wall partition on ground floor A15 7A17 Installation of CHB wall partition A19 6A18 Installation of carpentry works on second floor A14 15A19 Plastering and finishing of CHB wall and

partitionA2 20

A20 Installation of doors and windows glazing A16 5A21 Plumbing at ground floor A19,A18 12A22 Plumbing at second floor A21 10A23 Tile setting at first floor A19 5A24 Tile setting at second floor A23 5A25 Installation of roof drain system 28 4A26 Column design and finishes works A5 5A27 Installation of fixtures A22 10A28 Finishing of floor thru red cement U 5A29 Painting works A23 10A30 Demobilization A29 10

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CHAPTER X

CONSTRUCTION METHOD

Preliminary Work Plan

106

After the materials are determined and the materials are canvassed, laborers and other needed

skilled worker for the project will be hired to start the project implementation will proceed and the

materials and equipment will be placed in the proper area which will be provided for them.

Preliminary Construction Plan

After the content is awarded and the notice to proceed (NTP) is received, meeting shall be

called up with the management team, the project engineer, the contractor, and the foremen who will

discuss the construction procedure, schedules, and other matters or factor affecting the

implementation of the project.

Construction Method

During the construction, the assigned engineer will supervised and give necessary instructions

to workers. Cleaning will be done first. Batter boards and construction of temporarily facilities are

done. Excavations for foundations will follow. Fabrications of steel bars will be done almost

simultaneously with excavation, layout of steel bars and formworks for column follows after concrete

pouring. After formwork is done in three days, laying of CHB and installation of doors and windows

is done after pouring of beams. Simultaneously with concrete woks for bleachers and stairs, steel

trusses will be fabricated. Construction of septic tank and planning installation will follow. Steel

trusses are installed after poured concrete to of roof beams is sufficiently cured and hardened.

Roofing work is done after installation of steel trusses and pulling. Tile work is done after concrete

pouring for slab on grade is entered. Painting work is done after plastering all walls, beams, columns,

and slabs. Electrical rough-in is immediately preceded. Cleaning out of site will be done before the

project is turned over to the owner.

Construction Work Plan

Division 1. Site Work

107

A. Work Included

1. Site Clearing including removal of bushes, stumps and grading of area

2. Installation of temporary fence made of barbed wire and sawali on wooden

post.

3. Staking out of building, establishment of lines, grades and benchmarks.

4. All excavation work including all necessary shoring bracing, and drainage of

storm water from site.

5. All backfilling, filling and grading, removal of excess material from site.

6. Protection of property work and structures, workmen, and other people from

damage and injury.

7. Temporary facilities and structures shall be constructed prior to execution of the

project to ensure the safety of materials and workers

A. Lines, Grades and Benchmarks

a. Stake out accurately the lines of the building and of the other structures

included in the contract, and establish grades therefore, after which secure

approval by engineer before any excavation work is commenced.

b. Erect basic batter boards and basic reference marks, at such places where

they will not be disturbed during the construction of the foundation.

B. Excavation

a. Structural Excavations – Excavation shall be to the depths indicated bearing

values. Excavation for footings and foundations carried below required depth shall

be filled with concrete, and bottom of such shall be level. All structural

excavations shall extend a sufficient distance from the walls and footings to allow

for proper erection and dismantling of forms, for installation of service and for

inspection. All excavations shall be inspected and approved before pouring any

concrete, laying underground services or placing select fill materials.

b. The Contractor shall control the grading in the vicinity of all excavated areas to

prevent surface drainage running into excavations. Water which accumulates in

108

excavated areas shall be removed by pumping before fill or concrete in placed

therein.

D. Fillings and Backfilling

1. After forms have been removed from footings, piers, foundations, and walls,

etc. and when concrete work is hard enough to resist pressure resulting from

fill,

Backfilling may then be done. Materials excavated may be used for

backfilling. All filling shall be placed in layers not exceeding six (6) inches in

thickness, each layer being thoroughly compacted and rammed by wetting,

tamping, rolling.

E. Placing and Compacting Fill

1. Common Fill – shall be approved site – excavated materials free from roots,

stumps and other perishable or objectionable matter.

2. Select Fill – shall be placed where indicated and shall consist of crushed

gravel crushed rock, or combinations thereof. The material shall be free from

adobe, vegetable matters and shall be thoroughly tamped after placing.

3. Before placing fill materials, the surface upon which it will be placed shall be

cleared of all brush roots, and debris, scattered and thoroughly wetted to

insure good bonding between the grounds.

F. Disposal of Surplus Materials

1. Any excess material remaining after completion of the earthwork shall be

disposed of by hauling and spreading in nearby spoil areas designated by

the owner. Excavated material deposited in spoil areas shall be graded to a

uniform surface.

Division 2. Concrete

II. Concrete and Reinforced Concrete

General

109

1. Unless otherwise specified herein, concrete work shall conform to the

requirements of the ACI Building Code. Full cooperation shall be given other

trades to install embedded items. Provisions shall be made for setting items

not placed in the forms. Before concrete is placed, embedded items shall

have been inspected and tested for concrete aggregates and other materials

shall have been done.

2. Cement for the concrete specified herein, concrete work shall conform to the

requirements of specification for Portland cement (ASTM C-150).

3. Water used in mixing concrete shall be clean and free from other injurious

amounts of oils, acids, alkaline, organic materials or other substances that

may be deleterious to concrete or steel.

4. Fine aggregates shall consist of hard, tough, durable, uncoated particles. The

shape of the particles shall be generally rounded or cubicle and reasonably

free from flat or elongated particles. The stipulated percentages of fines in

the sand shall be obtained either by the processing of natural sand or by the

production of a suitably graded manufactured sand.

5. Coarse aggregates shall consist of crushed gravel or rock, or a Combination

of gravel and rock, coarse aggregates shall consist of hard, touch, durable,

clean and uncoated particles. The sizes of coarse aggregates to be used in the

various parts of the work shall be in accordance with the following:

Size – ¾ “for all concreting work

6. Reinforcing bars shall conform to the requirements of ASTM standard

specification for minimum requirements for the deformed steel bars for

concrete reinforcement (A 305-56).

The main reinforcing bars shall be follows:

No. 4 (½” Q) – 12 mm

No. 5 (5/8” Q) – 16mm

Proportion and Mixing 110

1. Proportion of all materials entering into the concrete shall be as follow:

Cement : Sand : Gravel

Class “A” - 1 2 4

Class “B” - 1 2 ½ 5

2. Class of concrete – concrete shall have a 28 – day cylinder strength of 3,000

psi for all concrete work, unless otherwise indicated in the plans.

3. Mixing – concrete shall be machine mixed, mixing shall begin within 30

minutes after the cement has bear, added to the aggregates.

Forms

4. Generals – Forms shall be used wherever necessary to confine the concrete

and shape it to the required lines, or to insure the concrete of contamination

with materials caving from adjacent excavated surfaces. Forms shall have

sufficient strength to withstand the pressure resulting from placement and

vibration of the concrete, and shall be maintained rigidly in correct position.

Forms shall be sufficiently tight to prevent loss of mortar from the concrete.

Forms for exposed surfaces against which backfill is not be placed shall be

lines with a form grade plywood.

5. Cleaning and oiling of forms – before placing the concrete, the contact

surfaces of the form shall be cleaned of encrustations of mortar, the grout or

other foreign material, and shall be coated with commercial form oil that will

effectively prevent sticking and will not stain the concrete surfaces.

6. Removal of forms – forms shall be removed in a manner, which will prevent

damage to be concrete. Forms shall not be removed without approval. Any

repairs of surface imperfections shall be performed at once and airing shall

be started as soon as the surface is sufficiently hard to permit it without

further damage.

B. Placing Reinforcement

1. General – Steel reinforcement shall be provided as indicated, together with

all necessary wire ties, chains, spacers, supported and other devices

111

necessary to install and secure the reinforcement properly. All reinforcement,

when placed, shall be free from loose, flaky rust and scale, oil grease, clay

and other coating and foreign substances that would reduce or destroy its

bond with concrete reinforcement shall be placed accurately and secured in

place by use of metal or concrete supports, spacers and ties. Such supports

shall be of sufficient strength to maintain the operation. The supports shall be

used in such manner that they will not be exposed or contribute in any way,

to the discoloration or deterioration of the concrete.

C. Conveying and Placing Concrete

1. Conveying – concrete shall be conveyed from mixer to forms as rapidly as

practicable, by methods, which will prevent segregation, or loss of

ingredients. There will be no vertical drop greater than 1.5 meters except

where suitable equipment is provided to prevent segregation and where

specifically authorized.

2. Placing – Concrete shall be worked readily into the corners and angles of the

forms and around all reinforcement and embedded items without permitting

the material to segregate, concrete shall be deposited as close as possible to

its final position in the forms so that flow within the mass does not exceed

two ( 2 ) meters and consequent segregation is reduced to a minimum near

forms or embedded items, or else where as directed, the discharge shall be so

controlled that the concrete may be effectively compacted into horizontal

layers not exceeding 30 centimeters in depth within the maximum lateral

movement specified.

3. Time interval between mixing and placing, concrete shall be placed before

Initial set has occurred and before it has occurred and before it has contained

its water content for more than 45 minutes.

4. Consolidation of concrete – Concrete shall be consolidated with the aid of

mechanical vibrating equipment and supplemented by hand spading and

tamping. Vibrators shall not be inserted into lower coursed that have

112

commenced initial set; and reinforcement embedded in concepts beginning to

set or already set shall not be disturbed by vibrators shall not be used.

5. Placing concrete through reinforcement. In placing concrete through

reinforcement, care shall be taken that no segregation of the coarse aggregate

occurs. On the bottom of beams and slabs, where the congestion of steel near

the forms makes placing difficult, a layer of mortar of the same cement –

sand ratios as used in concrete shall be first deposited to cover the surfaces.

D. Curing

1. General: All concrete shall be moist cured for a period not less than

seven (7) consecutive days by an approved method or combination

applicable to local conditions.

2. Moist Curing – The surface of the concrete shall be kept continuously wet

by covering with burlap plastic or other approved materials thoroughly

saturated with water and keeping the covering wet spraying or intermittent

hosing.

E. Finishing

1. Concrete surfaces shall not be plastered unless otherwise indicated. Exposed

concrete surfaces shall be formed with plywood, and after removal of forms,

the surfaces shall be smooth, true to line and shall present or finished

appearance except for minor defects which can be easily be repaired with

patching with cement mortar, or can be grounded to a smooth surface to

remove all joint marks of the form work.

2. Concrete slabs on fill – The concrete slabs on fill shall be laid on a prepared

foundation consisting of subgrade and granular fill with thickness equal to

the thickness of overlaying slab except as indicated otherwise.

Division III. Structural Steel

Execution

Welding Techniques

113

a. Conform the technique of welding employed, the appearance and

quality of weld made, the methods used in correcting defective work to

the requirements of the standard Code for Welding in building

Construction of the American Welding Society.

a. Make surfaces to be welded free from loose scale, slag, rust grease,

paint and any other foregoing material except that mill scale which

withstands vigorous wire brushing may remain.

b. Prepare edges by cutting, whenever practicable, cut by a mechanically

guided torch.

c. Let gas cut edges which will be subjected to substantial stress or which

are to have weld metal deposited on them be free from gouges. Remove

by grinding any gouges that remain from cutting.

d. In assembling and joining parts of structure or of built-up members,

avoid needless distortion and minimize shrinkage stresses. Where it is

impossible to avoid high residual stresses in the closing welds of a rigid

assembly, make closing welds in compression elements.

Bolts

a. Tighten all bolts to a bolt tension not less than the proof load given in

the applicable ASTM specifications for the type of bolt used.

b. Do tightening with properly calibrated wrenches or by the turn-of-nut

method.

Shop Painting

a. Clean all steelwork specified for painting by hard-ware brushing, or

other methods chosen by the fabricator for cleaning loose mill scale,

loose rust, weld slag, or flux deposit, dirt and other foreign matter after

inspection, approval, and before leaving the shop.

b. Give all steelwork except those to be encased in concrete one coat of

shop paint.

c. Remove oil and grease deposits by solvent.114

d. Do not paint steelwork that is to be encased in concrete. Clean oil or

grease or with solvent cleaners. Remove dirt and foreign materials by

thorough sweeping with fiber brush.

Masonry Works

1. Concrete hollow Blocks shall have a minimum face shell thickness of 1”

(.025). Nominal size shall be 6”x 8”x16” minimum compressive strength

shall be as follows:

All units shall be stored for a period of not less than 28 days (including

curing period) and shall not be delivered to the job site prior to that time

unless the strengths equal or exceed those mentioned in this specification.

2. Wall reinforcement shall be no. 3 (3/8”) or 10 mm steel bars.

3. Sand shall be river sand, well screened, clean, hard, sharp siliceous, free

from loam, silt or other impurities, composed of grains of varying sizes

within the following limits:

4. Cement shall be standard Portland cement, ASTM C – 150 – 68 Type 1.

5. Mortar – Mix mortar from 3 to 5 minutes in such qualities as needed for

immediate use. Re tampering will not be permitted if mortar stiffens because of

pre mature setting. Discard such materials as well as those, which have not been

used within one hour after mixing.

Proportioning – Mix mortar shall be one (1) part Portland cement and two (2)

parts sand by volume but not more than one (1) part Portland cement and three

(3) Parts of sand by volume.

Erection

1. All masonry shall be laid plumb, true to line, with level and accurately spaced

Courses, and with each course breaking joint with the source below. Bond shall

be kept plumb throughout; corners and reveals shall be plumb and true. Units

with greater than 12 percent absorption shall be wet before lying. Work required

115

to be built in with masonry, including anchors, wall plugs and accessories, shall

be built in as the erection progresses.

2. Masonry Units each course shall be solidly bedded n Portland cement mortar. All

units shall be damp when laid units shall be showed into place not laid, in a full

bed of unfurrowed mortar. All horizontal and vertical points shall be completely

filled with mortar when and as laid. Each course shall be bonded at corners and

inter- sections. No cells shall be left open in the face surfaces. All cells shall be

filled up with mortar for exterior walls. Units terminating against beam or slab

soffits shall be wedged tight with mortar. Do not lay cracked, broken or defaced

block.

3. Lintels shall be of concrete and shall be re-enforced as shown in the drawings.

Lintels shall have minimum depth of .20 ( 8”) and shall extend at least .20 (8”) on

each side of opening.

Workmanship and Installation

4. Plastering: Clean and evenly wet surfaces. Apply scratch coat with sufficient

force to form good keys. Cross scratch coat upon attaining its initials set; keep

damp. Apply brown coat after scratch coat has seat at least 24 hours after scratch

coat application. Lightly scratch brown coat; keep moist for 2 days ; allow to dry

out. Do not apply finish until brown coat has seasoned for 7 days. Just before

applying coat, wet brown at again. Float finish coat to true even surface; travel in

manner that will force sand particles down into plaster; with final troweling,

leave surfaces barnished smooth, free from rough areas, trowel marks, cheeks,

other blemishes. Keep finish coat moist for at least 2 days; thereafter protect

against rapid drying until properly, thoroughly cured.

5. Pea Gravel Washout: Before start of work, provide desired pitch for drainage.

Roughen concrete surface with pick or similar tool. Clean off loose particles and

other materials, which may prevent bond, keep surface width for at least 4 hours

before applying. Scratch coat or mortar. Coat not more than ¼” thick. Apply

mixture of pea gravel and Portland cement with pressure to obtain solid adhesion.

116

Trowel pea gravel to hard, smooth, even plane and rod and float to uniform

surface of even texture. When surface is semi-dry evenly spray surfaces with

clean water with spray machine to wash out loose cement to part exposed pea

gravel. Remove and wash down remaining cement paste with soft brush, to leave

pea gravel in its natural’s texture and appearance. Before applying pea gravel

finish, submits samples to owner for approval.

Scaffoldings

Provide all scaffolding required for masonry work, including cleaning down on

completion, remove.

Vitrified Floor Installation

6. Do not start floor tilling occurring in space requiring both floor and wall tile

setting has been completed.

7. Before spreading setting bed, establish border lines center wires in both

directions to permit laying pattern with minimum of cut tiles. Lay floors without

borders from centerline outward. Make adjustment at walls.

8. Clean concrete sub floor and moisten it without soaking. Sprinkle dry cement

over surface. Spread setting bed mortar on concrete and tamp to assure good

bond over the entire area then screed to smooth, level bed. Set average setting

bed thickness at 3/4 “but never less than ½”.

Wall Tile Installation

9. Scratch coat for application as foundation coat shall be at most ½”. While still

plastic, deeply score scratch coat or scratch and cross scratch. Protect scratch coat

and keep reasonably moist within seasoning period. Use mortar for scratch; float

coats, within one hour after mixing. Retampering of partially hardened mortar is

not permitted. Set scratch coat shall be cured for at least 2 days before starting

tile setting.

10. For float coat use one part Portland cement, one part hydrated lime (optional), 3

½ part sand.

117

11. Setting Wall Tiles – Soak wall tile thoroughly in clean water before setting. Set

wall tile by trowelling neat Portland cement skim coat on float coat or apply skim

coat to back of each tile unit. Immediately float tile in place. Make joints straight,

level and perpendicular. Maintain vertical joints plumb.

12. Grouting-Grout joints in wall tile with neat white cement immediately after

suitable area of tile has been set. Tool joints slightly concave, cut off excess

mortar and wipe from face tile. Roughen interstices of depressions. In mortar

joints after grout has been cleaned from surface. Fill to line of cushion tile bases

or covers with mortar. Make joints between wall tile, plumbing and other built in

fixtures with light colored caulking. Immediately after grout has had its initial set,

give tile wall surfaces protective coat of non-corrosive soap.

Division V. Carpentry and Millworks

Treatment of the lumber

a. All concealed lumber shall be sprayed with anti-anay or bukbok liquid.

b. Surface in contact with masonry and concrete coated with creosote or

equivalent.

2. Door Sashes: All door sashes shall be well seasoned, flush type, semi-hollow core

and solid core, tanguile plywood veneers on both sides. Exterior doors shall be of

kiln dried tanguile panel doors.

3. Kind of Lumber:

All unexposed lumber for cabinet and framings shall be tanguile or the same equal

in strength.

All door jambs shall be hard lumber ipil or the same equal in strength.

Workmanship

1. Execute rough carpentry in best, substantial, workmen like manner. Erect

Framing true to line, levels and dimensions, squared, aligned, plumbed, well spliced

and nailed, and adequately braced, properly fitted using mortise and tendon joists.

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2. Millwork – accurately milled to details, clean cut moldings profiles, lines, scrape,

sand smooth: mortise, tendon, splice, join, block, nail screw, bolt together, as

approved, in manner to allow free play of panels; avoid swelling, shrinkage, ensure

work remaining in place without warping, splitting opening or joist. Do not install

mill work and case until concrete and masonry work have been cured and will not

release moisture harmful to woodwork.

3. Secure work to grounds; otherwise fasten in position to hold correct surfaces, lines

and levels. Make finished work flat, plumb, true.

Division V. Architectural Finishes Schedule

Flooring

1. Toilet floors and laboratory concrete nook shall be vitrified 8” x 8” white or

beige in color, mariwasa brand.

2. Concrete floor shall be plain red cement finished with 16” x 16” nail strip.

3. Corridors shall be black pebble washout finish.

Walling

1. CHB walling shall be plastered and lined with ¼” nail strip.

2. Toilet wall finish shall be of 8” x 8” white glazed tiles.

Ceilings

1. All interior and exterior ceilings shall be of 3/16” x 4’ x8’ cement boards with

¼”x1”x2” galvanized metal furring ceiling joist spaced at 60 cm OC bothways.

2. Outside ceiling eaves shall be with air vents covered with ¼” square screen as

shown in the plan.

Doors

1. Al entrance and exit doors for classroom and office shall be solid panel door

complete with heavy duty lockset and hinges.

2. All toilet doors shall be uPVC plastic doors.

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Bring float coat flush with screeds or temporary guide strips placed to give true

and even surface at proper distance from the tile finished face.

3. All exterior doors shall be panel doors.

Windows

1. All windows shall be smoke glass jalousie type with rectangular 2”x4”

aluminum jambs secured with 12 mm square steel grills spaced at 6”x6”, framed

with 4.5 mmx25mm x25mm angular bar.

Division VII. Roofing and Tinsmithing Works

1. Roof Sheathing – shall be longspan pre-painted rib type galvamast gauge 26 roofing.

Color shall be upon approval of the owner.

Flashings shall be of gauge 26 plain G.I sheets.

Installation Workmanship

1. Sheathing – layout the roofing sheets in a manner that the side overlap faces away from

the Prevailing wind. Provide not less than 0.30m develop on ends and not less than 1

1/2 “ corrugation on side laps on both sides. Secure the roofing sheets to purlins by

using self driven Tekscrew.

2. Flashing – shall be plain G.I sheet over rib-type roofing of not less than 0.30 overlap

Extend G.I flashing until it covers the top portion of the firewall.

Division VII. Plumbing and Sanitary Works

Installation

1. Install plumbing fixtures free and open to afford easy access for cleaning.

2. Install plumbing fixtures as indicated on drawings, furnishing all brackets, cleats,

Plates and anchors required to support fixtures rigidly in place.

3. Install all fixtures and accessories in locations directed in accordance with

manufacturer’s instructions, minimizing pipe fittings.

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4. Protect items with approval means to maintain perfect conditions. Remove work

damaged or defective and replace with perfect work without extra cost to owner.

5. All sewer and drainage pipes shall have a minimum slope 1%.

6. Vertical pipes shall be secured strongly by hooks to building framing. Provide suitable

bracket or chairs at the floors from which they start.

Where an end or circuit vent pipe from any fixtures or line of fixtures is connected to a

vent line serving other fixtures, connection shall be at least four (4) feet 1.20m above

floor in which fixtures are located, to prevent use of any vent line as a waste.

Horizontal pipes shall be supported by well-secured straphangers.

7. Connection of water closets to soil pipe shall be made by means of flanged plates and

asbestos packing without use of rubber putty of cement.

8. Make all joints air and water - tight; for jointing pipes, the following shall be used.

a. For PVC sewer pipes, caulk with PVC sealant.

b. Concrete pipes: bell and spigot or tongue and groove use yarning materials

and

Cement mortar.

c. UPVC Pipes-Use Teflon Tape or white lead when tightening threaded joints.

Rough – In

1. Provide correctly located opening of proper sizes where required in walls and floors for

passed of pipes.

2. All times to be embedded in concrete shall be thoroughly clean and free from all rust,

scale and paint.

3. All changes in pipes sizes on soil, wash and drain lines shall be provided with reducing

fittings or recesses reducers. For changes in pipes sizes provide reducing fittings.

4. High corrosive nature ground within site shall be taken into account by plumber.

Protective features shall be installed to prevent corrosion or all water pipes installed

underground.

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5. Extend piping to all fixtures, outlets an equipment from gate valves installed in the

branch near the riser.

6. All pipes shall be cut accurately to measurements, and worked into place without

springing or forcing.

7. Care shall be taken as not to weaker structural portion of the building.

Division IX. Painting Works

Scope of Work

1. Consists of furnishing all items, articles, materials tools, equipment, labor

scaffoldings, ladders, methods and other incidentals necessary and required for the

satisfactory completion of the work.

2. It covers complete painting and finishing of wood, plasters, concrete, metal or other

surfaces exterior or interior of building.

General Painting and surface finishing shall be interpreted to mean and include Sealers,

primers, fillers, intermediate and finish coats, emulsions, varnish, shellac, stain or

enamels.

1. All paint and accessory materials incorporated in or forming apart thereof shall be

subject to the prior approval and selection for color, tint, finish or shade by the

Architect.

2. In connection with the owner’s determination of color or tint of any particular surface

The depth of any color or tint selected or required shall in no instance be a subject for

an additional cost of the owner.

3. Painting of all surfaces, except as otherwise specified shall be three (3) coat work, one

primer and a finish cost.

1. All materials shall meet the requirements of paint materials under classification

Class “A” as prepared by the institute of Science Manila, use “BOYSEN”

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2. All paint shall be recommended by the manufacturer for the use intended and shall be

delivered to the jobsite in original containers with seals unbroken and labels intact.

3. Painting materials such as Linseed oil, turpentine, thinner, shellac, lacquer, etc. shall

be pure and of the highest quality obtainable and shall bear the manufacturer’s label

on each container or package.

4. Except for ready mixed materials in original containers, all mixing shall be done in

the jobsite. No materials are to be reduced, changed or mixed except as specified by

manufacturer of said materials.

5. Storage and Protection the resident engineer shall designate a place for the storage of

paint materials whenever it may be necessary to change this designated storage place,

the contractor shall promptly move to the new location. The storage space shall be

adequate protected from damage and paint. Paint shall be covered at all times and

safeguards taken to prevent fire.

6. All surfaces to be painted shall be examined carefully before beginning any work and

see that all work of other trades or subcontractor’s are installed in work manlike

condition to receive paint, stain or particular finish.

7. Before proceeding with any painting or finishing, thoroughly clean, sand and seal if

necessary by removing from all surfaces all dust, dirt, grease, or other foreign

substances which would affect either the satisfactory execution or permanency of the

work. Such cleaning of shall be done after the general cleaning executed under the

separate division of the work.

8. No work shall be done under conditions that are unsuitable for the production of good

results, nor at any time when the plastering is in progress or is being cured, or not dry.

9. Only skilled painters shall be employed in the work. All workmanship shall be

executed in accordance with the best acceptable practices.

10. Finish hardware, lighting fixtures, plates and other similar items shall be removed by

workmen skilled in these trades, or otherwise protected during panting operation and

reposition upon completion of each space.

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11. Neither paint nor any other finish treatment shall be applied over wet or damp

surfaces. Allow at least two (2) days for drying preceding coat before applying

succeeding coat.

12. Begin work only when resident Engineer has inspected and approved prepared

surface. Otherwise no credit for coat applied shall be given. The contractor shall

assume responsibility to recoat work in question. Notify engineer when particular coat

applied is complete, ready for inspection and approval.

Preparation of Surfaces

1. For bricks, concrete, cement or concrete blocks; cut out scratches, cracks abrasion

in plaster surfaces, openings and adjoining trim as required. Fill flush adjoining

plaster surface. When dry; and smooth and seal before priming coat application.

2. Tint plaster priming coat to approximate shade of final coat. Touch up section spots

in plaster or cement after first coat application, before applying second coat, to

produce even result in finish coat. Secure color schedules for rooms before priming

walls.

3. In cases of presence of high alkali conditions, neutralize surfaces by washing with

zinc Sulphate solution (3 pounds to a gallon of water). Allow to dry thoroughly,

brush free of crystals before priming.

4. Tiny undercoats of paint and enamel to same or approximate coat shade.

5. Sand smoothly woodwork to be finished with enamel or varnish; clean surface

before proceeding with first coat application. Use fine sand paper between coats on

enamel or varnish finish applied to wood to produce even smooth finish.

Varnishing

1. Sand wood surfaces with fine grade sand paper.

2. Do necessary puttying of nail holes, cracks etc. after first coat with putty of color to

match that of finish. Bring putty with adjoining surface in neat, workmanlike

manner.

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3. Wipe paste wood fillers, applied in open grain wood, when “set”, across wood grain.

Then with grain to secure clean surface.

4. Cover surfaces to be stained with uniform stain coat.

5. Tiny undercoats of paint and enamel to same or approximate coat shade.

6. Sand smoothly woodwork to be finished with enamel or varnish; clean surface

before proceeding with first coat application. Use fine sand paper between coats on

enamel or varnish finish applied to wood to produce even smooth finish.

Wipe dust off with clean cloth dampened with lacquer thinner.

7. Apply wood filler as per manufacturer’s specifications.

8. Apply approved stain in uniform coats until desired shade is achieved.

9. Apply finish coat as per manufacturer’s specifications.

Fire Code Requirements

All interior wooden structures shall be applied with Fire stopper Fire Retardant

solution applied as per manufacturer’s specifications. All other requirement as of the fire code

of the Philippines as far as they relate to this project shall likewise be complied with.

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BIBLIOGRAPHY

Books

Gillesania, Di.T. 2003, Structural Engineering and Construction. Third Edition. (Used as reference

material in the design computation). Pp. 150-250

Fajardo, M.B. Jr. 2000, Engineering Construction and Management Second Edition. (Used as

reference material in program of works). Pp.67-109

Fajardo, M.B. Jr. 2000, Engineering Project Estimates Second Edition. (Used as reference material

in estimates computation). Pp. All

Besavilla, V.I.Jr., 2007. Fundamentals of Reinforced Concrete.VIB Publisher, #2 Saint John Street,

Don Bosco Village, Punta Princesa Cebu. Pp. 161-245, 412-423

Unpublished books:

Tabinga, DC., 2008. Proposed Design and Construction of a 3- storey Dummy Bridge at the Western

Philippines University Puerto Princesa City. Pp. All

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