Structural Analysis

PROJECT : Construction of WPU-CAST Building 2 LOCATION: WPU-PPC Campus, Sta Monica, Puerto Princesa City OWNER: WESTERN PHILIPPINES UNIVERSITY SUBJECT : STRUCTURAL ANALYSIS

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Design Criteria, Constants and Assumption Design Loads: Dead Loads : Roofing Lumber Concrete Steel Ceiling Electrl acc. (misc)

= = = = = =

77.00 Pa 8.80 kN/cu.m 24.00 kN/cu.m 77.00 kN/cu.m 240.00 Pa 150.00 Pa

=

1000 Pa

= = =

750 Pa 750 Pa 750 Pa

Live Loads: Roof Live Load Floor Live Load Bedroom Hallway Stairs Wind Pressure Wind Velocity, zone 2

= 150 kph

a) On vertical plane surfaces of all buildings. b) On inclined surfaces. Pn = 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. Soil Bearing Capacity: Assumed

=

144 kPa

Strength of Materials: Compressive strength of concrete, fc’ = 21 MPa Yield strength of steel, fy = 275 MPa Technical Notations : P = total load acting on the truss Ls = tributary area in m2 w = weight of truss V = wind velocity Pn = normal wind pressure on a vertical surface P = normal wind pressure on a vertical surface A = effective width area, (m2) Ag = area of gross section, (mm2) Av = are of ties within a distance, (mm2) Cb = bending coefficient dependent upon moment Cs = stiffness factor d = depth of the beam DL = dead load 2

f’c = specified compressive stiffness of concrete, (Mpa.) fy = specified yield strength of steel, (Mpa.) Ld = development length, (mm.) LL = live load M = moment MFAB = 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 section N = number of bars or wires being developed along the plane of the splitting.  = strength of reduction factor\ Pu = ultimate axial load Qa = allowable soil pressure (Mpa.) qu = ultimate soil pressure R = governing radius of gyration (mm.) Ru = ultimate reaction S = 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 concrete Vs = shear strength Vu = 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 slab π = constant, equivalent of 3.1416 ρ = ratio of non pre-stress tension reinforcement to the concrete ρ = factored axial load (kN) Pb = nominal axial load strength at balance strain condition ρg = ratio of total reinforcement area to cross-sectional area of column ρn = nominal axial load strength at given electricity

Standards and References: 1. American Concrete Institute (ACI) 318-99 2. National Structural Code of the Philippines (NSCP ) Vol 1, 5th edition, 2001 3. National Building Code of the Philippines (Latest Edn.)

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Slab design Slab-1A When: It is one way slab 4.0  0.8  0.50  Two way slab 5.0 Minimum thickness perimeter t 180 5.00(2)  4.0(2)1000 t 180 t  100.22mm

D  100  50mm cov ering D  150mm. Covering (1m-strip) DL  0.150(1.00)(2.4)(9.81) DL  3.53kN / m. LL  2.4kN / m. Wu  1.40 DL  1.70 LL Wu  1.40(3.53)  1.70(2.4) Wu  4.9  4.08 Wu  8.98kN / m. From the table (negative moment at continuous edge), case 4 Ca.neg.  0.071

Cb.neg.  0.029 Ms  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.  0.039

Cb.neg.  0.016 Coefficient for live load positive moment in slab Ca.neg.  0.048 Cb.neg.  0.020 Along short direction  MsDL  0.039(4.9)(4) 2  MsDL  3.06kN.m  MsLL  0.016(4.08)(4) 2  MsLL  1.04kN.m.  M TS  4.1kN.m. Along long direction

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 MsDL  0.048(4.9)(5) 2  MsDL  5.88kN.m.  MsLL  0.020(4.08)(5) 2  MsLL  2.04kN.m.  Mbt  7.92kN.m. Negative moment @ discontinuous edges equals 1/3 of positive moment 1  Ms  (4.10)  1.367kN.m. 3 1  Ms  (7.92)  2.64kN.m. 3 Along short direction Mid span Mu  fc ' bd 2 (1  0.59 ) Mu  4.10kN.m.

4.10 x10 6  0.90(21)(1000)(150) 2  (1  0.59 )  (1  0.59 )  0.0096

 2  1.69  0.0163  0 

 1.69 

1.692  4(1)(0.0163) 2(1)

  0.01 fc' 

fy 0.01(21)  275   0.00076 As  bd As  0.00076(1000)(150) As  114.55 Use 12mm.  Bars 1000  (12) 2  114.55 S 4 S  987.32mm 2 say : 900mm 2

Continuous edge Mu  6.51kN.m. Mu  fc' bd 2 (1  0.59 ) 6.51x106  0.90(21)(1000)(150) 2  (1  0.59 )  (1  0.59 )  0.015   0.18 fc' 0.18(21)    0.014 fy 275 As  bd As  0.014(1000)(150) As  2,100mm 2 Using 12mm 

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1000  (12) 2  2,100mm 2 S 4 S  53.86mm. say  50mm.O.C. Discontinuous edge Moment is only 1/3 at mid span Bent up two of every three bottom bars. Slab – 2A S 3.0   0.75  0.50 Two way slab L 4.0

Minimum thickness

perimeter 180 4.0(2)  3.0(2)(1000) t 180 t  77.78 D  77.78  50mm(covering ) t

D  120mm. Covering (1m-strip) DL  3.53kN / m LL  2.4kN / m. Wu  1.40 DL  1.7 LL Wu  1.40(3.53)  1.7(2.4) Wu  8.98kN / m.

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

Ca.neg.  0.076 Cb.neg.  0.024 Ms  CsL2 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.  0.043 Cb.neg.  0.013

Coefficient for the live-load positive moment in slab

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Ca.neg.  0.052 Cb.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  M TS  2.374kN  m. Along long direction  MsDL  0.052(4.9)(4) 2  MsDL  4.077kN  m.  MsLL  0.016(4.1)(4) 2  MsLL  1.05kN  m.  MsbT  5.127kN  m.

Negative moment @ discontinuous edge equal 1/3 of positive moment. 1  Ms  (2.374)  0.79 3 1  Ms  5.127  1.704 3

Along short direction

Mu  fcbd 2  1  0.59  Mu  2.37 kN  m. 2.374x10 6  0.90211000120  1  0.59   1  0.59   0.0087   0.01 2

0.0121  0.00066 fy 275 As  bd  0.000661000120



fc



As  79.2mm 2

Use 12mm.  Bars

 122 S

4

1000

79.2 S  1000mm.

 1427.99mm.

Continuous edge

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Mu  6.14kN.  m. Mu  fcbd 2  1  0.59  6.14 x10 6  0.90211000120  1  0.59  2

 1  0.59   0.0226   0.02 fc' 0.0221    0.00168

fy 275 As  bd  0.001681000120 As  201.6mm. 2

Use 12mm.  Bar 1000  12  201.6 S 4 S  560.99mm. 2

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

d  120  50  70mm Mu  5.127kN  m. Mu  fcbd 2  1  0.59  5.127 x10 6  0.9021100070  1  0.59   1  0.59   0.0554 2

  0.05 fc 0.0521    0.00411

fy 275 As  bd  0.00411100070 As  287.7mm.

Use 12mm.  Bar

 12 2

1000  4  393 .11mm 287 .7 say : 300 mm. S

Continuous edge 8

Mu  3.45kN  m. Mu  fcbd 2  1  0.59  3.45x10 6  0.40211000120  1  0.59  2

 1  0.59   0.0127   0.013 fc 0.01321    0.001

fy 275 As  bd  0.0011000120 As  119.13mm 2

Use 12mm  Bar

 12 2

1000  4 S  949 .36 mm. 119 .13 say : 900 mm. Discontinuous edge Moment is only 1/3 at mid span, bent up two every three bottom bars.

Beam Design

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LL  2.5kN / m. DL  3.5kN / m. Wu  1.4 DL  1.7 LL Wu  1.43.5  1.72.5 Wu  9.57kN / m. WuL2 9.874    19.14kN  m. 8 8 L 9.574  R   19.14kN. 2 2 0.85 fc'  600 0.85210.85600 b   fy600  fy 275600  275 b  0.0378 2

Mu 

 max  0.750.0378  0.02835 assume :  

1 1  max  0.028 2 2

  0.014 fy 0.014275    0.18 fc'

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Mu  bd 2  1  0.59  Mu  bd 2 R R  fc'  1  0.59 

R  210.181  0.590.18 R  3.38Mpa.

d

Mu bR

assume : b  200 d

19.14 x10 6 0.902003.38

d  177.37mm.

Total depth:

177.37  50  227.37mm. say : d  300mm As  bd As  0.014200300 As  840mm 2 Using 16mm.  RSB

10

n

840

 162

4 n  4.18 say : 4 pcs  16mmRSB

WuL  Wud 2 L1 d   26 L 4 d        0.333  12   12  9,5704 Vu   9,5700.333 2 Vu  17,546.60 N . Vu 

Shear force that a concrete can carry 1 fc' bd 6 1 21200300 Vc  6 Vc  187.08 N Vc 

Vc  0.85187.08  159.02

 It needs reinforcement

1 159.02 Vc   79.51N  Vu 2 2

For nominal shear strength

Vs 

Vu



 Vc

17,546.60  170.29 0.85 Vs  20,469.24 N . Vs 

Use 10mm.  Stirrups Av  2 As Av  2

 4

102  157mm2

Spacing of stirrups Avfyd Vs 157 275 300  S 20 ,469 .29 S  632 .76 mm S

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Check if Vs  1 3

1 fc' bd 3

21200300  374.17

Maximum spacing max.S 

d 300   150 2 2

Checks on minimum area requirements Av 

bs 200150   36.36mm2 3 fy 3275

Av  36.36mm2  157mm.2

 use,10mm. steelbars 

Beam -2A

DL  2.5kN / m. LL  3.5kN / m. Wu  1.40 DL  1.70 LL Wu  9.57kN / m. WuL2 9.575.7    38.87kN / m. 8 8 wL 9.575.7  R   27.27kN. 2 2 0.85 fc'  600 0.85210.85600 b   fy600  fy 275600  275 b  0.038 2

Mu 

 max  0.028   0.014 fy  fc   0.24

R  4.33MPa. b  300mm. d  350mm. As  bd

As  0.014300350 As  1470mm2

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No. of 16mm.  RSB. 1470  7.31  16 2 4 n  8 pcs.  16 mm.RSB n

WuL  Wud 2 L  5.7  d    0.48 2  12  9,5705.7  Vu   9,5700.48 2 Vu  22,680.9 N . Vu 

Shear force that a concrete can carry

1 1 fc' bd  6 6 Vc  247.49 N . Vc 

21300350

Vc  0.85247.49  210.36 N . 1 210.36 Vc   105N .  Vu 2 2

It needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

22,680.9  247.49 0.85 Vs  26,435.92 N . Vs 

Using 10mm.  stirrups

Av  2 As

 2 d 4 Av  150 mm 2 Av  2

Spacing of stirrups Avfyd Vs 157 275 350  S 26 ,435 .92 S  571 .62 mm. S

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1 Check if Vs  3 1 3

fcbd

21300350  494.97kN.

Maximum spacing max.S 

d 300   150 2 2

Check on minimum area requirements Av 

bs 300150   54.54 3 fy 3275

Av  54.54mm2  157mm.  use,10mmbar

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Beam – 4A and 7A

15

WuL2 8.985  8 8 Mu  28.06kN. / m. wl 8.985 R   22.45kN. 2 2 b  0.0378  max  0.75b  2

Mu 

 max  0.028 1  max 2   0.014





fy

fc   0.18

Mu  fc' bd 1  0.59  Mu  bd 2 R

R  fc'  1  0.59  R  3.38

b  200 d  300 As  bd

As  0.014200300 As  840mm

840  4.2  162 4 n  4 pcs  16mm.bar. n

WuL  Wud 2 L 5 d      0.417 2  12  8.98x103 5 Vu   8.98x103 0.417 2 Vu  18,705.34 N . Vu 

Shear force that a concrete can carry

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1 1 fc' bd  21200300 6 6 Vc  187.08N Vc 

Vc  0.85187.08  159.02 N .

1 159.02 Vc   79.51N .  Vu 2 2 It needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

18,705.34  187.08 0.85 Vs  21,819.20 N Vs 

Using 10 mm.  stirrups

Av  2 As

 2 d 4 Av  157 mm 2 Av  2

Spacing of stirrups Avfyd Vs 157 275 300  S 21,819 .20 S  593 .63 mm. S

1 Check if Vs  3

1 3

fc ' bd

21200300  374.17

Maximum spacing

max.S 

d 300   150 2 2

Check on minimum area requirements

17

Av 

bs 200150   36.36 3 fy 3275

Av  36.36mm2  157mm.  use,10mm.bar.

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Beam -4A Wu  1.40 DL  1.70 LL

Wu  1.402.1  1.701.5 Wu  5.49kN / m. WuL2 5.494  Mu    10.98kN / m. 8 8 wL 5.494  R   10.98kN. 2 2 b  0.0378   0.014 2

  0.18 assume : b  150 d

Mu bR

d

10.98 x106 0.901503.38

d  155.12mm. total, depth  155.12  50  205.12 say : 200mm As  bd

As  0.014150200 As  420mm2

Using 16 mm.  RSB 420  2.24  16 2 4 say : 3 pcs  16 mm .RSB.

n

19

WuL  Wud 2 L1 d   26 L 4 d   0.333 12 12 95704  Vu   95700.333 2 Vu  15,953.19 N . Vu 

Shear force that a concrete can carry 1 fc' bd 6 1 21150200 Vc  6 Vc  132.29 N . Vc 

Vc  0.85132.29  112.45 1 112.45 Vc   56.22 N .  Vu 2 2

It needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

15,953.19  132.29 0.85 Vs  18,636.17 N . Vs 

Using 10 mm.  stirrups

Av  2 As

 2 d 4 Av  157 mm 2 Av  2

Spacing of stirrups Avfyd Vs 157 275 200  S 18,636 .17 S  463 .35 mm. S

1 Check if Vs  3 fc' bd

20

1 3

21150200  264.58

Maximum spacing max.S 

d 200   100 2 2

Check on minimum area requirements Av 

bs 200 100    24 .24 mm 2 . 3 fy 3275 

Av  24 .24 mm 2 .

21

Beam – 9A DL  1.8kN / m. LL  1.5kN / m. Wu  5.07kN / m. Mu  10.14kN / m. Ru  10.14kN / m. b  0.0378

  0.014   0.18 R  3.38MPa. d

Mu bR

d

10.14 x106 0.901503.38

d  149mm  50  199.07mm. say : 200mm. As  bd

As  0.014150200 As  420mm.2

Using 16 mm.  RSB

22

420  1.68  162 4 say : 2  3 pcs  16mm.RSB

n

WuL  Wud 2 d  0.333

Vu 

50784   50780.333 2 Vu  8,451.69 N . Vu 

Shear force that a concrete can carry 1 fc' bd 6 1 21150200 Vc  6 Vc  132.29 N . Vc 

Vc  0.85132.29  112.45 N . 1 112.45 Vc   56.23N  Vu 2 2

It needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

8,451.69  132.29 0.85 Vs  9,810.87 N . Vs 

Using 10 mm.  bars

Av  3 As Av  2 Av  2

 4



d 2 102

4 Av  157mm2 Spacing of stirrups

Avfyd Vs 157 275 200  S 9,810 .87 S  880 .146 mm. S

23

1 Check if Vs  3 1 3

fcbd

21150200  264.58

Maximum spacing max.S 

d 200   100 2 2

Check on minimum area requirements

bs 150100   18.18 3 fy 3275 Av  18.18  157mm  use  10mm. Av 

24

Beam – 6A

25

WuL2 8.983   10.10kN / m. 8 8 wL 8.983 Mu    13.47kN. 2 2 b  0.0378  max .  0.75b 1 assume :    max . 2   0.014 fy  fc   0.18 R  3.38kN. 2

Mu 

d

Mu bR

assume : b  150mm. d

10.10 x106 0.901503.38

d  148.78mm.

148.78  50covering   198.78mm. say : 200mm. As  bd As  0.18150200 As  420mm.2

Using 16 mm. diameters RSB.

420  2.08  162 4 say : 2  5 pcs.  16mm.RSB. WuL Vu   Wud 2 L 3 d   0.25 12 12 8,9803 Vu   8,9800.25 2 Vu  11,225N . n

26

Shear force that a concrete can carry 1 fcbd 6 1 21150200 Vc  6 Vc  170.78N . Vc 

Vc  0.85170.78  145.165 1 145.165 Vc   72.58  Vu 2 2

It needs reinforcement. For nominal shear strength

Vs 

Vu



 Vc

11,225  170.78 0.85 Vs  13,035.10 Vs 

Using 10 mm. diameter stirrups

Av  2 As

 2 d 4 Av  157 mm 2 Av  2

Spacing of stirrups Avfyd Vs 157 275 200  S 13,035 .10 S  662 .44 mm. S

Check if 1 3

Vs 

1 3

fc' bd

21150200  265.58

Maximum spacing max.S 

d 200   100 2 2

27

Checks on minimum area requirements

bs 150100   18.18mm2 3 fy 3275 Av  18.18  157mm.  use : 10mm. Av 

28

Beam @ deck Beam -7B

L  5.0m. LL  1.9kN / m. DL  3.33kN / m. Wu  7.89kN / m. WuL2 7.895.0  Mu    24.66kN  m. 8 8 wL 7.895 R   19.73kN. 2 2 b  0.04  max .  0.03 1    max . 2 fy 0.015275    0.20 fc' 21 R  3.70 b  200mm. 2

d

Mu bR

d

24.66 x106 0.902003.70

d  192.42mm 192.42mm  50covering   242.50 say : 250mm. As  1,129.5mm2

Using 16mm. diameter RSB. 1,129 .5  5.62  16 2 4 n  6 pcs.  16 mm.RSB n

WuL  Wud 2 L 5 d   0.42 12 12 7.895 Vu   7.890.42 2 Vu  16.41kN. Vu 

29

Shear force that a concrete can carry 1 fc' bd 6 1 21200250 Vc  6 Vc  170.78N . Vc 

Vc  0.85170.78  145.165 1 145.165 Vc   72.58  Vu 2 2

It is needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

16,411.2  170.72 0.85 Vs  19,136.57 N . Vs 

Using 10 mm. diameter stirrups

Av  2 As

 2 d 4 Av  150 mm 2 Av  2

Spacing of stirrups Avfyd Vs 150 275 250  S 19 ,136 .57 S  538 .89 mm. S

Check if

1 3

Vs 

1 3

fc' bd

21200250  341.57 N .

Maximum spacing max .S 

250  125 2

Check on minimum area requirements 30

Av 

bs 200 125    30 .30  157 mm 2 3 fy 3275 

Used 10mm. diameter RSB

31

Beam -1B, 8B, and 9B

Wu  1.4DL   1.7LL Wu  1.43.33  1.71.9  Wu  7.892kN / m. WuL 7.8324  Mu    15.78kN / m. 8 8 wL 7.8324  R   15.78kN. 2 2 b  0.04  max .  0.03 1    max . 2   0.015 0.015275  0.20 fc 21 R  fc' 1  0.59 



fy



R  210.201  0.590.20 R  3.70 d

Mu bR

d

15.78 x106 0.902003.70

d  153.93mm

153.93  50covering   203.93mm. say : 250mm. b  200mm. As  bd As  0.015200250 As  1,129.5mm2 Using 16mm. diameter RSB n

1,129 .5  5.62 , say : 6 pcs.  16 mm.RSb  16 2 4

32

WuL  Wud 2 L 4 d     0.3 12  12  7.89kN / m.4 Vu   7.890.3 2 Vu  13.14kN. Vu 

Shear force that a concrete can carry 1 fc' bd 6 1 21200250 Vc  6 Vc  170.78 Vc 

Vc  0.85170.78  145.165 1 145.165 Vc   72.58kN.  Vu 2 2

It is needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

13,410  170.78 0.85 Vs  15,605.69 Vs 

Using 10 mm. diameter stirrups

Av  2 As

 2 d 4 Av  150 mm 2 Av  2

Spacing of stirrups Avfyd Vs 150 275 250  S 15,605 .69 S  660 .81mm. S

Check if

Vs 

1 3

fc' bd

33

1 3

21200250  341.57

Maximum spacing max.S 

250  125mm. 2

Check on minimum area requirements Av 

bs 200125   30.30mm2 3 fy 3275

Av  30.30mm  157mm2  use.  10mm.RSB.

34

Beam -6B

L  3m LL  1.9kN / m. DL  3.33kN / m. Wu  7.89kN / m. WuL2 7.893 Mu    8.88kN  m. 8 8 wL 7.893 R   11.48kN. 2 2 b  0.04 2

 max .  0.03 1  max 2   0.015   0.20 R  3.70; b  200mm.



d

Mu bR

d

8.88 x106 0.902003.70

d  115.47  50covering   165.47 say : 200mm. As  bd As  0.015200200 As  600mm2 Using 16 mm. diameters RSB. 35

600  2.98 pcs.  16 2 4 say : 3 pcs  16 mm.RSB

n

WuL  Wud 2 L 3 d   0.25 12 12 7,8903 Vu   7,8900.25 2 Vu  9,862.5 N . Vu 

Shear force that a concrete can carry 1 fcbd 6 1 21200200 Vc  6 Vc  152.75N . Vc 

Vc  0.85152.75  129.84 1 129.84 Vc   67.90  Vu 2 2

It needs reinforcement For nominal shear strength

Vs 

Vu



 Vc

9,862.5  152.75 0.85 Vs  11,450.19 N . Vs 

Using 10 mm. diameter stirrups

Av  2 As Av  150mm2 Spacing of stirrups Avfyd Vs 150 275 200  S 11,450 .19 S  720 .51mm. S

36

Check if Vs  1 3

1 fc' bd 3

21200200  305.51  Vs

Maximum spacing max .S 

200  100 2

Check on minimum area requirements Av 

bs 200100   24.24 3 fy 3275



Av  24.24  157mm2



 use : 10mm.

37

Beam -2B

38

L  5.7 m. LL  1.9kN / m. DL  3.33kN / m. Wu  7.89kN / m. WuL 7.895.7  Mu    22.49kN  m. 8 8 wL 7.895.7  R   22.49kN. 2 2 b  0.04  max .  0.03 1  max . 2   0.015   0.20 R  3.70 assume : b  250



d

Mu bR

d

32.04 x106 0.902503.70

d  196.18  50covering   246.18mm say : 300mm. As  bd As  0.015200300 As  900mm2 Using 16mm diameter RSB

900  4.47  162 / 4 say : 5 pcs.  16mm.RSB

n

WuL  Wud 2 L 5.7 d   0.48 12 2 7.895.7  Vu   7.890.48 2 Vu  18.69kN. Vu 

Shear force that a concrete can carry

39

1 fc' bd 6 1 21250300 Vc  6 Vc  209.17 Vc 

Vc  0.85209.17  177.79 1 177.79 Vc   88.90  Vu 2 2

For nominal shear strength

Vs 

Vu



 Vc

198,699.3  209.17 0.85 Vs  21,790.00 N . Vs 

Using 10 mm. diameter stirrups Abfyd Vs 150 275 300  S 21,790 .0 S  567 .92 mm. S

Check if Vs 

1 3

fcbd

1 21250300  418.33 3

Maximum spacing

max.S 

300  150 2

Check on minimum area requirements

bs 300150  3 fy 3275 As  54.54  157mm.  use : 10mm.RSB As 

40

41

Design of Column Column -1B, 3B and 4B Pu  19 ,730 N . use :   0.70

Limits of reinforcement for tied column

g  0.01  0.08 try : g  0.03 Pu  0.800.85 fc1  g   fyg  19,730 N . Ag  0.5617.31  8.25 Ag 

Ag  1,378.37mm.2 h 2  1,378.37mm2 h  37.13mm. try : 300mm.x300mm. Ag  90,000mm2 As  gAg  0.0390,000 As  2,700mm2

Using 16mm. diameter RSB

2700  13.43 201.062 say : 14 pcs.  16mm.RSB As 2700 g    0.03  ok Ag 90,000

n

Spacing of lateral ties 10 mm. diameter

S  4810  480mm. S  1616  256mm. S  300mm.least dim ension

Pu   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  1,237,118.4 N .  19,730 N .  safe 42

43

Column -1A Pu  10 .14 kN. use :   0.70

Limits of reinforcement for tied column

g  0.01  0.08 try : g  0.03 Pu  0.800.85 fc' 1  g   fyg  0140 Ag  0.700.800.85211  0.03  2750.03 Ag 

Ag  708.60mm2 h 2  708.60mm2 h  26.62mm. try : 350mm.x350mm. Ag  122,500mm. As  gAg  0.03122,500 As  3,675mm2

Using 25mm. diameter RSB

3675  7.5 490.87 say : 8 pcs. As 3675 g    0.03  ok Ag 122,500

n

44

Spacing of lateral ties 10mm.diameter

S  4810  480mm. S  2510  250mm. S  300mmleast dim ension

Pu   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

45

Column -2B

46

Pu  22.49kN. try : g  0.03 Pu  0.800.85 fc' (1  g )  fyg  22,490 Ag  0.700.800.85211  0.03  2750.03 Ag 

Ag  1,571.63mm2 h 2  1,571.63mm2 h  39.64 try : 300mx300mm. Ag  90,000mm2

As  gAg  0.0390,000 As  270mm2

Using 16 mm. diameter RSB

2700  13.43 201.062 say : 14 pcs.  16mm.RSB As 2700 d    0.03  ok Ag 90,000

n

Spacing of lateral ties 10 mm. diameter

S  4810  460mm. S  1616  256mm. S  300mm.least dim ension

Pu   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  22,490.0 N .  safe

47

Column -2A

Pu  27.27kN. try : g  0.03 Pu  0.800.85 fc' (1  g )  fyg  27,270 Ag  0.700.800.85211  0.03  2750.03 Ag 

Ag  1,905.66mm2 h 2  1,905.66mm2 h  43.65 try : 350mx350mm. Ag  122,500mm2

As  gAg  0.03122,500 As  3,675mm2 Using 25 mm. diameter RSB

48

3675  7.5 490.87 say : 8 pcs.  16mm.RSB As 3675 d    0.03  ok Ag 122,500

n

Spacing of lateral ties 10 mm. diameter

S  4810  460mm. S  1616  256mm. S  300mm.least dim ension

Pu   0.800.85 fc'  Ag  Ast   fyAst Pu  0.700.800.8521122,500  3675  2753675 Pu  1,753,724N .  27,270N .  safe

49

Column -3A

Pu  19.14kN. try : 0.03 19140 14.31 Ag  1337.53 Ag 

h 2  1337.53 h  36.57 try : 350mmx350mm. Ag  122,500mm. As  gAg  0.03122,500 As  3675mm2 .

Using 25 mm. diameter RSB

3675  7.5 490.87 say : 8 pcs.  16mm.RSB As 3675 d    0.03  ok Ag 122,500

n

Spacing of lateral ties 10 mm. diameter

S  4810  460mm. S  1616  256mm. S  300mm.least dim ension

Pu   0.800.85 fc'  Ag  Ast   fyAst Pu  0.700.800.8521122,500  3675  2753675 Pu  1,753,724N .  1,940.0 N .  safe

50

Column -4A Pu  38,240N . 38,240 Ag  14.13 Ag  2,706.30 h 2  2,706.30 h  52.02 try : 350mmx350mm. Ag  122,500

As  gAg  0.03122,500 As  3,675mm2

Using 25 mm. diameter RSB 51

3675  7.5 490.87 say : 8 pcs.  16mm.RSB As 3675 d    0.03  ok Ag 122,500

n

Spacing of lateral ties 10 mm. diameter

S  4810  460mm. S  1616  256mm. S  300mm.least dim ension

52

FOOTING DESIGN

Footing -1

Pu  29,870 N . Pu A 29,870 N . A 1701000

qa 

A  0.176m 2 For square footing

L  0.175 L  0.42 try : 1.5mx1.5m A  1.51.5  2.5m 2 b 2  2.25m 2 b  1.5m.

Net ultimate upward soil pressure

qu 

29,870 N .  13,275.55 N / m. 2.25m 2

 0.58  Mu  13,275.551.50.58   2  Mu  3,349.42 N  m.

2

53

Compute W, Ru

1.40 1.40   0.0051 fy 275 fy 0.0051275    0.067 fc' 21 Ru  fc' 1  0.59 

 min . 

Ru  0.067211  0.590.067 Ru  1.35MPa. d  350  50  1.5

d  350  50  1.516 d  276mm. t  d  1.5  cov ering t  276  1.516  50 t  350mm. Check for bending shear



Vu  13,275.55 1.5  0.626 2

2



Vu  24,667.62N . Actual punching shear Vu Vn  bod bo  4c  d  bo  4350  276 bo  2504 24,667.62 Vn  0.852.5040.276 Vn  43,382.42Pa.

Actual beam shear Vu 13,275 .55 1.50.350  Vn   bd 0.85 1.50.226  Vn  24 ,187 .62 Pa.  0.024 MPa. Allowable beam shear ACI code 54

1 1 fc '  21  0.76 MPa. 6 6 Vu  0.76 Mpa.  Vn 0.024 MPa.  safe Vu 

Compute for required reinforcement As  bd

As  0.00511500226 As  1728.9mm 2

Using 16mm. diameter RSB 1728 .9 n  8.59 201 .061 say : 9 pcs.  16 mm.RSB.bothways

55

Footing -2

Pu  49,760 N . Pu A 49,760 N . A 1701000

qa 

A  0.293m 2 For square footing

L  0.293 L  0.42 try : 1.2mx1.2m A  1.21.2   1.44m 2 b 2  1.44m 2 b  1.2m.

Net ultimate upward soil pressure

qu 

49,760 N .  34,555.56 N / m. 1.44m 2

 0.45  Mu  34,555.561.2 0.45   2  Mu  5,038.20 N  m.

2

56

Compute W, Ru

1.40 1.40   0.0051 fy 275 fy 0.0051275    0.067 fc' 21 Ru  fc' 1  0.59 

 min . 

Ru  0.067211  0.590.067 Ru  1.35MPa. d  300  50  1.5 d  300  50  1.516 d  231mm.

t  d  1.2  cov ering t  231  1.216  50 t  300.2mm. Check for bending shear



Vu  34,555.56 1.2  0.531 2

2



Vu  40,016.69N . Actual punching shear Vu Vn  bod bo  4c  d  bo  4300  231 bo  2324mm. 40,016.69 Vn  0.852.1240.231 Vn  87,694.86Pa.

Actual beam shear 57

Vu 34 ,555 .56 1.20.300   bd 0.85 1.2 0.231  Vn  5,279 .69 Pa.  0.053 MPa. Vn 

Allowable beam shear ACI code 1 1 Vu  fc '  21  0.76 MPa. 6 6 Vu  0.76 Mpa.  Vn 0.053 MPa.  safe Compute for required reinforcement As  bd

As  0.00511200231 As  1,413.72mm 2

Using 16mm. diameter RSB 1,413 .72 n  7.13 201 .061 say : 7 pcs.  16 mm.RSB.bothways

58

Footing -3

Pu  38,870 N . Pu A 38,870 N . A 1701000

qa 

A  0.229m 2 For square footing

L  0.229 L  0.48 try : 1.5mx1.5m A  1.51.5  2.5m 2 b 2  2.25m 2 b  1.5m.

Net ultimate upward soil pressure 59

qu 

38,870 N .  17,275.56 N / m. 2.25m 2

 0.6  Mu  17,275.561.50.6    2  Mu  1,399.32 N  m.

2

Compute W, Ru

1.40 1.40   0.0051 fy 275 fy 0.0051275    0.067 fc' 21 Ru  fc' 1  0.59 

 min . 

Ru  0.067211  0.590.067 Ru  1.35MPa. d  300  50  1.5 d  300  50  1.516

d  226mm. t  d  1.5  cov ering t  226  1.516  50 t  300mm. Check for bending shear



Vu  17,275.56 1.5  0.526 2

2



Vu  34,090.28N . Actual punching shear Vu Vn  bod bo  4c  d  bo  4300  226 bo  2,104 34,090.28 Vn  0.852.1040.226 Vn  84,344.64Pa. 60

Actual beam shear Vu 17 ,275 .56 1.50.300  Vn   bd 0.85 1.50.226  Vn  17 ,986 .01Pa.  0.084 MPa. Allowable beam shear ACI code 1 1 Vu  fc '  21  0.76 MPa. 6 6 Vu  0.76 Mpa.  Vn 0.084 MPa.  safe Compute for required reinforcement As  bd

As  0.00511500226 As  1728.9mm 2

Using 16mm. diameter RSB 1728 .9 n  8.59 201 .061 say : 9 pcs.  16 mm.RSB.bothways

61

Footing -4

Pu  57,970 N . Pu A 57,970 N . A 1701000

qa 

A  0.341m 2 For square footing

62

L  0.341 L  0.42 try : 1.6mx1.6m A  1.61.6   2.56m 2 b 2  2.56m 2 b  1.6m.

Net ultimate upward soil pressure

qu 

57,970 N .  22,644.53N / m. 2.56m 2

 0.63  Mu  22,644.531.6 0.63   2  Mu  2,264.88 N  m.

2

Compute W, Ru

1.40 1.40   0.0051 fy 275 fy 0.0051275    0.067 fc' 21 Ru  fc' 1  0.59 

 min . 

Ru  0.067211  0.590.067 Ru  1.35MPa. d  350  50  1.5 d  350  50  1.516

d  276mm. t  d  1.5  cov ering t  276  1.516  50 t  350mm. Check for bending shear



Vu  22,644.53 1.6  0.626 2

2



Vu  43,096.149N . Actual punching shear 63

Vu bod bo  4c  d  bo  4350  276 bo  2504 43,096.149 Vn  0.852.5040.276 Vn  73,362.84Pa. Vn 

Actual beam shear Vu 22 ,644 .531.6 0.350  Vn   bd 0.85 1.6 0.226  Vn  41,257 .602 Pa.  0.0413 MPa. Allowable beam shear ACI code 1 1 Vu  fc '  21  0.76 MPa. 6 6 Vu  0.76 Mpa.  Vn 0.0413 MPa.  safe Compute for required reinforcement As  bd

As  0.00511600226 As  1844.16mm 2

Using 16mm. diameter RSB 1844 .16 n  9.17 201 .061 say : 10 pcs.  16 mm.RSB.bothways

64

CHAPTER IX PROJECT PLANNING AND SCHEDULING

Table No. 5 Manpower Schedule

65

Skilled Non-Skilled

Duration 1st

2nd

3rd

4th

Quarter 98

Quarter 98 days

Quarter 98 days

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

Table No. 6 Schedule of Equipments Light and Heavy Equipment

Duration (Quarterly) 1st

2nd

3rd

4th

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

66

Table No. 7 Capabilities of Manual Labor per Hour Item

Type of work

Capability

1. dozer

a. clearing b. stripping c. excavation d. quarrying e. pushing

500 sq.m./hr. 200 sq.m./hr. 25 cu.m./hr. 50 cu.m./hr. 3 sq.m./hr.

2. grader

a. sub-graving b. spreading

300 sq.m./hr 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 rolling 12 passes - 15 cm. lift

roller

6. no. 3w road roller

7. tractor-drawn roller (1-d)

b. vibrator rolling 4 passes - 15 cm. lift

a. static rolling 6 passes - 20 cm. lift

135 cm./hr.

24 cmph

a. vibrator rolling 67

6 passes-20 cm. lift 8. tandem roller

9. 5-T dump truck

a. static rolling 6 passes-20cm. Lift a. hauling common barrow b. hauling selected borrow base course

240 cmph

24 cmph 3.5 cmpt 5 cmpt

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

Table No. 7 Capabilities of Manual Labor per Hour

CAPABILITIES OF EQUIPMENT Item

Type of work

Capability

1. dozer

a. clearing b. stripping c. excavation d. quarrying e. pushing

500 sq.m./hr. 200 sq.m./hr. 25 cu.m./hr. 50 cu.m./hr. 3 sq.m./hr.

2. grader

a. sub-graving b. spreading

300 sq.m./hr 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 rolling 12 passes - 15 cm. lift

roller

6. no. 3w road roller

7. tractor-drawn roller (1-d)

8. tandem roller

9. 5-T dump truck

b. vibrator rolling 4 passes - 15 cm. lift a. static rolling 6 passes - 20 cm. lift

135 cm./hr. 24 cmph

a. vibrator rolling 6 passes-20 cm. lift

240 cmph

a. static rolling 6 passes-20cm. Lift

24 cmph

a. hauling common barrow b. hauling selected borrow base course

3.5 cmpt 5 cmpt

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

68

Table No. 9 Schedule of Work Item A B C D E F G H I J K L M N O P Q R S T U V W X Y Z A1 A2

Description Mobilization Site Clearing Construction of temporary fences Storage Layout and Staking out Excavation/Digging for Foundation/ Footings Gravel Bedding Soil poisoning Fabrication of Footing Rebars Installation of footing rebars Fabrication of Footing Tie Beam Rebars Concrete Pouring on Footing Installation of ground floor column form works Installation of ground floor column rebars Concrete pouring on Ground Floor Column Fabrication and installation of beam at second Floor, Form works. Fabrication and installation of beam at second floor Concrete pouring on second floor beam Fabrication and Installation of first floor formworks Fabrication and installation of first floor slab rebars Concrete pouring on first floor slab Fabrication and installation of second floor column formworks Fabrication and installation of second floor column rebars Concrete pouring on first floor column Fabrication and installation of formworks (beams and girders) Fabrication of installation of beams Concrete pouring on second floor beams and girders. Fabrication and installation of second floor.(slab formworks)

Precedence None A A B,C D E F I H I I,G D K,G M N O

Duration 8 2 7 6 3 4 12 2 10 6 6 8 4 4 5 8

O

2

Q R,T

3 3

R,S

2

S,T T

5

S

6

A28 X,A25

10 4

Y T

15 5

Z

5

Precedence

Duration

A1,Z

5

A8,A20 A4,A31

15 10

A4

7

Table No. 9 Schedule of Work Item A3 A4 A5 A6

Description Fabrication and installation of second (slab rebars) Concrete pouring on second floor slab. Fabrication and installation of admin column formworks Fabrication and installation of admin column rebars

69

A7 A8 A9 A10 A11 A12 A13 A14 A15 A16 A17 A18 A19 A20 A21 A22 A23 A24 A25 A26 A27 A28 A29 A30

Concrete pouring on admin column Fabrication and installation of formworks last deck (beams) Fabrication and installation of rebars last deck (beams) Concrete Pouring of beams on last deck Installation of windows Installations of glass wall Installation of doors Fabrication and installation of slab on fill Concrete pouring of slab on fill Installation of CHB wall partition on ground floor Installation of CHB wall partition Installation of carpentry works on second floor Plastering and finishing of CHB wall and partition Installation of doors and windows glazing Plumbing at ground floor Plumbing at second floor Tile setting at first floor Tile setting at second floor Installation of roof drain system Column design and finishes works Installation of fixtures Finishing of floor thru red cement Painting works Demobilization

A5,A6 A7

5 8

A7

8

A9 A9,A8 A11,A10 A12 A13 A12 A15 A19 A14 A2

8 9 12 12 15 10 7 6 15 20

A16 A19,A18 A21 A19 A23 28 A5 A22 U A23 A29

5 12 10 5 5 4 5 10 5 10 10

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

CHAPTER X CONSTRUCTION METHOD Preliminary Work Plan 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.

100

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 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 101

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 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.

102

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 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. 103

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

Sand

:

Gravel

Class “A” -

1

2

4

Class “B”

1

2½

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

104

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 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

105

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 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

106

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 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. 107

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.

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:

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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 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 109

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. 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.

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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. 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 111

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. 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.

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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. 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

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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. 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. 114

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. 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.

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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” 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. 116

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. 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

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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. 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. 118

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.

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

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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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