2 Storey Residential
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PROJECT: Proposed 2-Storey House (Peralta Residence) OWNER: Apolinario B. Peralta LOCATION: Lot 8 Blk 38 Sub-Blk C 155 KKK St. Brgy 150 Bagong Barrio Caloocan City Date: December 12, 2016 BILL OF MATERIALS Item No. Description Unit 1.0 lot GENERAL REQUIREMENTS Signed and sealed plans and other documents
Qty 1
Rate 10,000.00
Amount 15,000.00
lot
1
5,000.00
5,000.00
cu.m cu.m cu.m cu.m cu.m cu.m
34 11 9 33 3.5 13
75.00 75.00 75.00 100.00 500.00 75.00
2,550.00 825.00 675.00 3,300.00 1,750.00 975.00 10,075.00
kg kg kg
770 247 93
22.50 22.50 22.70
17,325.00 5,557.50 2,111.10
kg kg
512 49
22.50 22.70
11,520.00 1,112.30
kg kg
511 33
22.50 22.70
11,497.50 749.10
kg kg
809 50
22.0 35.0
17,798.00 1,750.00 69,420.50
necessary for building and construction permit 2.0
3.0
SITE PREPARATION Mobilization, site clearing and layout EARTH WORKS 2.1 Excavation Foundation Wall footing Septic Tank 2.2 Backfill/Compaction 2.3 Gravel Base 2.4 Soil debris disposal Sub-total (Earth works)
STRUCTURAL WORKS 3.0
4.0
REINFORCEMENT BARS 3.1 Foundation/Footing 20mmø x 6.0m Gr.60 Rebars 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.2 Column 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.3 Beam/girders 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.4 Slab 10mmø x 6.0m Gr.40 Rebars 3.6 GI Tie wires #16 Sub-total (Reinforcement bars) CONCRETE WORKS Class A mixture 1:2:4 @ 50 Kg cement bag
Page 1 of 19
4.1 Foundation/Footing Cement Sand Gravel 4.2 Column Cement Sand Gravel 4.3 Beam/Girders Cement Sand Gravel 4.4 Slab (Ground and second floor) Cement Sand Gravel Sub-total (Concrete works) 5.0
6.0
7.0
8.0
9.0
bags cu.m cu.m
68 5 10
210.00 550.00 1,100.00
14,280.00 2,750.00 11,000.00
bags cu.m cu.m
68 3.5 7
210.00 550.00 1,100.00
14,280.00 1,925.00 7,700.00
bags cu.m cu.m
18 2 3
210.00 550.00 1,100.00
3,780.00 1,100.00 3,300.00
bags cu.m cu.m
30 2 4.25
210.00 550.00 1,100.00
6,300.00 1,100.00 4,675.00 72,190.00
EXTERIOR WALLS CHB 6" Cement for mortar & plaster Sand for mortar & plaster 9mmø x 6.0m Gr.40 Rebars Sub-total (Exterior walls)
pcs bags cu.m kgs
2311 179 19 442.7
12.00 210.00 550.00 20.00
2,311.00 37,590.00 10,450.00 8,854.00 59,205.00
INTERIOR WALLS CHB 4" Cement for mortar & plaster Sand for mortar & plaster 9mmø x 6.0m Gr.40 Rebars Sub-total (Interior walls)
pcs bags cu.m kgs
565 26 3 175
10.00 210.00 550.00 20.00
5,650.00 5,460.00 1,650.00 3,500.00 16,260.00
lot
1
25,000.00
25,000.00
lot
1
3,000.00
3,000.00
lot
1
5,000.00
5,000.00
lot
1
2,000.00
2,000.00 10,000.00
sets
2
4,540.00
9,080.00
FORMWORKS Ordinary plywood, 2"x2"x12' and hardware accessories PLUMBING SYTEM Sewerage (PVC pipes) Water (PVC Blue schedule 40 pipes, gate valve & check valve) Drainage (PVC pipes) Sub-total (Plumbing system) TOILET & KITCHEN ACCESSORIES Water Closet
Page 2 of 19
Lavatory Shower head Single bowl kitchen sink Miscellaneous items Kitchen countertop Sub-total (Toilet & Kitchen) 10.0
ELECTRICAL WORKS Lights fixtures, switch, outlet, fuse box, electrical wires and miscellaneous items
11.0 PAINTING WORKS 11.1 Exterior Wall Paint Acrytex primer 1705 (16 Liters/can) Full putty (Acrytex cast) Spot putty (Acrytex cast) Topcoat Wallguard (16 Liters) Acrytex putty reducer Acrytex paint reducer 11.2 Interior Wall Paint Masonry neutralizer 44 Primer (Permacoat flat latex /16 Liters) Full putty (Masonry putty/ 4 Liters) Spot putty (Masonry putty/ 4 Liters) Topcoat (Permacoat latex/16 Liters) 11.4 Concrete Ceiling Paint Masonry neutralizer 44 Primer (Permacoat flat latex /16 Liters) Full putty (Masonry putty/ 4 Liters) Spot putty (Masonry putty/ 4 Liters) Topcoat (Permacoat latex/16 Liters) 11.5 Roof slab water proofing Waterproofing at approx. 2 coats (Plexibond #7760) Portland cement Acrytex primer 1705 (4 Liters/can) Putty (Acrytex cast) Topcoat (Wallguard) (4 Liters/can) Acrytex reducer Sub-total (Painting works) ARCHITECTURAL WORKS 12.0 DOORS & JAMBS D-01 Single swing panel type door 0.80 x 2.05m D-02 Single swing panel type door 0.70 x 2.05m
Page 3 of 19
sets sets sets lot lot
2 2 2 1 2
2,100.00 5,300.00 1,750.00 1,500.00 7,000.00
4,200.00 10,600.00 3,500.00 1,500.00 14,000.00 42,880.00
lot
1
15,000.00
15,000.00
can gal gal can gal gal
3 16 10 4 3 3
2,713.00 435.00 435.00 2,422.00 350.00 350.00
8,139.00 6,960.00 4,350.00 9,688.00 1,050.00 1,050.00
Liters can Liters Liters can
1 4 23 14 6
120.00 2,419.00 509.00 509.00 2,657.00
120.00 9,676.00 11,707.00 7,126.00 15,942.00
Liters can Liters Liters can
1 1 7 4 2
120.00 2,419.00 509.00 509.00 2,657.00
120.00 2,419.00 3,563.00 2,036.00 5,314.00
Liters
9
720.00
6,480.00
bag can gal can gal
1 2 2 4 1
210.00 580.00 435.00 2,422.00 350.00
210.00 1,160.00 870.00 9,688.00 350.00 108,018.00
set set
2 4
3,000.00 1,000.00
6,000.00 4,000.00
13.0
14.0 15.0
16.0
D-03 Single swing panel type door 0.60 x 2.05m WINDOWS W-01 6mm clear glass window with aluminum frame 1.20x2.20 m W-02 6mm fixed clear glass window with PVC awning frame & grilles) 0.60 x 1.15m W-02 6mm fixed clear glass window with PVC awning frame & grilles) 0.60x0.60m FLOOR TILES 12x12 Floor tiles BATHROOM TILES 8x8 Floor tiles 8x12 Wall tiles Steel works for stairs & balcony Sub-total (for architectural works)
set
2
750.00
1,500.00
set
8
2,500.00
20,000.00
set
2
1,800.00
3,600.00
set
1
900.00
900.00
pcs
675
60.00
40,500.00
pcs pcs lot
123 295 1
12.50 20.70 25,000.00
1,537.50 6,106.50 25,000.00 109,144.00
MATERIALS COST LABOR COST
527,117.50 210,847.00
GENERAL TOTAL AMOUNT Notes: Materials cost are estimated based on plan. Any changes that may occur during construction may affect the cost. Architectural materials are of standard designs. The owner can change the
768,039.50
specifications based on his desires and may cause mark up of cost and labor. Labor cost may vary from the estimated amount depending on the skills of the laborer and may increase or decrease accordingly if any alterations are made.
Prepared by: ERNANE D. RITA Civil Engineer License # 0093190 PTR # MOB0670430 Issued at Marilao, Bulacan
Page 4 of 19
L
W
H
EXCAVATION foundation
1.5
1.5
footing footing
0.2 0.2
1.3 1.3
2
1.5
Septic Tank L
W 16
gravel base
backfill/compaction
No.of items
VALUE
UNIT
10
33.75
cu.m
2 5
6.708 3.9 10.608
cu.m cu.m
2.8
1
8.4
cu.m
0.05
25% 0.70
3.50
cu.m
25% 8.5895
42.9475
1.5 12.9 3
T 3.5
Vexcav 44.358
Vconc 10
CONCRETE VOLUME W H No.of items 1.5 1.5 0.3 10
L FOOTING
0.2 0.2
WALL FOOTING
0.4 0.4
3 12.9
5 2
Total Volume cement sand gravel SLAB ON GRADE Slab Volume roof slab
cement sand gravel
Concrete proportion x Vol 7 0.5 1 15.15 14.65 14.65
1.2 2.064 3.264 10.014
70.098 5.007 10.014
3.5
0.1
5.3025
3.5 3.5
(Stairwell) 0.2 0.56 0.2
9.695 10.255
Concrete proportion x Vol 1.4 0.1 0.2
0 0 0
column @ 2-storey D
VALUE 6.75
W
H
No. Of Col
UNIT cu.m
cu.m
0.45 0.2 7.7 Concrete proportion x Vol 7 0.5 1
Volume cement sand gravel
10
6.93
48.51 3.465 6.93
column @ 5-storey D W 0.45 0.25
Volume
H
No. Of Col 20.1 10
22.6125
D
W H No. Of Beam 0.2 0.4 3.1 10 Concrete proportion x Vol 7 17.36 0.5 1.24 1 2.48
BEAM Volume cement sand gravel
2.48
CHB 6" Exterior wall L ground
2nd
Vertical bars Horizontal #of pcs of bars unit weight
H
Opening
lef right front back
13.65 13.65 3.1 3.1
3.2 3.2 3.2 3.2
lef right front back
13.65 13.65 3.1 3.1
2.7 2.7 2.7 2.7
0.72 4.095 2.64 0.72 1.72 2.88
36.135 36.855 6.65 5.49
Total # of chb Total area Mortar cement sand plaster cement sand Total cement total sand
393.78375 317.985 711.76875 118.62813 119 442.68
452 461 83 69 2311 184.875 148.26975 15.60345 28.101 2.958 176.37075 18.56145
bathroom tiles
Floor tiles L GROSS FLR AREA
Area # of chb per sqm 43.68 546 42.96 537 5.825 73 7.28 91
W 13.65
3.1
AREA 84.63
toilet wall
2.65
1.2
area without tiles
driveway toilet stairwell toilet 2 total area 300x300 tiles
5.5 2.65 3.5 1.6
3.1 0.9 0.8 1.4
-17.05 -2.385 -2.8 -2.24 60.155 668.38889
door opening toilet 2 wall toilet toilet 2 floor area 8x8 tiles wall area 8x12 tiles
0.9 0.7 1.6 1.4 2.65 1.6
1.2 1.2 1.2 1.2 0.9 1.4
REBARS FOOTING 20 pcs bars @ 20mm each footing Length of cut Total length Unit weight of 20mm bars No of footing pcs of bars @ 6m Total weight REBARS TIE BEAM 4 - 16mm L FTB-1 3000 FTB-2 5000 FTB-3 1450 FTB-4 2500 FTB-5 2300
1560 31200 2.466 10 52 769.392
No.
10mm stirrups @300 Cut Total Length stirrups 10 5 3096 61920 10 2 5096 40768 16.666667 17 2 1546 12368 4.8333333 5 8.3333333 2 2596 20768 8 2 2396 19168 7.6666667 8
50 34 10 16 16 126
Total length Unit weight of 16mm bars pcs of bars @ 6m say Total weight
154992 1.578 25.832 26 246.168
Total length Unit weight pcs of bars @ 6m say Total weight
151200 0.616 25.2 25 92.4
REBARS COLUMN 4 - 16mm bars
10mm ties @ 200
Length (assume splicin 8 No. 10 Unit weight 1.578 pcs of bars @6m 53.333333 say 54 Total weight 511.272
Length No. Unit weight pcs of bars @6m
1.2 400 0.616 80
Total weight
49.28
REBARS BEAM 4 - 16mm B-1 B-2 B-3 B-4 B-5
L 3000 5000 1450 2500 2300
No.
length of cut 10 3096 4 5096 4 1546 4 2596 4 2396
123840 81536 24736 41536 38336
10mm stirrups @300 stirrups 10 10 16.666667 17 4.8333333 5 8.3333333 8 7.6666667 8
100 40 40 40 40
GB-1
3000
16mmø
1
3096
12384
Total length Unit weight pcs of bars @6m say Total weight
SLAB REINFORCEMENT Span S1 3.1 S2 3.5 S3 3.1 S4 3.1 S5 3.1
322368 1.578 53.728 54 511.272
No. 1.6 2.3 1.75 2.8 5.5
10
Area 1 1 2 4 1
4.96 8.05 10.85 34.72 17.05
Total length Unit weight pcs of bars @6m Total weight
TOTAL WALL AREA
6.36
2.9 0.8 2.9 2.9 0.8 0.8 2.9 0.8 2.2 2.2 2.9 2.9 2.9 -0.7 2.9 2.9 -0.7
8.99 -1.68 Vertical bars 8.99 Horizontal 2.9 -1.68 #of pcs of bars -1.68 17.11 unit weight -1.68 -2.64 -2.64 7.685 2.9 2.9 -1.47 4.64 4.06 -1.47
33.264
219 0.616 809.424
Total # of chb 0 0 0 0 119 442.68
Mortar plaster Total cement total sand Vertical bars Horizontal #of pcs of bars unit weight
45.235
Interior paint
10 270 324 0.616 54
# of bars per sqm @ 200 spacing 14.2848 15 23.184 23 31.248 32 Tie wire per sqm 99.9936 100 total area 49.104 49
pcs of bars @6m Unit weight Total weight
CHB 4" Interior wall L H BR-1 3.1 DOOR -2.1 BR-1 3.1 1 DOOR -2.1 -2.1 HALLWAY 5.9 DOOR -2.1 WINDOW -1.2 -1.2 TOILET 1 2.65 1 1 DOOR 2.1 TOILET2 1.6 1.4 DOOR 2.1
10
275.345
132.53855 149.2755 281.81405 46.969008 47 174.84
2.16 -1.68 3.84 6.72 2.385 2.24 4.625 115.625 17.4 290
ceiling paint
84.63
2.88
Tie wire per sqm
0.185 34.72 6.4232
Total # of chb
565
cement sand cement sand Total cement
18.81776 1.981293 6.87572 0.72376 25.69348 2.705053
PROJECT: Proposed 2-Storey House (Peralta Residence) OWNER: Apolinario B. Peralta LOCATION: Lot 8 Blk 38 Sub-Blk C 155 KKK St. Brgy 150 Bagong Barrio Caloocan City Date: December 12, 2016 DESIGN ANALYSIS OF 2-STOREY RESIDENTIAL BUILDING Material properties Concrete fc' Ec Steel
20 to 35 MPa 4700√fc'
Unit Weight 23.60 KN/m3 fy 275 to 415 MPa Es 200000 Mpa
Loads Uniform live load for residential Minimum roof live load Dead Loads
2000 Pa 700 Pa
Load Cases U = 1.4 DL + 1.7 LL U = 1.30 DL + 1.7 LL + 1.10 E DESIGN OF SLAB One way Two Way Spacing of bars
m = S/L < 0.50 m = S/L > 0.50 S = Asb/Ast
tmin tmin smin smax
L/24 L/33 100 mm 2h or 300 mm
Slab # 1 Short span Long Span
1.65 3.1
m tmin
0.532 > 0.50 0.094
Two way slab
Slab # 2 Short span Long Span
2.1 3.5
m tmin
0.600 > 0.50 0.106
Two way slab
Slab #3 Short span Long Span
1.95 3.1
m tmin
0.629 > 0.50 0.129
Two way slab
Slab #4 Short span Long Span
3 3.1
m tmin
0.968 > 0.50 0.094
Two way slab
Slab #5 Short span Long Span
3.1 5.3
m tmin
0.585 > 0.50 0.161
Two way slab
Use 200mm for all slab thickness Use 10mm bars @ 200mm spacing both ways
Cantilever slab Short span 1 Long Span 3.3 Assume as simply supported beam Mu = WuL2/8 Use 8 - 10mmø bars Quick check for
m tmin
1.95 As = øMn = As4d =
0.303 < 0.50 0.100
One way slab
314.16 251.33
ρ = As/bd
0.0016 Check for moment capacity of beam & reinforcement ratio a = Asfy/(0.85*fc'*b) a= 38.346 j = (d-0.5a)/d j= 0.904 c = a/ẞ1 ẞ1 = 0.85 c= 45.113 Ɛt = 0.003(d-c)/c ≥ 0.005 Ɛt = 0.010 > 0.005 ø = 0.90 if tension controls øMn = øfyAsjd øMn = 212.18
ρbal = 0.85*(87000ẞ fc')/[fy(87000+fy)] 1
ρbal = 0.03465397 > ρ
Tension controls
Safe
Use 200mm for all slab thickness Use 10mm bars @ 150mm spacing both ways DESIGN OF BEAMS Using typical beam with the longest span & most load d 342 h 400 b 200 L 5300 Dead Load Weight of beam Weight of Slab Weight of exterior wall
10.01 77.55 47.49 135.04 192.46
U = 1.4 DL + 1.7 LL Assume a simply supported beam Mu = WuL2/8
675.78
Use 4 - 16mmø bars Quick check for
As = øMn = As4d =
791.84 1,083
ρ = As/bd
0.012 Check for moment capacity of beam & reinforcement ratio a = Asfy/(0.85*fc'*b) a= 132.219 j = (d-0.5a)/d j= 0.807 c = a/ẞ1 ẞ1 = 0.85 c= 155.551 Ɛt = 0.003(d-c)/c ≥ 0.005 Ɛt = 0.004 < 0.005 ø = max (0.48 + 83Ɛt)/0.65 ø= 1.20 ø = 0.90 if tension controls øMn = øfyAsjd øMn = 1,085.79
ρbal = 0.85*(87000ẞ fc')/[fy(87000+fy)] 1
ρbal =
Compression controls
0.034654 >
ρ
Safe
Mu cap = ø (M1+M2) M1 = 0.85fc'ab(d-a/2) M2 = Asfy(d-d')
M1 = 1240.2483 M2 = 190.59589
Mu cap = ø (M1+M2)
1,216 > Mu Safe Use 200x400mm typical beam with 4-16mmø bars DESIGN OF STIRRUPS Check the shear capacity of simply supported beam Vu = Wul/2 Use 10mmø bars Vc = √fc*bd/6 or 0.70bd/6
Vu = 510.02324 whichever is smaller Vc = 50.98235 7.98
Vs = Avfyd/s Smax = 3Avfy/b S = d/4 Check if
Vs = 22.8 Smax = 488.6625 S= 85.5
Vu > 1/2 ø Vc Vu > 1/3 √fc*bd
Vu > Vu >
21.67 Safe 101.96 safe
Spacing of stirrups shall be the smallest of L/4, 300 or Smax Use 10mmø stirrups @ 300mm spacing DESIGN OF COLUMN Use typical column d 342 b 200
h L
400 4200
Use the loads calculated for slab and beam design Pu = 192.46 Mu = 675.78 Check the slenderness ratio of column Long column not braced against sideways Klu/r > 22 Long column braced against sideways Klu/r > 40 Use k = 1.0 for column unrestrained at both ends 0.0011 r = √Ig/Ag Ig = bh3/12 0.08 Ag = b*h Klu/r = Check eccentricity e = M/P ≤ 15+0.03*h Check steel ratio Use 6 - 16mmø bars
29.10 >22
e=
As =
3.51125 < 15+ 0.03h
1187.76
ρ = As/Ag
ρ=
0.014847 > 0.01 < 0.08 Spacing of ties 16øV or 48ø whichever is smaller Using 10mmø bars 16ø = 256 48ø = 480
Safe Safe
Use typical column 200x400mm with 6 - 16mmø bars DESIGN OF FOOTING Depth of foundation Footing size
b h
Type of soil Allowable pressure coefficient
1500 1.5 d 1.5 A Class material #3 from NSCP 100 0.35
0.3 2.25
Assume an eccentrically loaded column Pmax = 2P/3b(h/2-e) e>L/6 P= 96.24 e= 0.55 Pmax = 213.86 Determine safe area of footing 2.14 Afooting = P/Soilpressure=
Mu = 64.15915307
øfc'bd2 = 2.295 Mu = 1.02* (w-0.59w2) = 1.02w - 0.602w2 69.506 = 1.02w - 0.602w2 Compute for w w= 0.28
ρ = wfc'/fy ρmin = 1.4/fy
0.013728224 0.003373494
Safe Safe
Use ρ = 0.0137 As = ρbd = 6,177.70 Use 20mmø bars (∏/4)d^2 * N = As N= 19.6642 Use 10 - 20mmø bars both ways
Prepared by: ERNANE D. RITA Civil Engineer License # 0093190 PTR # MOB0670430 Issued at Marilao, Bulacan
SCHEDULE OF BEAM BEAM MARK
B-1 B-2 B-3 B-4 B-5 GB-1
DIMENSION B D
200 200 200 200 200 200
400 400 400 400 400 250
LEFT SUPPORT TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
REINFORCEMENT MIDSPAN TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
3-16mmø 4-16mmø 3-16mmø 3-16mmø 3-16mmø 2-16mmø
RIGHT SUPPORT TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
STIRR
Qty 1
Rate 10,000.00
Amount 15,000.00
lot
1
5,000.00
5,000.00
cu.m cu.m cu.m cu.m cu.m cu.m
34 11 9 33 3.5 13
75.00 75.00 75.00 100.00 500.00 75.00
2,550.00 825.00 675.00 3,300.00 1,750.00 975.00 10,075.00
kg kg kg
770 247 93
22.50 22.50 22.70
17,325.00 5,557.50 2,111.10
kg kg
512 49
22.50 22.70
11,520.00 1,112.30
kg kg
511 33
22.50 22.70
11,497.50 749.10
kg kg
809 50
22.0 35.0
17,798.00 1,750.00 69,420.50
necessary for building and construction permit 2.0
3.0
SITE PREPARATION Mobilization, site clearing and layout EARTH WORKS 2.1 Excavation Foundation Wall footing Septic Tank 2.2 Backfill/Compaction 2.3 Gravel Base 2.4 Soil debris disposal Sub-total (Earth works)
STRUCTURAL WORKS 3.0
4.0
REINFORCEMENT BARS 3.1 Foundation/Footing 20mmø x 6.0m Gr.60 Rebars 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.2 Column 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.3 Beam/girders 16mmø x 6.0m Gr.60 Rebars 10mmø x 6.0m Gr.60 Rebars 3.4 Slab 10mmø x 6.0m Gr.40 Rebars 3.6 GI Tie wires #16 Sub-total (Reinforcement bars) CONCRETE WORKS Class A mixture 1:2:4 @ 50 Kg cement bag
Page 1 of 19
4.1 Foundation/Footing Cement Sand Gravel 4.2 Column Cement Sand Gravel 4.3 Beam/Girders Cement Sand Gravel 4.4 Slab (Ground and second floor) Cement Sand Gravel Sub-total (Concrete works) 5.0
6.0
7.0
8.0
9.0
bags cu.m cu.m
68 5 10
210.00 550.00 1,100.00
14,280.00 2,750.00 11,000.00
bags cu.m cu.m
68 3.5 7
210.00 550.00 1,100.00
14,280.00 1,925.00 7,700.00
bags cu.m cu.m
18 2 3
210.00 550.00 1,100.00
3,780.00 1,100.00 3,300.00
bags cu.m cu.m
30 2 4.25
210.00 550.00 1,100.00
6,300.00 1,100.00 4,675.00 72,190.00
EXTERIOR WALLS CHB 6" Cement for mortar & plaster Sand for mortar & plaster 9mmø x 6.0m Gr.40 Rebars Sub-total (Exterior walls)
pcs bags cu.m kgs
2311 179 19 442.7
12.00 210.00 550.00 20.00
2,311.00 37,590.00 10,450.00 8,854.00 59,205.00
INTERIOR WALLS CHB 4" Cement for mortar & plaster Sand for mortar & plaster 9mmø x 6.0m Gr.40 Rebars Sub-total (Interior walls)
pcs bags cu.m kgs
565 26 3 175
10.00 210.00 550.00 20.00
5,650.00 5,460.00 1,650.00 3,500.00 16,260.00
lot
1
25,000.00
25,000.00
lot
1
3,000.00
3,000.00
lot
1
5,000.00
5,000.00
lot
1
2,000.00
2,000.00 10,000.00
sets
2
4,540.00
9,080.00
FORMWORKS Ordinary plywood, 2"x2"x12' and hardware accessories PLUMBING SYTEM Sewerage (PVC pipes) Water (PVC Blue schedule 40 pipes, gate valve & check valve) Drainage (PVC pipes) Sub-total (Plumbing system) TOILET & KITCHEN ACCESSORIES Water Closet
Page 2 of 19
Lavatory Shower head Single bowl kitchen sink Miscellaneous items Kitchen countertop Sub-total (Toilet & Kitchen) 10.0
ELECTRICAL WORKS Lights fixtures, switch, outlet, fuse box, electrical wires and miscellaneous items
11.0 PAINTING WORKS 11.1 Exterior Wall Paint Acrytex primer 1705 (16 Liters/can) Full putty (Acrytex cast) Spot putty (Acrytex cast) Topcoat Wallguard (16 Liters) Acrytex putty reducer Acrytex paint reducer 11.2 Interior Wall Paint Masonry neutralizer 44 Primer (Permacoat flat latex /16 Liters) Full putty (Masonry putty/ 4 Liters) Spot putty (Masonry putty/ 4 Liters) Topcoat (Permacoat latex/16 Liters) 11.4 Concrete Ceiling Paint Masonry neutralizer 44 Primer (Permacoat flat latex /16 Liters) Full putty (Masonry putty/ 4 Liters) Spot putty (Masonry putty/ 4 Liters) Topcoat (Permacoat latex/16 Liters) 11.5 Roof slab water proofing Waterproofing at approx. 2 coats (Plexibond #7760) Portland cement Acrytex primer 1705 (4 Liters/can) Putty (Acrytex cast) Topcoat (Wallguard) (4 Liters/can) Acrytex reducer Sub-total (Painting works) ARCHITECTURAL WORKS 12.0 DOORS & JAMBS D-01 Single swing panel type door 0.80 x 2.05m D-02 Single swing panel type door 0.70 x 2.05m
Page 3 of 19
sets sets sets lot lot
2 2 2 1 2
2,100.00 5,300.00 1,750.00 1,500.00 7,000.00
4,200.00 10,600.00 3,500.00 1,500.00 14,000.00 42,880.00
lot
1
15,000.00
15,000.00
can gal gal can gal gal
3 16 10 4 3 3
2,713.00 435.00 435.00 2,422.00 350.00 350.00
8,139.00 6,960.00 4,350.00 9,688.00 1,050.00 1,050.00
Liters can Liters Liters can
1 4 23 14 6
120.00 2,419.00 509.00 509.00 2,657.00
120.00 9,676.00 11,707.00 7,126.00 15,942.00
Liters can Liters Liters can
1 1 7 4 2
120.00 2,419.00 509.00 509.00 2,657.00
120.00 2,419.00 3,563.00 2,036.00 5,314.00
Liters
9
720.00
6,480.00
bag can gal can gal
1 2 2 4 1
210.00 580.00 435.00 2,422.00 350.00
210.00 1,160.00 870.00 9,688.00 350.00 108,018.00
set set
2 4
3,000.00 1,000.00
6,000.00 4,000.00
13.0
14.0 15.0
16.0
D-03 Single swing panel type door 0.60 x 2.05m WINDOWS W-01 6mm clear glass window with aluminum frame 1.20x2.20 m W-02 6mm fixed clear glass window with PVC awning frame & grilles) 0.60 x 1.15m W-02 6mm fixed clear glass window with PVC awning frame & grilles) 0.60x0.60m FLOOR TILES 12x12 Floor tiles BATHROOM TILES 8x8 Floor tiles 8x12 Wall tiles Steel works for stairs & balcony Sub-total (for architectural works)
set
2
750.00
1,500.00
set
8
2,500.00
20,000.00
set
2
1,800.00
3,600.00
set
1
900.00
900.00
pcs
675
60.00
40,500.00
pcs pcs lot
123 295 1
12.50 20.70 25,000.00
1,537.50 6,106.50 25,000.00 109,144.00
MATERIALS COST LABOR COST
527,117.50 210,847.00
GENERAL TOTAL AMOUNT Notes: Materials cost are estimated based on plan. Any changes that may occur during construction may affect the cost. Architectural materials are of standard designs. The owner can change the
768,039.50
specifications based on his desires and may cause mark up of cost and labor. Labor cost may vary from the estimated amount depending on the skills of the laborer and may increase or decrease accordingly if any alterations are made.
Prepared by: ERNANE D. RITA Civil Engineer License # 0093190 PTR # MOB0670430 Issued at Marilao, Bulacan
Page 4 of 19
L
W
H
EXCAVATION foundation
1.5
1.5
footing footing
0.2 0.2
1.3 1.3
2
1.5
Septic Tank L
W 16
gravel base
backfill/compaction
No.of items
VALUE
UNIT
10
33.75
cu.m
2 5
6.708 3.9 10.608
cu.m cu.m
2.8
1
8.4
cu.m
0.05
25% 0.70
3.50
cu.m
25% 8.5895
42.9475
1.5 12.9 3
T 3.5
Vexcav 44.358
Vconc 10
CONCRETE VOLUME W H No.of items 1.5 1.5 0.3 10
L FOOTING
0.2 0.2
WALL FOOTING
0.4 0.4
3 12.9
5 2
Total Volume cement sand gravel SLAB ON GRADE Slab Volume roof slab
cement sand gravel
Concrete proportion x Vol 7 0.5 1 15.15 14.65 14.65
1.2 2.064 3.264 10.014
70.098 5.007 10.014
3.5
0.1
5.3025
3.5 3.5
(Stairwell) 0.2 0.56 0.2
9.695 10.255
Concrete proportion x Vol 1.4 0.1 0.2
0 0 0
column @ 2-storey D
VALUE 6.75
W
H
No. Of Col
UNIT cu.m
cu.m
0.45 0.2 7.7 Concrete proportion x Vol 7 0.5 1
Volume cement sand gravel
10
6.93
48.51 3.465 6.93
column @ 5-storey D W 0.45 0.25
Volume
H
No. Of Col 20.1 10
22.6125
D
W H No. Of Beam 0.2 0.4 3.1 10 Concrete proportion x Vol 7 17.36 0.5 1.24 1 2.48
BEAM Volume cement sand gravel
2.48
CHB 6" Exterior wall L ground
2nd
Vertical bars Horizontal #of pcs of bars unit weight
H
Opening
lef right front back
13.65 13.65 3.1 3.1
3.2 3.2 3.2 3.2
lef right front back
13.65 13.65 3.1 3.1
2.7 2.7 2.7 2.7
0.72 4.095 2.64 0.72 1.72 2.88
36.135 36.855 6.65 5.49
Total # of chb Total area Mortar cement sand plaster cement sand Total cement total sand
393.78375 317.985 711.76875 118.62813 119 442.68
452 461 83 69 2311 184.875 148.26975 15.60345 28.101 2.958 176.37075 18.56145
bathroom tiles
Floor tiles L GROSS FLR AREA
Area # of chb per sqm 43.68 546 42.96 537 5.825 73 7.28 91
W 13.65
3.1
AREA 84.63
toilet wall
2.65
1.2
area without tiles
driveway toilet stairwell toilet 2 total area 300x300 tiles
5.5 2.65 3.5 1.6
3.1 0.9 0.8 1.4
-17.05 -2.385 -2.8 -2.24 60.155 668.38889
door opening toilet 2 wall toilet toilet 2 floor area 8x8 tiles wall area 8x12 tiles
0.9 0.7 1.6 1.4 2.65 1.6
1.2 1.2 1.2 1.2 0.9 1.4
REBARS FOOTING 20 pcs bars @ 20mm each footing Length of cut Total length Unit weight of 20mm bars No of footing pcs of bars @ 6m Total weight REBARS TIE BEAM 4 - 16mm L FTB-1 3000 FTB-2 5000 FTB-3 1450 FTB-4 2500 FTB-5 2300
1560 31200 2.466 10 52 769.392
No.
10mm stirrups @300 Cut Total Length stirrups 10 5 3096 61920 10 2 5096 40768 16.666667 17 2 1546 12368 4.8333333 5 8.3333333 2 2596 20768 8 2 2396 19168 7.6666667 8
50 34 10 16 16 126
Total length Unit weight of 16mm bars pcs of bars @ 6m say Total weight
154992 1.578 25.832 26 246.168
Total length Unit weight pcs of bars @ 6m say Total weight
151200 0.616 25.2 25 92.4
REBARS COLUMN 4 - 16mm bars
10mm ties @ 200
Length (assume splicin 8 No. 10 Unit weight 1.578 pcs of bars @6m 53.333333 say 54 Total weight 511.272
Length No. Unit weight pcs of bars @6m
1.2 400 0.616 80
Total weight
49.28
REBARS BEAM 4 - 16mm B-1 B-2 B-3 B-4 B-5
L 3000 5000 1450 2500 2300
No.
length of cut 10 3096 4 5096 4 1546 4 2596 4 2396
123840 81536 24736 41536 38336
10mm stirrups @300 stirrups 10 10 16.666667 17 4.8333333 5 8.3333333 8 7.6666667 8
100 40 40 40 40
GB-1
3000
16mmø
1
3096
12384
Total length Unit weight pcs of bars @6m say Total weight
SLAB REINFORCEMENT Span S1 3.1 S2 3.5 S3 3.1 S4 3.1 S5 3.1
322368 1.578 53.728 54 511.272
No. 1.6 2.3 1.75 2.8 5.5
10
Area 1 1 2 4 1
4.96 8.05 10.85 34.72 17.05
Total length Unit weight pcs of bars @6m Total weight
TOTAL WALL AREA
6.36
2.9 0.8 2.9 2.9 0.8 0.8 2.9 0.8 2.2 2.2 2.9 2.9 2.9 -0.7 2.9 2.9 -0.7
8.99 -1.68 Vertical bars 8.99 Horizontal 2.9 -1.68 #of pcs of bars -1.68 17.11 unit weight -1.68 -2.64 -2.64 7.685 2.9 2.9 -1.47 4.64 4.06 -1.47
33.264
219 0.616 809.424
Total # of chb 0 0 0 0 119 442.68
Mortar plaster Total cement total sand Vertical bars Horizontal #of pcs of bars unit weight
45.235
Interior paint
10 270 324 0.616 54
# of bars per sqm @ 200 spacing 14.2848 15 23.184 23 31.248 32 Tie wire per sqm 99.9936 100 total area 49.104 49
pcs of bars @6m Unit weight Total weight
CHB 4" Interior wall L H BR-1 3.1 DOOR -2.1 BR-1 3.1 1 DOOR -2.1 -2.1 HALLWAY 5.9 DOOR -2.1 WINDOW -1.2 -1.2 TOILET 1 2.65 1 1 DOOR 2.1 TOILET2 1.6 1.4 DOOR 2.1
10
275.345
132.53855 149.2755 281.81405 46.969008 47 174.84
2.16 -1.68 3.84 6.72 2.385 2.24 4.625 115.625 17.4 290
ceiling paint
84.63
2.88
Tie wire per sqm
0.185 34.72 6.4232
Total # of chb
565
cement sand cement sand Total cement
18.81776 1.981293 6.87572 0.72376 25.69348 2.705053
PROJECT: Proposed 2-Storey House (Peralta Residence) OWNER: Apolinario B. Peralta LOCATION: Lot 8 Blk 38 Sub-Blk C 155 KKK St. Brgy 150 Bagong Barrio Caloocan City Date: December 12, 2016 DESIGN ANALYSIS OF 2-STOREY RESIDENTIAL BUILDING Material properties Concrete fc' Ec Steel
20 to 35 MPa 4700√fc'
Unit Weight 23.60 KN/m3 fy 275 to 415 MPa Es 200000 Mpa
Loads Uniform live load for residential Minimum roof live load Dead Loads
2000 Pa 700 Pa
Load Cases U = 1.4 DL + 1.7 LL U = 1.30 DL + 1.7 LL + 1.10 E DESIGN OF SLAB One way Two Way Spacing of bars
m = S/L < 0.50 m = S/L > 0.50 S = Asb/Ast
tmin tmin smin smax
L/24 L/33 100 mm 2h or 300 mm
Slab # 1 Short span Long Span
1.65 3.1
m tmin
0.532 > 0.50 0.094
Two way slab
Slab # 2 Short span Long Span
2.1 3.5
m tmin
0.600 > 0.50 0.106
Two way slab
Slab #3 Short span Long Span
1.95 3.1
m tmin
0.629 > 0.50 0.129
Two way slab
Slab #4 Short span Long Span
3 3.1
m tmin
0.968 > 0.50 0.094
Two way slab
Slab #5 Short span Long Span
3.1 5.3
m tmin
0.585 > 0.50 0.161
Two way slab
Use 200mm for all slab thickness Use 10mm bars @ 200mm spacing both ways
Cantilever slab Short span 1 Long Span 3.3 Assume as simply supported beam Mu = WuL2/8 Use 8 - 10mmø bars Quick check for
m tmin
1.95 As = øMn = As4d =
0.303 < 0.50 0.100
One way slab
314.16 251.33
ρ = As/bd
0.0016 Check for moment capacity of beam & reinforcement ratio a = Asfy/(0.85*fc'*b) a= 38.346 j = (d-0.5a)/d j= 0.904 c = a/ẞ1 ẞ1 = 0.85 c= 45.113 Ɛt = 0.003(d-c)/c ≥ 0.005 Ɛt = 0.010 > 0.005 ø = 0.90 if tension controls øMn = øfyAsjd øMn = 212.18
ρbal = 0.85*(87000ẞ fc')/[fy(87000+fy)] 1
ρbal = 0.03465397 > ρ
Tension controls
Safe
Use 200mm for all slab thickness Use 10mm bars @ 150mm spacing both ways DESIGN OF BEAMS Using typical beam with the longest span & most load d 342 h 400 b 200 L 5300 Dead Load Weight of beam Weight of Slab Weight of exterior wall
10.01 77.55 47.49 135.04 192.46
U = 1.4 DL + 1.7 LL Assume a simply supported beam Mu = WuL2/8
675.78
Use 4 - 16mmø bars Quick check for
As = øMn = As4d =
791.84 1,083
ρ = As/bd
0.012 Check for moment capacity of beam & reinforcement ratio a = Asfy/(0.85*fc'*b) a= 132.219 j = (d-0.5a)/d j= 0.807 c = a/ẞ1 ẞ1 = 0.85 c= 155.551 Ɛt = 0.003(d-c)/c ≥ 0.005 Ɛt = 0.004 < 0.005 ø = max (0.48 + 83Ɛt)/0.65 ø= 1.20 ø = 0.90 if tension controls øMn = øfyAsjd øMn = 1,085.79
ρbal = 0.85*(87000ẞ fc')/[fy(87000+fy)] 1
ρbal =
Compression controls
0.034654 >
ρ
Safe
Mu cap = ø (M1+M2) M1 = 0.85fc'ab(d-a/2) M2 = Asfy(d-d')
M1 = 1240.2483 M2 = 190.59589
Mu cap = ø (M1+M2)
1,216 > Mu Safe Use 200x400mm typical beam with 4-16mmø bars DESIGN OF STIRRUPS Check the shear capacity of simply supported beam Vu = Wul/2 Use 10mmø bars Vc = √fc*bd/6 or 0.70bd/6
Vu = 510.02324 whichever is smaller Vc = 50.98235 7.98
Vs = Avfyd/s Smax = 3Avfy/b S = d/4 Check if
Vs = 22.8 Smax = 488.6625 S= 85.5
Vu > 1/2 ø Vc Vu > 1/3 √fc*bd
Vu > Vu >
21.67 Safe 101.96 safe
Spacing of stirrups shall be the smallest of L/4, 300 or Smax Use 10mmø stirrups @ 300mm spacing DESIGN OF COLUMN Use typical column d 342 b 200
h L
400 4200
Use the loads calculated for slab and beam design Pu = 192.46 Mu = 675.78 Check the slenderness ratio of column Long column not braced against sideways Klu/r > 22 Long column braced against sideways Klu/r > 40 Use k = 1.0 for column unrestrained at both ends 0.0011 r = √Ig/Ag Ig = bh3/12 0.08 Ag = b*h Klu/r = Check eccentricity e = M/P ≤ 15+0.03*h Check steel ratio Use 6 - 16mmø bars
29.10 >22
e=
As =
3.51125 < 15+ 0.03h
1187.76
ρ = As/Ag
ρ=
0.014847 > 0.01 < 0.08 Spacing of ties 16øV or 48ø whichever is smaller Using 10mmø bars 16ø = 256 48ø = 480
Safe Safe
Use typical column 200x400mm with 6 - 16mmø bars DESIGN OF FOOTING Depth of foundation Footing size
b h
Type of soil Allowable pressure coefficient
1500 1.5 d 1.5 A Class material #3 from NSCP 100 0.35
0.3 2.25
Assume an eccentrically loaded column Pmax = 2P/3b(h/2-e) e>L/6 P= 96.24 e= 0.55 Pmax = 213.86 Determine safe area of footing 2.14 Afooting = P/Soilpressure=
Mu = 64.15915307
øfc'bd2 = 2.295 Mu = 1.02* (w-0.59w2) = 1.02w - 0.602w2 69.506 = 1.02w - 0.602w2 Compute for w w= 0.28
ρ = wfc'/fy ρmin = 1.4/fy
0.013728224 0.003373494
Safe Safe
Use ρ = 0.0137 As = ρbd = 6,177.70 Use 20mmø bars (∏/4)d^2 * N = As N= 19.6642 Use 10 - 20mmø bars both ways
Prepared by: ERNANE D. RITA Civil Engineer License # 0093190 PTR # MOB0670430 Issued at Marilao, Bulacan
SCHEDULE OF BEAM BEAM MARK
B-1 B-2 B-3 B-4 B-5 GB-1
DIMENSION B D
200 200 200 200 200 200
400 400 400 400 400 250
LEFT SUPPORT TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
REINFORCEMENT MIDSPAN TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
3-16mmø 4-16mmø 3-16mmø 3-16mmø 3-16mmø 2-16mmø
RIGHT SUPPORT TOP BOT 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø 2-16mmø
STIRR
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