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*Project *Owner
*Building *Engineer
*Location *Date
1.1.Normal Concrete 2,323.00 kg./m.3
2.1.Roof(General) 30.00 kg./m.2
1.2.Reinf. Concrete 2,400.00 kg./m.3
2.2.R.C. Roof 100.00 kg./m.2
1.3.Prest. Concrete 2,450.00 kg./m.3
2.3.General 100.00 kg./m.2
1.4.Steel(General) 7,850.00 kg./m.3
2.4.Hall.,Stair,Corrid. 200.00 kg./m.2
1.5.Wood(General) 700.00 kg./m.3
2.5.housing 150.00 kg./m.2
1.6.Water(General) 1,000.00 kg./m.3
2.6.Commercial 200.00 kg./m.2
1.7.Soil(General) 2,000.00 kg./m.3
2.7.Machine Room 400.00 kg./m.2
1.8.Roof Tiles 15.00 kg./m.2
1.9.Finishing 50.00 kg./m.2
When H < 0 - 10 m. 50.00 kg./m.2
1.10.Light Partitions 50.00 kg./m.2
When H = 10 - 20 m. 80.00 kg./m.2
1.11.Wall(General) 180.00 kg./m.2
When H = 20 - 40 m. 120.00 kg./m.2
When H > 40 m. 160.00 kg./m.2
3.1.Use fc'(Cylinder) 173.00 kg./cm.2
3.2.Use fc(Bending) 64.88kg./cm.
2
4.1.Es(Steel):Reinf. 2,040,000kg./cm.
2
3.3.Use fc(Bearing) 43.25 kg./cm.2
4.2.Ec(Concrete) 198,850 kg./cm.2
3.4.Use Steel Grade SR-24 TIS. 4.3. n : SR-24 10.259 (n > 6)
3.5.Use fy(Yield) 2,400.00 kg./cm.2
4.4. k : SR-24 0.307 (0.3 - 0.45)
3.6.Use fst(Tensile) 1,500.00 kg./cm.2
4.5. j : SR-24 0.898
3.7.Use fsc(Comp.) 960.00 kg./cm.2
4.6. R : SR-24 8.948 kg./cm.2
5.1.All. Soil Bearing 20,000.00 kg./m.2(Estimate)
5.2.Pile Size(b*d*L) 0.35 0.35 L m.
5.2.All. Pile Capacity 50,750.00 kg.{From Self Property Only}
6.1.Ratio Of W / C 0.65 [ Don't have Mixed Design When fc
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NEOFooting Design :
z
y
x
t
Pz Py
Px
Mx-x
My-y
bx
ty
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4
0.305
= 2.00
= 0.52
= 27.37 /..
= 3.00
= 9.12 /..
(Plate Bearing Test) . . . .
BH-1
()
()()
0.25
8-Apr-2545
2.00
SERMPUN
0.200
0.340
0.50
0.75
1.00
1.25
0.036
0.058
0.085
0.130
1.40 ()
2.00 0.520
:
1.50
1.75
0.015
f
0.036 0.058 0.0850.130
0.200
0.340
0.520
0.000
0.200
0.400
0.600
0.800
1.000
Settlement(inch)
Load(Tons)
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5
BH-1 : 1.40 : : ()
Plate Bearing Test 0.305 25 2.0 (Hydraulic Jac 0.25
2.0
0.520
(Shear Failure) 0.520 2.0 27.37 (Safty Factor) 3.0 9.12 8.0 (Spread Footing) 1.40 ()
:
Plate Bearing Test
: :
2 4 . 105/29 . .
:
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32 - 64/67 - .18860
01-4717875
.(. )
( BH-1) 2 4 . 105
.18860
. . .
042-211040-418
. .
.
1 2556
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............/................
30 2543
#REF!
1. C.B.R. 2 2. 14 3. 1 4. 1 5. 1
.
(Cape Seal) . -
. . .
( )
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8
*Project *Owner
*Building *Engineer
*Location *Date
F- 2.1.Factor of Shape 1.00 [ ]1.1.Shape of Found. 2 2.2.Contact Factor 25.00 (AF/AP)
1.2.Shape of Pillar 1 2.3.All.Contact Stress 205.87 kg./cm.2
1.3.Pillar Wide(bx) 20.00 cm. 2.4.Col.Contact Stress 22.50 kg./cm.2
1.4.Pillar Long(ty) 20.00 cm. 2.5.Kern Limit(ex) e
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9
*Project *Owner
*Building *Engineer
*Location *Date
NEOFooting Design(WSD.)
28-Jan-2002
F-
+-0.00
0.35 m. 0.35 m.
DB 10 mm. @ 0.25 m.
V
aries>1.2
m.
A
ndQa=20000
ksm. ( 1 m.)
t = 25 cm.
5
1 m. x 1 m.
DB 10 mm. @ 0.25 m.
[Covering 5-6 .]
1 : 3 : 5 5 . 10 .
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NEOFooting Design :
[/]
I
[ : I ]
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*Project *Owner
*Building *Engineer
*Location *Date
1.fc' Of Cocrete 240 ksc. 1.Area Of Pile ; Ag. 2,828.57 cm.2
2.Fy Of Main Rebar 3000 ksc. 2.Use Main Steel 1.000 % of Ag.
3.Fy Of Sec. Rebar 2400 ksc. 3.Req. Main Steel;As 28.29 cm.2
4.Size Of Pile ; Dia. 0.60 m. 4.Load On Concrete 144.26 Mton.
5.Length Of Pile ; L L m. 5.Load On Steel 36.06 Mton.
6.Use Safty Factor 3.00 Times 6.Design Load At 60.11 Mton.
Use Bored Pile Size 60.00 Mton.
Grade Dia.(mm.) A(cm.2) Per.(cm.) Req.(No.)
DB 8 0.503 2.514 57.00
DB 10 0.786 3.143 37.00
DB 12 1.131 3.771 26.00
DB 16 2.011 5.029 15.00
DB 20 3.143 6.286 10.00
DB 25 4.911 7.857 6.00
DB 28 6.160 8.800 5.00
Select. Dia. Of Rebar 1.Main 16 mm. 2.Stirrup 6 mm.
Dia. 0.6 m. x L m. : For Safty Load 60 Mton.
Covering 5-10 cm.
Dia. 0.6 m. x L m. : For Safty Load
Suggest. For Design Main Steel
57 - DB 8 mm.(Length L m.)
DESIGN BORED PILE(CAST-IN-PLACE-CONCRETE PILE ONLY)
I.Properties Of Material II.Result Of Calculation
NEOFooting Design(WSD.)
23-Apr-2002
15 - DB 16 mm.(Length L m.)
Stirrup RB 6 mm. @ 20 mm.(Spiral)
III.Design Main Rebar & Temp. Steel
6 - DB 25 mm.(Length L m.)
5 - DB 28 mm.(Length L m.)
37 - DB 10 mm.(Length L m.)
26 - DB 12 mm.(Length L m.)
15 - DB 16 mm.(Length L m.)
10 - DB 20 mm.(Length L m.)
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*Project *Owner
*Building *Engineer
*Location *Date
F = (PC.Wire&PC.Strand) ; .L = ; .
A = (PC.Wire&PC.Strand) ; .2
Es
= (PC.Wire&PC.Strand) ; ./.2
; fpu = 17,500.00 ./.2
; Es = 2,000,000 ./.2
; Dia. = 4.00 .
; Asp = 0.126 .2
; Error +- = 4.00 %
: = 100.00 .1. = 70 % ; fpu = 1,540 .
= 61.25 .2. = 75 % ; fpu = 1,650 .
= 65.63 .3. = 80 % ; fpu = 1,760 .
= 70.00 .
:
100
61.25
.
70 .
4 %
63 . 72 .
(Elongation)
(Elongation)
(Elongation)
:
NEOFooting Design(WSD.)
DESIGN VALUE OF ELONGATION
18-Sep-2001
SEA
LFL
=D
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NEOFooting Design :
Tripos Rig or Rotary Drilling Rig
Bucket or Boring Trackle
Air Winch
Casing
Bored Hole
Reinforcement
Concrete:Tripod Rig : Dia. 0.35 m.-0.60 m.
Rotary Drilling Rig :
Dia. 0.60 m.-1.50 m.
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NEOFooting Design :
Length;L
()
Pile,Pole,Prefab,Plank,Box Girder
PC. Wire,PC. Strand
()
Length;LJack
PC.Wire or PC.Strand
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NEOFooting Design :
Pickup Point Pickup PointCast Iron
0.586L 0.207L0.207L
L
b
b
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16
*Project *Owner
*Building *Engineer
*Location *Date
0.30 x 0.3 m x 10.00 m. OK.!
2.1.Use Tendon Dia. 5.00 mm.
1.1.Comp.Strength;f'c 350.00 kg./cm.2
2.2.Area of Tendon 0.196 cm.2
1.2.All.Strength ; fac 157.50 kg./cm.2
2.3.Tensile Strength;fy 17,500 kg./cm.2
1.3.All.Strength ; fat -29.75 kg./cm.2
2.4.Percent Losses 20.00 %
2.5.All.Strength ; fsi
12,250.00 kg./cm.2
1.4.Comp.Strength;f'ci 280.00 kg./cm.2
2.6.Strength Loss ; fsl 2,450.00 kg./cm.2
1.5.All.Strength ; faci 168.00 kg./cm.2
2.7.All.Strength ; fse 9,800.00 kg./cm.2
1.6.All.Strength ; fati -13.22 kg./cm.2
2.8.All.Force ; ffe 1,924.23 kg./tendon
3.1.Self Load(w) 221 kg./m. 4.1.Req.No.of Tendon 7.00 bars
3.2.Factor of Impact 30.00 % 4.2.Design Tendon 10.00 bars
3.3.Moment(Mmax. 2p) 631 kg.-m.OK. 4.3.Dia. of Stirrup 6.00 mm.
3.4.Net Section Area 900 cm.
2
-Stir.Range 0.45 m.@ 5.00 cm.(1.5b)
3.5.Section Modulus 4,500 cm.3
-Stir.Range 0.9 m.@ 12.00 cm.(3.0b)
3.6.Moment of Inertia 67,500 cm.4
-Stir.Range 7.3 m.@ 30.00 cm.(L-9b)
5.1.At Initial Stage : For Compressive Stress = 36.54 ksc. OK.!
5.2.At Initial Stage : For Tensile Stress = 16.92 ksc. OK.!
5.3.At Final Stage : For Compressive Stress = 35.39 ksc. OK.!
5.4.At Final Stage : For Tensile Stress = 7.37 ksc. OK.!
6.1.Ult. Load At Tip 256.20 tons/pile 6.2.Load For Buck. 94.29 tons/pile
6.3.Safety Factor 2.59 OK.! 6.4.Safe Comp. Load 98.75 tons/pile
6.5.Tensile Strength 19.72 tons/pile 6.6.Design Load 30.00 tons/pile
[ VI.Recheck Strength of Pile ]
At Final Stage(Permanent)
Pile Sise [/]
At Initial Stage(Temporary)
[ III.Results of Design ] [ IV.Design Tendon & Stirrup ]
[ V.Recheck Allowable Stress ]
NEOFooting Design(WSD.)
DESIGN PRESTRESSED CONCRETE PILE
[ I.Properties of Concrete ] [ II.Properties of Steel(Tendon) ]
18-Sep-2001
Fi
Ac
M
S+
min
max
F
Ac
M
S+
ma x
ma x
F
Ac
M
S-
ma x
ma x
Fi
Ac
M
S-
min
max
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17
*Project *Owner
*Building *Engineer
*Location *Date
NEOFooting Design(WSD.)
18-Sep-2001
Lifting Points
5.86 m. 2.07 m.
Cast Iron P.C.Wire 10 - Dia. 5 mm.
Dowel bars b = 0.3 m.
Stir.or Spir. Stir.or Spir. Stirrup or Spiral Stir.or Spir. Stir.or Spir.
Dia.6mm.@ Dia.6mm.@ Dia.6 mm. @ 30 cm. Dia.6mm.@ Dia.6mm.@
5 cm. 12 cm. 12 cm. 5 cm.
45 cm. 90 cm. 730 cm. 90 cm. 45 cm.
L = 10 m.
1.Use Pile Shoe Size 15.00 x 8.00 cm.
2.Use Dowel Bars 4 - DB 25 mm.
3.Use Value of Elongation 0.631 cm. - 0.70 cm. Per Bed Length 1 m.(+-4%)
4.Use Covering 5 - 6 cm.
2.07 m.
[]
Detail
t=0.3m.
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NEOFooting Design : 2
Pickup Point Pickup PointCast Iron
0.586L 0.207L0.207L
L/2
b
b
Pickup Point Pickup Point
0.586L 0.207L0.207L
L/2
Plate
Plate(DB)
2
1
b
Belt
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NEOFooting Design :
Plat
Bel
b
tp
tb
bb
d'd'
y
dowel
dowel
Concrete
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22
*Project *Owner
*Building *Engineer
*Location *Date
0.35 x 0.35 m x 19.00 m. OK.!
1.Use Tendon Dia. 5.00 mm.
1.Comp.Strength;f'c 350.00 kg./cm.2
2.Area of Tendon 0.196 cm.2
2.All.Strength ; fac 157.50 kg./cm.2
3.Tensile Strength;fy 17,500 kg./cm.2
3.All.Strength ; fat -29.75 kg./cm.2
4.Percent Losses 20.00 %
5.All.Strength ; fsi 12,250.00 kg./cm.2
4.Comp.Strength;f'ci 280.00 kg./cm.2
6.Strength Loss ; fsl 2,450.00 kg./cm.2
5.All.Strength ; faci 168.00 kg./cm.2
7.All.Strength ; fse 9,800.00 kg./cm.2
6.All.Strength ; fati -13.22 kg./cm.2
8.All.Force ; ffe 1,924.23 kg./tendon
1.For Pile Length 9.50 m.(2 ) 7.Section Modulus 7,146 cm.3
2.Self Load(w) 300 kg./m. 8.Moment of Inertia 125,052 cm.4
3.Factor of Impact 50.00 % 9.Tension In Dowel bar 3,575.39 kg.
4.For Pickup Point 2 Point 10.Dowel bar Grade 2,400 SR-24
5.Moment(Mmax. 2p) 894 kg.-m. 11.Req. As Dowel bar 2.98 cm.2
6.Net Section Area 1,225 cm.2
12.Mb In Plate & Belt 178.77 kg.-m.
1.Use tb 4.00 mm.
2.Use bb 7.5 cm.
1.Use tp 6.00 mm.
2.Use bb 35.00 cm.
1.Use Dia. 9 mm.
2.Req. Min. 5.00 bars
fbmax. 1,139.38 ksc.
fballow 1,440.00 ksc. OK.
NEOFooting Design(WSD.)
DESIGN PRESTRESSED CONCRETE PILE
[ I.Properties of Concrete ] [ II.Properties of Tendon ]
18-Sep-2001
At Initial Stage(Temporary)
[ III.Results of Calculation ]
[ Size Of Belt ]
[ Size Of Plate ]
[ Size Of Dowel Bar ]
A = 24 cm.2 , y = 1.35 cm. , I = 105.9075 cm.4
At Final Stage(Permanent)
Pile Sise [/]
Plate
Bel
t
tb
bb
d'd'
y
dowel
dowel
Ld
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23
*Project *Owner
*Building *Engineer
*Location *Date
NEOFooting Design(WSD.)
18-Sep-2001
Plate
Belt
4 mm.
7.5 cm.
6 mm.
5 cm. 5 cm.
35 cm. x 35 cm.
(Plate) 35 cm. x 35 cm. x 6 mm.(Belt) 35 cm. x 7.5 cm. x 4 mm.[] Dowel Bar 16 - RB 9 mm.[ 63 cm.]
2[0.35 x 0.35 x 9.5 m.]
Detail
5 - RB 9 mm.(Ld >= 63 cm.)
1.3
5cm.
Ld>=63cm.
Plate
Bel
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NEOFooting Design :
z x
y
L
a
P1 P2
Bcyby
cxbx
t
@
x
c.g.
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20,000 kg. 30,000 kg.
1.5 m.
12,500 kg./m.
11250 kg.
SFD.
1.475 m. 11816.41 kg.-m.
BMD.
-13500 kg.-m.
-16875 kg. -15625 kg.
50000 kg.
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27
*Project *Owner
*Building *Engineer
*Location *Date
1.Spacing Of Col.;@ 2.50 m. 1.Qa Of Soil 10.00 t./m.2
2.Cant. At Ext.;a m. 2.fc' Of Concrete 140 ksc.
3.Ext. Col. Size;bx 25 cm. 3.fc Of Concrete 0.375 fc'
4.Ext. Col. Size;by
25 cm. 4.fc Of Concrete 52.50 ksc.
5.Ext. Col. Load;P1 20,000 kg. 5.Fy Of Main Rebar 2,400 ksc.
6.Int. Col. Size;cx 25 cm. 6.Fy Of Sec. Rebar 2,400 ksc.
7.Int. Col. Size;cy 25 cm. 7.fs Of Rebar 0.50 Fy
8.Int. Col. Load;P2 30,000 kg. 8.fs Of Rebar 1,200 ksc.
1.Total Weight,R 55,000 kg. 14.qact Of Soil 9.17 t./m.2
2.Dist. Of R;x 1.50 m. 15.qnet Of Soil 8.33 t./m.2
3.L/2 Of Footing 1.63 m. 16.w In Line L 12,500.00 kg./m.
4.Min. L Of Footing 3.25 m. 17.wmax In Line B 20,000.00 kg./m.
5.Req. Area Of Ft. 5.50 m.2
18.Mmax At x From P1 1.475 m.
6.Use Length Of Ft.;L 4.00 m. 19.M At x = 1.48 m. -13.500 t.-m.
7.Req. Width Of Ft. 1.38 m. 20.M At x = 0.13 m. 0.098 t.-m.
8.Use Width Of Ft.;B 1.50 m. 21.M At x = 2.63 m. 11.816 t.-m.
9.Use Covering;d' 7.00 cm. 22.Transv. MAt P1 2.604 t.-m.
10. Req. Effect. Dept. 34.04 cm. 23.Transv. MAt P2 3.906 t.-m.
11.Req. Min. Thick. 41.64 cm. 24.Vmax At Col. Edge 16.88 Mton.
12.Use Thickness;t 35.00 t. 25.Vmax At d 13.38 Mton.
13.Act. Weight Of Ft. 5,040.00 kg. OK. 26.Vmax At d/2 27.66 Mton.
I.Data For Design
III.Result Of Calculation
DESIGN COMBINED FOOTING
II.Properties Of Materials
NEOFooting Design(WSD.)
23-Apr-2002
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28
vc = 0.29*(fc')0.5
3.431
1.1.At Ext. Col.(bot.) 0.33 cm.2
vc = 0.53*(fc')0.5
6.271
1.2.At x=1.48 m.(top) 45.19 cm.2
u = [3.23(fc' ) 0.5/D] 35.00
1.3.At Int. Col.(bot.) 39.56 cm.2
u = [1.615(fc') 0.5/D] 11.00
2.1.At Ext. Col.(bot.) 8.72 cm.2
1.1.For Ext. Col. 3.185 ksc. OK.
2.2.At Int. Col.(bot.) 13.08 cm.2
1.2.For Int. Col. 1.845 ksc. OK.
3.1.Select Ot Use Fy 3,000 SD-30 2.1.For Ext. Col. 3.548 ksc. OK.
3.2.Req. Min. Ast 7.00 cm.2/m. 2.2.For Int. Col. 4.660 ksc. OK.
Select To Use Dia. 16.00 mm. Select To Use Dia. 15.00 mm.
At Ext. Col. At Ext. Col.
At Mid.(Ext. to Int.) At Int. Col.
At Int. Col.
For Temperature Steel : Use Dia. DB 12.00 mm. @ 0.20 m.
DB 12 mm. @ 0.15 m.
0 m.
Select To Use Dia.
20 - RB 16 mm.
13 - RB 16 mm. 5 - RB 16 mm.
8 - RB 16 mm.23 - RB 16 mm.
1.For Longitudinal Direction
2.For Transverse Direction
3.For Temp. Steel
1.For Longitudinal Direction
ksc.()
ksc.()
ksc.(Diagonal)
ksc.(Punching)
2.For Transverse Direction
1. Diagonal Tension(Wide Beam Shear)
2.Punching Shear
VI.Select To Use Reinforcement
IV.Design Reinfocement V.Recheck Stress
5 - RB 16 mm.
t = 0.35 m.
covering 7 cm.
25 x 25 cm.25 x 25 cm.
DB 12 mm. @ 0.15 m.
23 - RB 16 mm.
8 - RB 16 mm.
81 cm.
2.5 m.(c - c)
L = 4 m.
1.25 m.
13 - RB 16 mm. 20 - RB 16 mm.81 cm.
bx
cx
2d + bx
2d + cx
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NEOFooting Design :
Drop Hammer
Free Drop
Pile Cape
Pile
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*Project *Owner
*Building *Engineer
*Location *Date
1.Dimension of Pile 0.25 x 0.25 x 10.00 m.
2.This Pile Design For Safety Loads(Qa) = 60.00 tons/pile
3.Design Total Factor of Safety(F.S.1 + F.S.2) = 2.50 (2.5 - 4)
4.Ultimate Bearing Capacity of Pile(Qu) = 150.00 tons/pile
5.Total Weigth of Pile & Pile Cape(Wp) = 2.18 tons/pile
6.Use Weigth of Drop Hammer(Wh) :Max. 5.00 tons = 4.50 (2 - 5 tons)
7.High of Drop Hammer(h) --> = 60.00 cm.
8.Coefficient of Restitution(r)--> = 0.25
9.Equipment Loss Factor(Z)---> = 0.80
10.Efficiency Factor(e) = 0.69
11.Temporary Compression(C) = C1 + C2 + C3
-(L) = 0.10 m.-(C1) = 0.04 cm.-(C2) = 1.73 cm.-(C3) = 0.86 cm.
12.Average Settlement of Pile Per 10 Blows(S) -0.32 Not Pass
13.Settlement of Pile At Last Ten Blows Dose't More Than -3.18 Not Pass
14.Number of Blows Per 1.0 ft.(30 cm.) Must More Than -93.00 Blows
H [/] - 0.25 x 0.25 x 10 . I 4.5 60 .E 10 -3.18 .L -93 30 .Y 6.25 ./ ( 25-30 .)
(0.25 or 0.4)
(0.80 or 1.0)
Sugg. Max. = 91 cm.
For Gunny Bag
For Falling Hammer
S = -2.67cm. ; F.S. = 2.38
S = -2.17cm. ; F.S. = 2.27
S = -3.67cm. ; F.S. = 2.63
NEOFooting Design(WSD.)
DESIGN BLOW COUNT BY HILEY'S FORMULA
S = -4.17cm. ; F.S. = 2.77
18-Sep-2001
CQu
eWhZ
S
=
+2
eWh Wp r
Wh Wp=
+
+
* 2
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*Project *Owner
*Building *Engineer
*Location *Date
1.Dimension of Pile 0.40 x 0.40 x 10.00 m.
2.This Pile Design For Safety Loads(Qa) = 60.00 tons/pile
3.Design Total Factor of Safety(F.S.1 + F.S.2) = 2.50 (2.5 - 6)
4.Ultimate Bearing Capacity of Pile(Qu) = 150.00 tons/pile
5.Total Weigth of Pile & Pile Cape(Wp) = 1.59 tons/pile
6.Use Weigth of Drop Hammer(Wh) :Max. 15.00 tons = 5.00 (1 - 15 tons)
7.High of Drop Hammer(H) --> = 50.00 cm.
8.Equipment Loss Factor(ef)---> = 0.75
9.Average Settlement of Pile Per 10 Blows(s) 1.24 cm.
10.Settlement of Pile At Last Ten Blows Dose't More Than 12.39 cm.
11.Number of Blows Per 1.0 ft.(30 cm.) Must More Than 25.00 Blows
[/] - 0.4 x 0.4 x 10 . 5 50 . 10 12.39 . 25 30 . 7.5 ./ ( 25-30 .)
( 0.75)
NEOFooting Design(WSD.)
DESIGN BLOW COUNT BY DANISH FORMULA
18-Sep-2001
Sugg. Max. = 82 cm.
For Drop Hammer
S = 13.39cm. ; Qu = 138t.
S = 15.39cm. ; Qu = 120t.
S = 11.39cm. ; Qu = 163t.
S = 10.39cm. ; Qu = 178t.
+
=
EA
LHWefs
HWefP
U
2
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*Project *Owner
*Building *Engineer
*Location *Date
1.Dimension of Pile 0.26 x 0.26 x 21.00 m.
2.This Pile Design For Safety Loads(Qa) = 30.00 tons/pile
3.Design Total Factor of Safety(F.S.1 + F.S.2) = 4.00 (2.5 - 6)
4.Ultimate Bearing Capacity of Pile(Qu) = 120.00 tons/pile
5.Total Weigth of Pile & Pile Cape(Wp) = 2.29 tons/pile
6.Use Weigth of Drop Hammer(Wh) :Max. 5.00 tons = 3.50 (2 - 5 tons)
7.High of Drop Hammer(H) --> = 50.00 cm.
Cd S(cm./Bl.) LTB.(cm.) Ku Qu(ton) F.S. Qa(ton)
0.848 0.100 27.1820 1.00 5.7238 305.74 4.00 76.44
0.848 0.150 12.0809 1.50 4.1595 280.49 4.00 70.12
0.848 0.200 6.7955 2.00 3.3942 257.79 4.00 64.45
0.848 0.250 4.3491 2.50 2.9476 237.48 4.00 59.37
0.848 0.300 3.0202 3.00 2.6594 219.35 4.00 54.84
0.848 0.350 2.2189 3.50 2.4609 203.18 4.00 50.79
Sugg. Max. = 117 cm.
NEOFooting Design(WSD.)
DESIGN BLOW COUNT BY JANBU FORMULA
18-Sep-2001
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CdCds
HWP
U
l11
l
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1.1.High of Ret. Wall 4.00 m. tw = 0.15 m. = 25 3.001.2.High of Soil Level 3.00 m. 0.50
1.3.Weight of Soil 2,000.00 kg./m.3
1.4.Weight of Surch. 1,000.00 kg./m.2 H = 4 m.
1.5.High of Water 0.50 m.G.S. > 0.5 m.
1.6.All. Soil Bearing 20,000.00 kg./m.2 tb = 0.2 m.
1.7.Internal Angle 25.00 Degree B1 = 0.5 m. B2 = 1 m.
1.9.Angle of Backfill 25.00 Degree 1.5 m.
1.10.Coef. of Friction 0.40
1.11.Thick. of Base 0.20 Min. 0.46 m.2.1.Req.Rein. In Wall 75.69 cm.2/m.
1.12.Thick. of Wall 0.15 Min. 0.39 m. Select Steel DB 15 mm.
1.13.Length of B1 0.50 Min. 0.53 m. Use DB 15 mm. @ 0.02 m.
1.14.Length of B2 1.00 Min. 1.07 m.2.2.Req.Rein. In Base 74.34 cm.2/m.
1.15.Check Overturn. 0.55 Gain B1&B Select Steel DB 15 mm.
1.16.Check Bearing -7,757 Gain B1&B Use DB 15 mm. @ 0.02 m.
1.17.Check Sliding Sliding Use Shearke 2.3.Req.Temp. Steel 5.00 cm.2/m.
1.18.Check Shear -5.01 ksc. OK.! Select Steel RB 6 mm.
Use RB 6 mm. @ 0.05 m.
tw = 0.15 m.
= 25 DB 15 mm. @ 0.02 m.
RB 6 mm. @ 0.05 m.
DB 15 mm. @ 0.02 m.
Waterstop RB 6 mm. @ 0.05 m. G.S. > 0.5 m.
Covering = 5 - 6 cm.
tb = 0.2 m.
B = 1.5 m.
: Water stop 0.70-1.0 Retaining Wall
RB 6 mm. @ 0.05 m.
DB 15 mm. @ 0.02 m.
Detail
[ II.Design Reinforcement ]
NEOFooting Design(WSD.)
DESIGN RC. RETAINING WALL
[ I.Data For Design ] Pictur For Show Value
18-Sep-2001
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NEOFooting Design :
One-way Footing Tow-way Footing
Strap or Grade Beam
L
External Column Internal Column
:1. 2 2.3.4. Strap Beam()
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1.1.Spacing Of Col. 4.00 m. 2.1.Total Load 55,000.00 kg.
1.2.Width Of Ext. Col 0.25 m.(by) 2.2.All. Soil Bearing 20,000 kg./m.2
1.3.Long Of Ext. Col. 0.25 m.(bx) 2.3.Centroid Of Load 2.53 m. (2.59)
1.4.Load On Ext. Clo. 20,000 kg. 2.4.Req. Total Area 2.75 m.2
1.5.Width Of Int. Col. 0.25 m.(cy) 2.5.Req. Min. Aext. 1.10 m.2
1.6.Long Of Int. Col. 0.25 m.(cx) 2.6.Req. Min. Aint. 1.65 m.2
1.7.Load On Int. Clo. 30,000 kg. 2.7.Req. Strap Beam 0.25 m.(Wide)
2.8.Reaction Rext. 24,788.73 kg.
2.9.Shear Vext. 10,524.13 kg.
3.1.Use Lxext. 1.15 m. OK.! 2.10.Moment Mext. 5,262.06 kg.-m.
3.2.Use Lyext. 2.25 m. OK.! 2.11.Reaction Rint. 30,211.27 kg.
3.3.Use Thick.(0.28m. 0.30 m. OK.! 2.12.Shear Vint. 13,544.09 kg.
2.13.Moment Mint. 5,417.64 kg.-m.
3.4.Use Lxint. 1.85 m. OK.! 2.14.Soil Pressure 9,151.41 ksm.
3.5.Use Lyint. 1.85 m. OK.! 2.15.Mmax. Occur At 0.93 m.
3.6.Use Thick.(0.24m. 0.25 m. OK.! 2.16.Max. Moment -6,778.41 kg.-m.
Lx = 1.15 m. Lx = 1.85 m.
3.7.Use Wide 0.25 m. sbx = 0.25 m.
3.8.Req. Depth(treq.) 0.61 m. 2.25 sbx = 0.25 m. 1.85
3.9.Use Depth(t) 0.60 Fail!
3.10.Recheck Beam L = 4 m.
18-Sep-2001
Size Of Interior Footing(Areq.= 1.65)
L/b
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NEOFooting Design(WSD.)
1.Req. Tension Steel 9.15 cm.2
==> Select Steel Dia. 15 mm.(Top)
2.Req. Comp. Steel 0.02 cm.2
==> Select Steel Dia. 12 mm.(Bott.)
Use Top Steel For M+
Use Bott. Steel For M-
3.For Stirrup Select Steel Dia. 6 mm. Use Stirrup
1.1.Req. Main Steel 16.37 cm.2
2.1.Req. Main Steel 19.41 cm.2
Select Steel Dia. 12 mm.(Bott.) Select Steel Dia. 19 mm.(Bott.)
Use Bottom Steel Use Bottom Steel
1.2.Req. Sub Steel 6.00 cm.2/m. 2.2.Req. Main Steel 19.41 cm.
2
Select Steel Dia. 12 mm.(Top) Select Steel Dia. 19 mm.(Top)
Use Top Steel Use Top Steel
+- 0.00
Strap beam 0.25 m. x 0.6 m.
6-DB 15 mm.
Varies > 1.20 m.
1-RB 6 mm. @ 0.15 m. 0.6 m.
t = 0.3 m. 2-DB 12 mm. t = 0.25 m.
1.15 m. x 2.25 m. 15-DB 12 mm.
1.15 m. DB 12 mm. @ 0.18 m. 1.85 m.
8-DB 19 mm.
[ 2.Interior Footing ]
DB 12 mm. @ 0.18 m.
15-DB 12 mm.
[ IV.Design Reinforcement ]
[ For Strap Beam ]
6-DB 15 mm. 2-DB 12 mm.
8-DB 19 mm.
1-RB 6 mm. @ 0.15 m
[ For Footing ]
[ 1.Exterior Footing ]
L = 4 m.
1.85 m. x 1.85 m.
8-DB 19 mm.