Neo Footing

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Neo Footing

Text of Neo Footing

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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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    *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