Neo Footing

download Neo Footing

of 37

description

Neo Footing

Transcript of Neo Footing

  • 7/16/2019 Neo Footing

    1/37

  • 7/16/2019 Neo Footing

    2/37

    *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

  • 7/16/2019 Neo Footing

    3/37

    NEOFooting Design :

    z

    y

    x

    t

    Pz Py

    Px

    Mx-x

    My-y

    bx

    ty

  • 7/16/2019 Neo Footing

    4/37

    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)

  • 7/16/2019 Neo Footing

    5/37

    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 . .

    :

  • 7/16/2019 Neo Footing

    6/37

    32 - 64/67 - .18860

    01-4717875

    .(. )

    ( BH-1) 2 4 . 105

    .18860

    . . .

    042-211040-418

    . .

    .

    1 2556

  • 7/16/2019 Neo Footing

    7/37

    ............/................

    30 2543

    #REF!

    1. C.B.R. 2 2. 14 3. 1 4. 1 5. 1

    .

    (Cape Seal) . -

    . . .

    ( )

  • 7/16/2019 Neo Footing

    8/37

    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

  • 7/16/2019 Neo Footing

    9/37

    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 .

  • 7/16/2019 Neo Footing

    10/37

    NEOFooting Design :

    [/]

    I

    [ : I ]

  • 7/16/2019 Neo Footing

    11/37

    *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.)

  • 7/16/2019 Neo Footing

    12/37

    *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

  • 7/16/2019 Neo Footing

    13/37

    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.

  • 7/16/2019 Neo Footing

    14/37

    NEOFooting Design :

    Length;L

    ()

    Pile,Pole,Prefab,Plank,Box Girder

    PC. Wire,PC. Strand

    ()

    Length;LJack

    PC.Wire or PC.Strand

  • 7/16/2019 Neo Footing

    15/37

    NEOFooting Design :

    Pickup Point Pickup PointCast Iron

    0.586L 0.207L0.207L

    L

    b

    b

  • 7/16/2019 Neo Footing

    16/37

    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

  • 7/16/2019 Neo Footing

    17/37

    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.

  • 7/16/2019 Neo Footing

    18/37

    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

  • 7/16/2019 Neo Footing

    19/37

  • 7/16/2019 Neo Footing

    20/37

    NEOFooting Design :

    Plat

    Bel

    b

    tp

    tb

    bb

    d'd'

    y

    dowel

    dowel

    Concrete

  • 7/16/2019 Neo Footing

    21/37

  • 7/16/2019 Neo Footing

    22/37

    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

  • 7/16/2019 Neo Footing

    23/37

    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

  • 7/16/2019 Neo Footing

    24/37

    NEOFooting Design :

    z x

    y

    L

    a

    P1 P2

    Bcyby

    cxbx

    t

    @

    x

    c.g.

  • 7/16/2019 Neo Footing

    25/37

    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.

  • 7/16/2019 Neo Footing

    26/37

  • 7/16/2019 Neo Footing

    27/37

    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

  • 7/16/2019 Neo Footing

    28/37

    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

  • 7/16/2019 Neo Footing

    29/37

    NEOFooting Design :

    Drop Hammer

    Free Drop

    Pile Cape

    Pile

  • 7/16/2019 Neo Footing

    30/37

    *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

  • 7/16/2019 Neo Footing

    31/37

    *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

  • 7/16/2019 Neo Footing

    32/37

    *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

    ++

    =

    CdCds

    HWP

    U

    l11

    l

  • 7/16/2019 Neo Footing

    33/37

    *Project *Owner

    *Building *Engineer

    *Location *Date

    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

  • 7/16/2019 Neo Footing

    34/37

  • 7/16/2019 Neo Footing

    35/37

    NEOFooting Design :

    One-way Footing Tow-way Footing

    Strap or Grade Beam

    L

    External Column Internal Column

    :1. 2 2.3.4. Strap Beam()

  • 7/16/2019 Neo Footing

    36/37

    36

    *Project *Owner

    *Building *Engineer

    *Location *Date

    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

  • 7/16/2019 Neo Footing

    37/37

    37

    *Project *Owner

    *Building *Engineer

    *Location *Date 18-Sep-2001

    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.