핐ү핐үcad - Foundation Fb3 (2pile)

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Θ kN 1000N := kg 10N := MPa 10 6 Pa := m 1000mm := ton 1000kg := kip 4.448kN := MPa N mm 2 := MPa 145psi := ksi 1000psi := lb 4.448N := feet 12 in := in 0.0254m := kgpm 1 kg m := kgm 1 kg m := tonm 1 ton m := kgpcm2 1 kg cm 2 :=

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핐ү핐үcad - Foundation Fb3 (2pile)

Transcript of 핐ү핐үcad - Foundation Fb3 (2pile)

  • kN 1000N:= kg 10N:= MPa 10

    6Pa:= m 1000mm:= ton 1000kg:= kip 4.448kN:=

    MPaN

    mm2

    := MPa 145psi:= ksi 1000psi:= lb 4.448N:= feet 12 in:= in 0.0254m:=

    kgpm 1kg

    m:=

    kgm 1 kg m:= tonm 1 ton m:=kgpcm2 1

    kg

    cm2

    :=

  • 5. GENERAL

    5.1. Outline Of Structure

    Project : -

    Client : -

    Location : -

    Equipment : -

    Foundation type : -

    5.2. Calculation Unit

    N 0.1kg:= kgpm 1kg

    m:= ton 1000kg:= MPa 10

    6Pa:=

    kN 1000N:= kgm 1 kg m:= tonm 1 ton m:= MPa 1N

    mm2

    :=

    kN 100kg:= kgpcm2 1kg

    cm2

    := tonm 1000 kg m:=

    5.3. Used Material And Allowable Stress

    Compressive concrete strength : fc' 280kg cm2-

    :=

    fc' 28 MPa=

    Yield steel strength : fy 320MPa:=

    Unit weight of reinf. concrete : concrete 2400kg m 3-:=

    Unit weight of steel : steel 7850kg m 3-:=

    Unit weight of soil : soil 1900kg m 3-:=

    Unit weight of water' : water 1000kg m 3-:=

  • A. DETAIL FOUNDATION

    B. PROPERTIES OF FOUNDATION

    DIMENSION OF FOUNDATION

    Thickness of pile cap : hslabpond 0.9m:=

    Height of pedestal above surface : t2 3.95m:=

    Height of pedestal under surface : t3 0.3m:=

    Length of pedestal : P2 3.15m:=

    Width of pedestal : L2 0.85m:=

    Length of pile cap : P 1.5m:=

    Width of pile cap : L 4m:=

    Number of pile : npile 2:=

    Length of pile : Lp 26m:=

    WEIGHT FOUNDATION

    Foundation's self weight (concrete)

    Vcap P L hslabpond concrete:=

    Vcap 12.96 ton=

  • Pedestal Foundation's self weight (concrete)

    Vped P2 L2 t2 t3+( ) concrete:=

    Vped 27.3105 ton=

    Soil Weight

    Vsoil P L( ) P2 L2( )-[ ] t3 soil:=

    Vsoil 1.894 ton=

    Total Weight

    Vfound Vcap Vped+ Vsoil+:=

    Vfound 42.164 ton=

    C. LOADING DATA

    Joint Reaction from SAP200 (Unfactored)

    TABLE: Joint Reactions

    Joint OutputCase CaseType F1 F2 F3 M1 M2 M3

    Text Text Text Tonf Tonf Tonf Tonf-m Tonf-m Tonf-m

    6029 SLS1 Combination 0 0.0907 16.3096 0 0 0

    6029 SLS2 Combination 0 0.0814 27.385 0 0 0

    6029 SLS3 Combination 0 0.0432 15.9218 0 0 0

    6029 SLS4 Combination 0 0.034 26.9972 0 0 0

    6029 SLS5.a Combination 0 0.1072 -3.4168 0 0 0

    6029 SLS5.b Combination 0 0.0742 36.036 0 0 0

    6029 SLS5.c Combination 0 0.1074 -3.6303 0 0 0

    6029 SLS5.d Combination 0 0.0741 36.2495 0 0 0Column 1 Column 2

    a. F2 Minimum

    Vertical load : Pz1 104.9243 ton:= Pz2 14.0087- ton:=

    Horisontal load : Px1 0 ton:= Px2 0 ton:=

    Py1 7.9581 ton:= Py2 0.3404 ton:=

    Moment : Mx1 0ton m:= Mx2 0ton m:=

    My1 0ton m:= My2 0ton m:=

    b. F2 Maximum

    Vertical load : Pz1a 55.7441ton:= Pz2a 6.522- ton:=

    Horisontal load : Px1a 0 ton:= Px2a 0 ton:=

    Py1a 0.2083- ton:= Py2a 9.8409- ton:=

    Moment : Mx1a 0ton m:= Mx2a 0ton m:=

    My1a 0ton m:= My2a 0ton m:=

  • c. F3 Minimum

    Vertical load : Pz1b 14.3965- ton:= Pz2b 63.1132ton:=

    Horisontal load : Px1b 0ton:= Px2b 0ton:=

    Py1b 0.3878ton:= Py2b 7.9289ton:=

    Moment : Mx1b 0ton m:= Mx2b 0ton m:=

    My1b 0ton m:= My2b 0ton m:=

    d. F3 Maximum

    Vertical load : Pz1c 14.0087- ton:= Pz2c 104.9243ton:=

    Horisontal load : Px1c 0ton:= Px2c 0ton:=

    Py1c 0.3404ton:= Py2c 7.9581ton:=

    Moment : Mx1c 0ton m:= Mx2c 0ton m:=

    My1c 0ton m:= My2c 0ton m:=

    D. PILE CAPACITY

    AXIAL BEARING CAPACITY FROM SOIL INVESTIGATION & MATERIAL CAPACITY

    For pile capacity we can compare from axial bearing capacity from results of soilinvestigation and brosur of material capacity.

    SF1 3:=

  • Dia.Pile 500 400 Sqr.300x300 Sqr.250x250 500 400 Sqr.300x300 Sqr.250x250

    Qall 133 90 73 42 138 97 83 52

    Qhor 4.39 3.09 2.86 2.31 4.39 3.09 2.86 2.31

    Qpull 58 40 34 19 61 44 39 23

    Dia.Pile 500 400 Sqr.300x300 Sqr.250x250

    Qall 136 102 84 51

    Qhor 4.39 3.09 2.86 2.31

    Qpull 63 45 38 23

    BH1 BH2

    BH3

    Material Capacity From Soil Investigation

    Qallused1 161.6ton:= Qallused2 133ton:=

    Qhor1 5% Qallused1 8.08 ton=:= Qhor2 4.39ton:=

    Qpull1 55.62ton:= Qpull2 58ton:=

    Take :

    Qallused min Qallused1 Qallused2, ( ):= Qallused 133 ton=

    Qhor min Qhor1 Qhor2, ( ):= Qhor 4.39 ton=

    Qpull min Qpull1 Qpull2, ( ):= Qpull 55.62 ton=

    ALLOWABLE AXIAL AND HORIZONTAL PILE CAPACITY USED

    Efficiency Pile :

    Based on Converse-Labarre Formula :

    Eg 1 nused 1-( ) mused mused 1-( ) nused+

    90 mused nused

    -:=

    Where :

    q = acr tg d/S1

    Eg = Efficiency Pile Group

    m = the number of rows of piles

    n = number of piles in a row

    S1 = distance center to center pile of pile

    d = diameter piles

    For this case :

    d 0.5m:=

    s1 2.5m:=

    atand

    s1

    := 11.31 deg=

  • mused 2:= nused 1:=

    Eg 1

    deg

    nused 1-( ) mused mused 1-( ) nused+90 mused nused

    -:=

    Eg 0.937=

    So we can take allowable axial load and horizontal load :

    Compression capacity : Lateral capacity : Pull Out Capacity :

    Qcall.used Qallused Eg:= Qhorused Qhor Eg:= Qpullused Qpull Eg:=

    Qcall.used 124.643 ton= Qhorused 4.114 ton= Qpullused 52.125 ton=

    Pile coordinate from centre of pile cap:

    npile 2=

    y1 1.25- m:= x1 0m:=

    y2 1.25m:= x2 0m:=

    ykol1 1.25- m:= xkol1 0m:=

    ykol2 1.25m:= xkol2 0m:=

    y2 y12 y22+:= x2 x12 x22+:=

    y2 3.125m2= x2 0=

    E. ANALYSIS OF FOUNDATION

    CHECK AXIAL PILE CAPACITY

  • For Checking Pile Capacity use formula below (Based on Principle of FoundationEngineering-Braja M.Das) :

    PpilemaxQv

    nused

    My1 Xmax

    x2+

    Mx1 Ymax

    y2+:=

    Qv

    PpileminQv

    nused

    My1 Xmax

    x2-

    Mx1 Ymax

    y2-:=

    Qv

    1). F2 Minimum

    Total Weight (Concrete & Soil) Vfound 42.164 ton=

    Height pedestal above ground t2 3.95m=

    Height pedestal below ground t3 0.3 m=

    Allowable Axial Load Qcall.used 124.643 ton=

    Vertical load : Pz1 104.924 ton= Pz2 14.009- ton=

    Horisontal load : Px1 0 ton= Px2 0 ton=

    Py1 7.958 ton= Py2 0.34 ton=

    Moment : Mx1 0 ton m= Mx2 0 ton m=

    My1 0 ton m= My2 0 ton m=

    Total Load Vertical:

    Vtotal1 Vfound Pz1+ Pz2+:=

    Vtotal1 133.08 ton=

    Moment Horizontal:

    Mx1 Mx1 Mx2+( ) Py1 Py2+( ) hslabpond t2+ t3+( )-:=

  • Mx1 42.737- ton m=

    My1 My1 My2+( ) Px1 Px2+( ) hslabpond t2+ t3+( )+:=My1 0 ton m=

    Total Moment:

    Mxtot Mx1:= Mxtot 42.737- ton m=

    Mytot My1:= Mytot 0 ton m=

    Pile Reaction :

    Ppile1Vtotal1

    npile

    Mytot x1

    x2+

    Mxtot y1

    y2+:=

    Ppile1 83.635 ton=

    Ppile2Vtotal1

    npile

    Mytot x2

    x2+

    Mxtot y2

    y2+:=

    Ppile2 49.445 ton=

    CheckCompression "Ok" Qcall.used max Ppile1 Ppile2, ( )>if

    "Not Ok" otherwise

    :=

    CheckCompression "Ok"=

    2). F2 Maximum

    Total Weight (Concrete & Soil) Vfound 42.164 ton=

    Height pedestal above ground t2 3.95m=

    Height pedestal below ground t3 0.3 m=

    Allowable Axial Load Qcall.used 124.643 ton=

    Vertical load : Pz1a 55.744 ton= Pz2a 6.522- ton=

    Horisontal load : Px1a 0 ton= Px2a 0 ton=

    Py1a 0.208- ton= Py2a 9.841- ton=

    Moment : Mx1a 0 ton m= Mx2a 0 ton m=

    My1a 0 ton m= My2a 0 ton m=

    Total Load Vertical:

    Vtotal2 Vfound Pz1a+ Pz2a+:=

    Vtotal2 91.386 ton=

    Moment Horizontal:

    ( )

  • Mx1a Mx1a Mx2a+( ) Py1a Py2a+( ) hslabpond t2+ t3+( )-:=Mx1a 51.753 ton m=

    My1a My1a My2a+( ) Px1a Px2a+( ) hslabpond t2+ t3+( )+:=My1a 0 ton m=

    Total Moment:

    Mxtot1 Mx1a:= Mxtot1 51.753 ton m=

    Mytot1 My1a:= Mytot1 0 ton m=

    Pile Reaction :

    Ppile1aVtotal2

    npile

    Mytot1 x1

    x2+

    Mxtot1 y1

    y2+:=

    Ppile1a 24.992 ton=

    Ppile2aVtotal2

    npile

    Mytot1 x2

    x2+

    Mxtot1 y2

    y2+:=

    Ppile2a 66.395 ton=

    CheckCompression1 "Ok" Qcall.used max Ppile1a Ppile2a, ( )>if

    "Not Ok" otherwise

    :=

    CheckCompression1 "Ok"=

    3). F3 Minimum

    Total Weight (Concrete & Soil) Vfound 42.164 ton=

    Height pedestal above ground t2 3.95m=

    Height pedestal below ground t3 0.3 m=

    Allowable Axial Load Qcall.used 124.643 ton=

    Vertical load : Pz1b 14.396- ton= Pz2b 63.113 ton=

    Horisontal load : Px1b 0 ton= Px2b 0 ton=

    Py1b 0.388 ton= Py2b 7.929 ton=

    Moment : Mx1b 0 ton m= Mx2b 0 ton m=

    My1b 0 ton m= My2b 0 ton m=

    Total Load:

    Vtotal3 Vfound Pz1b+ Pz2b+:=

    Vtotal3 90.881 ton=

    Moment Horizontal:

    ( )

  • Mx1b Mx1b Mx2b+( ) Py1b Py2b+( ) hslabpond t2+ t3+( )-:=Mx1b 42.831- ton m=

    My1b My1b My2b+( ) Px1b Px2b+( ) hslabpond t2+ t3+( )+:=My1b 0 ton m=

    Total Moment:

    Mxtot2 Mx1b:= Mxtot2 42.831- ton m=

    Mytot2 My1b:= Mytot2 0 ton m=

    Pile Reaction :

    Ppile1bVtotal3

    npile

    Mytot2 x1

    x2+

    Mxtot2 y1

    y2+:=

    Ppile1b 62.573 ton=

    Ppile2bVtotal3

    npile

    Mytot2 x2

    x2+

    Mxtot2 y2

    y2+:=

    Ppile2b 28.308 ton=

    CheckCompression2 "Ok" Qcall.used max Ppile1b Ppile2b, ( )>if

    "Not Ok" otherwise

    :=

    CheckCompression2 "Ok"=

    4). F3 Maximum

    Total Weight (Concrete & Soil) Vfound 42.164 ton=

    Height pedestal above ground t2 3.95m=

    Height pedestal below ground t3 0.3 m=

    Allowable Axial Load Qcall.used 124.643 ton=

    Vertical load : Pz1c 14.009- ton= Pz2c 104.924 ton=

    Horisontal load : Px1c 0 ton= Px2c 0 ton=

    Py1c 0.34 ton= Py2c 7.958 ton=

    Moment : Mx1c 0 ton m= Mx2c 0 ton m=

    My1c 0 ton m= My2c 0 ton m=

    Total Load:

    Vtotal4 Vfound Pz1c+ Pz2c+:=

    Vtotal4 133.08 ton=

    Moment Horizontal:

    ( )

  • Mx1c Mx1c Mx2c+( ) Py1c Py2c+( ) hslabpond t2+ t3+( )-:=Mx1c 42.737- ton m=

    My1c My1c My2c+( ) Px1c Px2c+( ) hslabpond t2+ t3+( )+:=My1c 0 ton m=

    Total Moment:

    Mxtot3 Mx1c:= Mxtot3 42.737- ton m=

    Mytot3 My1c:= Mytot3 0 ton m=

    Pile Reaction :

    Ppile1cVtotal4

    npile

    Mytot3 x1

    x2+

    Mxtot3 y1

    y2+:=

    Ppile1c 83.635 ton=

    Ppile2cVtotal4

    npile

    Mytot3 x2

    x2+

    Mxtot3 y2

    y2+:=

    Ppile2c 49.445 ton=

    CheckCompression2 "Ok" Qcall.used max Ppile1c Ppile2c, ( )>if

    "Not Ok" otherwise

    :=

    CheckCompression2 "Ok"=

    CHECK LATERAL PILE CAPACITY

    Allowable horizontal load :

    Qhorused 4.114 ton= (Horizontal Maximum)

    ntotal 2:= (Total of used pile)

    Horizontal load from SAP2000 reaction :

    Fmax max Px12

    Py22

    +( ) Px1a2 Py2a2+( ), Px1b2 Py2b2+( ), Px1c2 Py2c2+( ), :=Fmax 9.841 ton=

    HorpileFmax

    ntotal:= Horpile 4.92 ton=

    HorizontalFoundation "Ok" Qhorused Horpile>if

    "Not Ok" otherwise

    :=

    HorizontalFoundation "Not Ok"=

  • M3

    Tonf-m

    F3 Min

    F3 Max

    Remarks

    F2 Min

    F2 Max