RC_cantilever retaining wall_final.xls

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concrete cantilever retaining wall design spreadsheet

Transcript of RC_cantilever retaining wall_final.xls

  • DATE

    PREPARED

    CHECKED

    DESIGN CONDITIONS

    materials soil conditions

    yield strength of steel, fy 276 mPA unit weight of soil, s 16.00 KN/m^3

    comp. strength of concrete, f'c 21 mPA soil internal friction angle, 25.00 degbackfill and embedment angle of backfill, - deg

    height of backfill,HT 1.50 m soil~concrete friction coeff 0.50

    height of toe embedment,HE 0.50 m allowable soil pressure, Qu 87 kPa (Terzaghi value / SFb )

    surcharge pressure 10.00 KN/m^2 (or enter value here, Qu)--> 70.00 kPa

    safety factor, overturning 1.50 safety factor, sliding 1.25 safety factor, bearing cap. 2.00

    WALL DIMENSIONS

    trial dimensions

    length of base, LB 900 mm

    length of toe,LT 297 mm

    length of heel,LH 453 mm

    thickness of base, DB 150 mm

    stem thickness top, WST 150 mm

    stem thickness bottom, WSB 150 mm

    length of stem,LS 1,350 mm

    final dimensionslength of base, LB 1,150

    length of toe,LT 400

  • DATE

    PREPARED

    CHECKED

    DESIGN OF STEM DESIGN OF HEELdesign moment at stem, Mu 10.81 KN-m design moment at heel, Mu 9.69 KN-m

    design shear at stem, Vu 19.37 KN rebar diameter 12 mm

    required steel area,As 629 mm^2shear rebar spacing 185 mm

    shear capacity of concrete,Vc 78.64 kN temp bar diameter 12 mm

    >Vu :. OK rebar spacing 283 mm

    vertical bars ( rear face ) DESIGN OF TOE

    rebar diameter 16 mm design moment at toe, Mu 6.74 KN-m

    required steel area,As 619 mm^2 rebar diameter 12 mm

    rebar spacing 405 mm required steel area,As 629 mm^2req'd development length, Ldb 244 mm rebar spacing 185 mm

    actual development length, Ld 72 mm temp bar diameter 12 mm

    use 90deg hook rebar spacing 283 mm

    vertical bars ( front face ) DESIGN OF SHEAR KEY

    rebar diameter 12 mm required shear key resistance 4.02 KN

    required steel area,As 150 mm^2 required height of key 404 mm

    rebar spacing 750 mm width of shear key 200 mm

    design moment at key, Mu 1.75 KN-mhorizontal bars ( rear face ) design shear at key, Vu 6.84 KN

    rebar diameter 10 mm

    required steel area,As 125 mm^2 flexure

    rebar spacing 625 mm rebar diameter 16 mm

    required steel area,As 619 mm^2horizontal bars ( front face ) rebar spacing 405 mm

    rebar diameter 10 mm shear

    required steel area,As 250 mm^2 shear capacity of concrete,Vc 83.26 kN

    rebar spacing 310 mm >Vu :. OK

    REINFORCEMENT LAYOUT

    vertical bars @front face vertical bars @ rear face

    horizontal bars @ front face horizontal bars @ rear face

    flexural bars at heel

    Ldb = 377mm

    use 90deg hook

    Ldb = 244mm temp bars at heel

    use 90deg hook

    thk of base

    200mm

    flexural bars at toe PROVIDE SHEAR KEY height of shear key

    404mm

    temp bars at heel

    vertical bars @ shear key

    200mm

    width of shear key horizontal bars @ shear key

    12mm diam @ 283mm o.c.

    16mm diam @

    185mm o.c.12mm diam @

    extend every 2 rebars to full base width

    (extend 140mm beyond front face)

    12mm diam @ 185mm o.c.

    (extend 140mm beyond rear face)

    extend every 2 rebars to full base width

    12mm diam @ 283mm o.c.

    16mm diam @ 405mm o.c.

    12mm diam @ 283mm o.c.

    12mm diam @ 750mm o.c.

    10mm diam @ 625mm o.c.10mm diam @ 310mm o.c.

    405mm o.c.

    PARTICULARS

    DESIGN OF CANTILEVER RETAINING WALLPROJECT

    OWNER

  • 70.00

    PROVIDE SHEAR KEY

    0 :. OK

  • 137.21 140 12

    283 1.52834237 2

    >Vu :. OK

    137.21 140 12

    283 1.52834237 2

    12

    283

    use 90deg hook

    12

    377

    72

    use 90deg hook

    243.93 245

  • 414

    276

    3000 20.7

    3500 24.2

    4000 27.6

    4500 31.1

    5000 34.5

    5500 38.0

    6000 41.4

    8 mm

    10 mm

    12 mm

    16 mm

    20 mm

    25 mm

    28 mm

    30 mm

    32 mm

    36 mm

    40 mm

    w x RMw1 4.23 0.58 2.43 w2 4.76 0.37 1.77 w3 - 0.30 - w4 0.09 0.3100 0.03 w5 1.92 0.1485 0.29 w6 14.31 0.6735 9.64

    25.32 14.16

  • W1 6.00

    W2 12.96 W3 2.82

    X 50.99987305

    Y 27.19993229F1 5.439986458

    F2 13.57

    W1 1.88

    19.7113025 h^2 3.22439745

    1.97113025 h 0.7972269

    (4.02)

    3.88535446

    (317.09)

    17.9156683

    -1.9711302 15.944538 -19.886799

    0.40445166 -0.5044517

    1 0

    0.40445166 0 0.40445166

    m 15.69

    phi 0.00507

    mn 1.75

    1.26

  • x y

    0 1,550 length of base, LB

    0 1550 200 1,550 0 200 length of toe,LT

    0 200 200 200 (400) 200 length of heel,LH

    0 0 200 200 (400) 0 thickness of base, DB

    750 0 750 200 (400) 0 stem thickness top, WST

    750 0 750 0 750 0 stem thickness bottom, WSB

    -400 0 length of stem,LS

    200

    200

    200

    unit weight of soil KN/m^3

    height of retaining wall m

    surcharge pressure KN/m^2

    stem height 1,350 mm

    stem width bottom 200 mm

    stem width top 150

    heel length 600 mm

    heel width 200 mm

    toe length 400 mm

    toe width 200 mm

  • length of base, LB 1150

    length of toe,LT 400

    length of heel,LH 600

    thickness of base, DB 200

    stem thickness top, WST 150

    stem thickness bottom, WSB 150

    length of stem,LS 1350

  • DATE

    COMPUTATION db d As reqd n n used As actual ratio

    Mn: 10.81 kN-m Beta1 0.850 8 126 639 12.7 13 653 1.0224

    fy : 276.0 mPA Rn 0.807 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148

    fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789

    width, b : 1000 mm rho 0.003 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996

    height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322

    ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472

    min cover : 70 mm 28 116 588 1.0 2 1232 2.0930

    16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816

    db : 16 mm 36 112 568 0.6 2 2036 3.5833

    effective d : 122.0 mm rho used 0.0051

    RESULTS :

    rebar details

    As reqd : 618.84 mm^2 use 3 16n : 3.08

    3.08

    n used : 3.08 beam diagram

    As actual : 618.84 mm^2

    clear spacing 390.19 mm bar spacing OK( > 25mm)

    spacing o.c. 406.19 mm

    width,b = 1000 height,h =

    REMARKS :

    PROJECT PREPARED BY

    PARTICULARS

    DATA

    OK

    OWNER CHECKED BY

    - mm rebars @

    300

    200

  • 5/29/2012 PROJECT

    JBN OWNER

    COE

    clear space

    63.00 OK 0.125

    96.25 OK

    157.60 OK

    265.33 OK

    820.00 OK 11.25 41

    810.00 OK 11.052632 24

    804.00 OK

    796.00 OK

    788.00 OK

    OK

    1.7190476 13.44 8.064 6.2003968

    405 57.5144.92754

    1.4285714

    35 24.137931

    200

    y x

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

    OKmm O.C.

  • wt of stem 13.44

    wt of heel 7.2 x

    wt of soil 28.8 x

    36

    f= 66.666667 53.226667 1.4785185

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

  • DATE

    COMPUTATION db d As reqd n n used As actual ratio

    Mn: 9.69 kN-m Beta1 0.850 8 126 639 12.7 13 653 1.0224

    fy : 276.0 mPA Rn 0.700 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148

    fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789

    width, b : 1000 mm rho 0.003 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996

    height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322

    ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472

    min cover : 70 mm 28 116 588 1.0 2 1232 2.0930

    16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816

    db : 12 mm 36 112 568 0.6 2 2036 3.5833

    effective d : 124.0 mm rho used 0.0051

    RESULTS :

    rebar details

    As reqd : 628.99 mm^2 use 6 12n : 5.56

    5.56

    n used : 5.56 beam diagram

    As actual : 628.99 mm^2

    clear spacing 173.91 mm bar spacing OK( > 25mm)

    spacing o.c. 185.91 mm

    width,b = 1000 height,h =

    REMARKS :

    PROJECT PREPARED BY

    DATA

    OK

    OWNER CHECKED BY

    PARTICULARS

    - mm rebars @

    300

    200

  • 5/29/2012 PROJECT

    JBN OWNER

    COE

    clear space

    63.00 OK 0.125

    96.25 OK

    157.60 OK

    265.33 OK

    820.00 OK 11.25 41

    810.00 OK 11.052632 24

    804.00 OK

    796.00 OK

    788.00 OK

    OK

    1.7190476 13.44 8.064 6.2003968

    185 57.5144.92754

    1.4285714

    35 24.137931

    200

    y x

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

    OKmm O.C.

  • wt of stem 13.44

    wt of heel 7.2 x

    wt of soil 28.8 x

    36

    f= 66.666667 53.226667 1.4785185

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

  • DATE

    COMPUTATION db d As reqd n n used As actual ratio

    Mn: 6.74 kN-m Beta1 0.850 8 126 639 12.7 13 653 1.0224

    fy : 276.0 mPA Rn 0.487 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148

    fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789

    width, b : 1000 mm rho 0.002 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996

    height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322

    ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472

    min cover : 70 mm 28 116 588 1.0 2 1232 2.0930

    16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816

    db : 12 mm 36 112 568 0.6 2 2036 3.5833

    effective d : 124.0 mm rho used 0.0051

    RESULTS :

    rebar details

    As reqd : 628.99 mm^2 use 6 12n : 5.56

    5.56

    n used : 5.56 beam diagram

    As actual : 628.99 mm^2

    clear spacing 173.91 mm bar spacing OK( > 25mm)

    spacing o.c. 185.91 mm

    width,b = 1000 height,h =

    REMARKS :

    PROJECT PREPARED BY

    DATA

    OK

    OWNER CHECKED BY

    PARTICULARS

    - mm rebars @

    300

    200

  • 5/29/2012 PROJECT

    JBN OWNER

    COE

    clear space

    63.00 OK 0.125

    96.25 OK

    157.60 OK

    265.33 OK

    820.00 OK 11.25 41

    810.00 OK 11.052632 24

    804.00 OK

    796.00 OK

    788.00 OK

    OK

    1.7190476 13.44 8.064 6.2003968

    185 57.5144.92754

    1.4285714

    35 24.137931

    200

    y x

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

    OKmm O.C.

  • wt of stem 13.44

    wt of heel 7.2 x

    wt of soil 28.8 x

    36

    f= 66.666667 53.226667 1.4785185

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

  • DATE 5/29/2012

    JBN

    COE

    COMPUTATION As reqd n n used As actual ratio clear space

    Mn: 1.75 kN-m Beta1 0.850 639 12.7 13 653 1.0224 63.00 OK

    fy : 276.0 mPA Rn 0.131 634 8.1 9 707 1.1148 96.25 OK

    fc : 20.7 mPA m 15.685 629 5.6 6 679 1.0789 157.60 OK

    width, b : 1000 mm rho 0.0005 619 3.1 4 804 1.2996 265.33 OK

    height, h : 200 mm rhomin 0.0051 609 1.9 2 628 1.0322 820.00 OK

    ds : 0 mm rhomax 0.028 596 1.2 2 982 1.6472 810.00 OK

    min cover : 70 mm 588 1.0 2 1232 2.0930 804.00 OK

    16.00 rho 1 0.0051 578 0.7 2 1608 2.7816 796.00 OK

    db : 16 mm 568 0.6 2 2036 3.5833 788.00 OK

    effective d : 122.0 mm rho used 0.0051

    RESULTS :

    rebar details

    As reqd : 618.84 mm^2 use 3 16 405n : 3.08

    3.08

    n used : 3.08 beam diagram

    As actual : 618.84 mm^2

    clear spacing 390.19 mm bar spacing OK( > 25mm)

    spacing o.c. 406.19 mm

    width,b = 1000 height,h = 200

    REMARKS :

    y

    PROJECT PREPARED BY

    DATA

    OK

    OWNER CHECKED BY

    PARTICULARS

    - mm rebars @ mm O.C.

    300

    200

  • PROJECT

    OWNER

    0.125

    11.25 41

    11.052632 24 wt of stem 13.44

    wt of heel 7.2

    wt of soil 28.8

    OK 36

    1.7190476 13.44 8.064 6.2003968

    f= 66.666667

    57.5

    144.92754

    1.4285714

    35 24.137931

    y x

    IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT

    STEAG STATE POWER, INC

  • xx

    53.226667 1.4785185

  • length B 1 ultimate bearing capacity

    width L 1.15

    depth of embedment D 0.50

    unit wt soil 16.00

    angle of internal friction 25 0.436332c 0

    bearing capacity factor Nq 10.66 1.00shape factor sq 1.41depth factor dq 1.16

    inclination factor iq 1.00 17.31502

    ground factor gq 1.00base factor bq 1.00

    Nc 20.72

    shape factor sc 1.45

    depth factor dc 1.20

    inclination factor ic 1.00 0

    ground factor gc 0.00

    base factor bc 0.00

    N 6.76shape factor s 0.65depth factor d 1.00

    inclination factor i 1.00 4.407585ground factor g 1.00

    base factor b 1.00

    p 118,JE Bowles

  • ultimate bearing capacity qu kPa

    138.5201

    qult 173.78 kn/m^2

    0 F 2.00

    qa 86.89 kn/m^2

    8.9 tons/m^2

    10.2 tons

    35.26068