Concrete Formwork

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การก่อสร้าง Concrete Formworkสำหรับโครงสร้างคอนกรีตเสริมเหล็กอาคารระบายน้ำล้นโครงการน้ำเลย อันเนื่องมาจากพระราชดำริ จังหวัดเลย

Transcript of Concrete Formwork

  • Concrete Formwork

    5

    (.6)

    -09 .. 2558

  • 5 ..2558 .6 -09 5 1 Concrete Formwork 5 (Concrete Formwork )

    2558

  • 1. 1

    1.1 1 1.2 3 1.3 3

    2. 4 2.1 4

    3. 16 3.1 16 3.2 19

    4. 38 4.1 38 4.2 45

    5. 59 5.1 59 5.2 59 5.3 60

    61 62

  • 2.1 CEB CIRA 4 2.2 k (CEB) 6 2.3 8 2.4 (...) 13 2.5 APA 13 2.6 14 3.1 22 3.2 23 3.3 25 3.4 25

  • 1.1 2 1.2 3 2.1 15 3.1 . 17 3.2 . 18 3.3 19 3.4 21 3.5 (Stringer) 22 3.6 24 3.7 K factor ( ...) 26 3.8 27 3.9 28 3.10 30 3.11 30 3.12 36 4.1 45 4.2 45 4.3 45 4.4 46 4.5 Concrete Formwork 46 4.6 46 4.7 47 4.8 47 4.9 Basin 4 48 4.10 Basin 48 4.11 COUNTERFORT 49 4.12 Ogee Spillway 50 4.13 51 4.14 Spring Clip 57 4.15 58

  • 1

    1.1

    20 2520 1:50,000 5343 III 839-862 17-02 32 101-40 00 1 -

    (Outlet) (River Outlet) (Spillway)

    1

    2558

  • 1.1

    2

    2558

  • 1.2

    5 (Concrete Formwork ) (1) (Concrete Formwork) (2) (3) (4) (5) (6) 1.3

    1.2

    1.2

    /

    /

    3

    2558

  • 2

    2.1

    2

    2.1.1

    1)

    LDfDcT WWWW (2.1)

    TW DcW 1,700 ./.3 2,700 ./.3 ACI Comite Euro-International de Beton ( CEB ) 2,400 ./.3 CIRA 2,500 ./.3 DfW 15 ./.2 75 ./.2 50 ./.2 LW 200 ./.3 500 ./.3 ACI 245 ./.2 CEB CIRA 2.1 2.1 CEB CIRA

    ( . ) ( ./.2) 0 0.20 100

    0.20 0.30 150 0.30 0.60 200

    > 0.60 250

    4

    2558

  • 2)

    . ACI-347 ACI 347 Type I 4 ( 10 . ) 4 ( 1.2 . )

    2 ./.

    )8.17(0.8078.0 CTRP (2.2)

    2 ./. 3 ./.

    )8.17(49.2

    )8.17(7.11078.0 CC T

    RT

    P (2.3)

    P ( ./.2 ) R ( ./. ) CT ( ) H ( . )

    0.98 ./.2 hP ( hP = H ; = 2,400 ./.2 ) 0.29 ./.2

    . CEB (Comite Euro-International du Beton)

    CEB 3 3

    P=h (2.3)

    P ( ./.2 ) (./.3) h ( . )

    Ps=2,400kR+500 (2.3)

    5

    2558

  • ( ./.2 ) (./.) 2.2

    2.2 (CEB)

    (.)

    k ()

    5 10 15 20 25 30 2.50 1.45 1.10 0.80 0.60 0.45 0.35 5.00 1.90 1.45 1.10 0.80 0.60 0.45 7.50 2.35 1.80 1.35 1.00 0.75 0.55 10.00 2.75 2.10 1.60 1.15 0.90 0.65

    Pa=300R+10,000d+1,500 (2.3)

    (./.2) (./.) (.)

    2.1.2 1) ( Flexure )

    2.3 ( Flexural Stress )

    bbb FfSM

    IMcf ; (2.4)

    bf ( ./.2 ) bF ( ./.2 ) M ( .-. ) c ( . ) I ( .4 ) S ( .2 )

    6

    2558

  • 2) ( Shearing ) 2.3

    2wlV (2.5)

    85wlV (2.6)

    V ( . ) w ( ./. ) l ( . )

    IbVQ (2.7)

    ( ./. ) V ( . ) Q 1 ( .3 ) I ( .4 ) b ( .)

    bdV

    23 (2.8)

    7

    2558

  • 2.3

    maxV (.) maxM

    ( .-. ) max ( . )

    wl

    22wl

    EIwl8

    4

    2wl

    82wl

    EIwl

    3845 4

    85wl

    82wl

    EIwl

    1854

    85wl

    102wl

    EIwl

    1454

    2wl

    2822 wawl

    264

    32

    3 alalEIwa

    ( ./. ) V ( . ) b ( . ) d ( . )

    American Institute of Timber Construction (AITC)

    2 1

    8

    2558

  • dLwV 22 (2.9)

    dLwV 285 (2.10)

    dbVw

    (2.11)

    ( ./. ) V ( . ) wb ( . ) d ( . )

    3) ( Tensile )

    ts A

    Tf (2.12)

    yt FF 60.0 (2.13) ..

    //SFFFt (2.14)

    T ( . ) sf ( ./.2 ) tA (.2 ) tF ( . )

    9

    2558

  • //F ( . ) ..SF ( . )

    4) ( Compression )

    AITC

    2/3.0dLEFa (2.15)

    aF ( ./.2 ) E ( ./.2 ) L ( . ) d ( . )

    aF )/( dL 50

    American Association State Highway and Transportation Officials ( AASHO )

    2/021.0120,1 rLFa ( Riveted Ends ) (2.16)

    2/027.0120,1 rLFa (Pinned End ) (2.17)

    aF ( ./.2 ) L ( . ) r )/( AIr ) ( . ) I ( .4 ) A ( .2 )

    A-36 2,500 ./.2 AASHO ( 2.18 2.19) (, 2538)

    10

    2558

  • 132/;/033.0250,1 2 rLrLFa (2.18)

    132/;)/(000,000,102 rLrLFa (2.19)

    aF ( ./.2 ) L ( . ) r )/( AIr ) ( . ) I ( .4 ) A ( .2 )

    2.18 2.19 1,000 ./.2

    1,000 ./.2 1,000 ./.2

    5) ( Deflection )

    ACI

    EIwl

    3845 4

    max (2.20)

    EIwl

    1284

    max (2.21)

    max ( . ) w ( . / .2 ) a (. ) E ( . / .2 ) I ( .4 )

    )360/(L

    ( crL )

    11

    2558

  • 360.0wExLcr (2.22)

    371.0wExLcr (2.23)

    2.1.3

    3-4 2-4 15 ( , 2540 )

    -

    - -

    1 10 ..

    -

    1)

    ) 2.4

    12

    2558

  • 2.4 ( ... )

    ( ./.2)

    ( ./.2)

    ( ./.2) ( ./.2)

    78,900 60 45 12 - 94,100 80 60 16 8 112,300 100 75 22 10 136,300 120 90 30 12 189,000 150 110 40 15

    ) American Plywood

    Association (APA) Class I Class II Structure I 2.5 )360/(L

    2.5 APA

    Class I Class II Structure I ( /. ) 1,930 1,330 1,930 ( ./.. ) 135 93 135 ( /. ) 80 72 102 ( ./.. ) 5.6 5.0 7.1 ( /. ) 1,650,000 1,430,000 1,600,000 ( ./.. ) 115,500 100,000 112,000

    ) A-36

    American Society for Testing and Materials ( ASTM ) 2,520 ./.2 4,000 - 5,600 ./.2 20 % 2,400 ./.2 3,200 ./.2 2,400 ./.2 4,100 ./.2 23 % ... 1003-18 AISC

    )

    4 B

    13

    2558

  • 2 C 2 BC D 2.6

    2.6

    ( )

    ( .. )

    ( . )

    ( . )

    ( . )

    B , C , BC D

    3/8 1/2

    0.50 0.90

    3,000 4,000

    2,100 2,800

    18 31 25 - 36

    2.1.4

    (http://www.vpcgroup.co.th/)

    1)

    SAFETY FACTOR ()

    -

    - Live Load

    - Dead Load

    - Bearing Capacity

    14

    2558

  • 2)

    ..2512

    2.1 (: www.jirarot-sk.co.th)

    15

    2558

  • 3

    3.1

    3.1.1 1)

    47 QQU 825-860 1:50,000 5343 III 839-862 17-02 32 101-40 00 (1) 59,592 24,912 () 34,680 (2) 6.30 ../ (3) 604.00 30.80 +298.50 (.) +293.50 .(.) 2,750 48.984 .. 35.807 .. Core Zone 96,070 .. Random Zone 249,780 .. 345,850 .. (Zoned Type Dam) (Core Zone) (Impervious Soil) (Shell Zone Random Zone) 3.1 ()-()

    16

    2558

  • Blanket Drain Rockfill Toe (Core Zone) (Bedding) (Random Zone) Chimney Drain

    ()

    ()

    3.1 .

    (Spillway)

    57.36 (+293.50 ..) (Over topping) 1,160 .. +296.44 .. 105 (Control Point) (Chute)

    17

    2558

  • 3.2 ()-()

    ()

    ()

    3.2 (Spillway) .

    3.1.2 , 2

    18

    2558

  • 3.1.3 , 3.2

    2 (Horizontal Formwork System ) (Vertical Formwork System)

    3.2.1 (Horizontal Formwork System) (Concrete Formwork) 0.70 11.267 3 11.77 3.3

    3.3

    11.77 .

    19

    2558

  • 1) ( Plywood ) )

    - = 0.30 m. )

    - = 245 kg/m2 - = 2,400 x 0.70 = 1,680 kg/m2 ( 2,400

    kg/m3) - = 50 kg/m2 - -- = 15 kg/m2

    = 245+1,680+50+15 = 1,990 kg/m2 > 450 kg/m2 ((+ ) 450 kg./m.2 600 kg./m.2 )

    ) () - 3/4 19 mm. ( I = 0.199 in4 (8.28

    cm4), S = 0.455 in3(7.46 cm.3), QIb / = 7.187 in2(46.37 cm.2), 2.20 psf., bF = 1,545 psi = 108.62 ksc., sF = 57 psi = 4.01 ksc., E = 1,500,000 psi = 105,452.91 ksc. ))

    ) -

    .16.20)100/990,1()62.108)(46.7(16.316.3,10

    2cm

    wSFbL

    SwL

    SM

    IMcFb

    - .27.35)100/990,1(

    ) 105,452.91)(28.8(74.074.0,360145 334

    cmwEILL

    EIwl

    - Shear .95.14)37.46)(100/990,1625.0

    01.4())(625.0(,)10028.8(625.0 cm

    xQIb

    wFL

    xwLQ

    IbVQF ss

    20.16 cm. 20.00 cm. 3/4 19 mm. 3.4

    20

    2558

  • 3.4

    2) (Joist) )

    - = 0.30 m. - .107, HS41: yF = 2,400 ksc.; uF = 4,100 ksc.

    ) (1,990 kg/m2) - = wA = 1,990 x 0.30 = 597 kg/m. ( 3.4 )

    ) 3.1

    [] 38 x 38 x 1.60 mm. ( I = 4.92 cm4, S = 2.59 cm.3, A = 2.264 cm.2, 1.78 kg./m.)

    )