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تحليل خزان أرضي ببرنامج الساب (بالتفصيل)+ بطريقة يدوية

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    eng_ABDELBASET
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    تاريخ التسجيل: Oct 2010
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  3. [93]
    mohanad15
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    Unhappy تصميم خزان ارضي

    Job N0 1 Date……./………./………… Desing By …………………………………..
    Job Title Calculation sheet Manual For Swimming Pools Check By……………………………………
    Company
    Genral
    The Desing of Swimming Pools its depinding on working load base from soil pressure and hydraulic
    pressure so. But we here desing by Ultimat limit state analasys and desing
    Method Of callculation
    Ultimat limt stat by britsh stabder simplefied Equation
    Loads
    Dead Load of Flooring Deck slab
    Hydralulic pressure
    Charectrist Of Material
    Fcu 25 N/MM2 Concret Density 24kn/m3
    Fy 450 N/MM2 Min Cover 4cm
    Soil Density 19.6 Kn/M3 Take Thickness for wall 20cm d=150mm
    Specifice Graivity For water 9.81 kn/m3 Take Thickness for flooring 20cm d=150
    Desing mm
    We have take stause which are the Fellow:-
    1.The Swimming pool working under soil pressure only without Hydraulic Pressure only
    2. The Swimming Pool working under Hydraulic pressure and soil so
    But in consedration the case no 2 here we will build and creat our desing becouse maximume load on
    swimming pool
    Section Propretes
    Effective Hieght = Total Hieght - free bord Clear Width 4.0 m
    Free Bord = The destance Between Surface of water and Tob of Coppy 10Cm
    =1.8-.1 = 1.7m
    1. Desing for flooring decking slab WL
    1 Self Weight Of slab + water 20 cm
    0.2*24+9.81*1.7= 21.5Kn/m2 1.7m
    For Ultimat Limt stat take Factor 1.4 4.m
    Ultimat Load=
    1.4*21.5= 29.96 Kn/m2 1.8m
    2 Self Weight of wall 20cm
    1.7*0.2*24= 8.16kn/m2
    Ultmat load= 8.16*1.4
    = 11.4
    Consedring I m breath of slab : at ends of slab
    Moment =WL2/8
    = 29.96*4*4/8
    = 60knm
    K= M/Bd2*Fcu WL2/8
    60*1000000/1000*159.4*159.4*25= 0.09<0.156
    As=M/0.87*fy*z
    Z= d{0.54+((0.25-K/0.9))^0.5
    = 148mm Bending Moment Digram
    Or from BS take Z = 0.95d
    As= 60*10^6/(.95*450*0.95*150)
    = 984mm/m
    Use Bar Dim T 12
    Area = 113mm2/m
    spacing =984/113
    = 125mm c/c
    Use bars Dim [email protected] c/c/m top and bottom
    Ceck Crack <100*As/bd<4
    100*924/(1000*150
    = 0.65<4 oki
    No shear
    Moment due from soil pressure
    Desing for 1m
    19.6*4*4/8
    54.88kmm< 60knm
    ******** We take area of steel du from HYDRAULIC load &Self Weight of slab =984 mm^2/m
    To resest transfer moment du from soil
    Desing of wall:-
    Load
    1 Soil Pressure Load 3/ Self weight
    2 HydraulI Load
    Desing wall in critical case by earth pressure and Hydroilc.
    Max Water Pressure |base of Wall +SWW= 9.81*1.7+24*0.2=21.5 kn/m2.For the effective span
    of the and considering a 1 m length of wall the servibilty moment
    M= 0.5*21.5*1.7((2/3+0.1/2)) = 13 Kn m
    Ultimat Moment = 13.0*1.4= 18.33kn m
    As =18.33*10^6/(1000*150*150*25) = 0.03
    there for lever arm factor 0.95 hence
    As= 18.33*10^6/0.95*450*0.95*150
    = 300mm^2/m
    Provid bar T [email protected] c/c
    No of bar 4 bars at 250mm c/c
    Mnimume Requred area = 0.13*b*h/100 for yeild high steel
    = 260mm^2/m
    Use 4 bars [email protected] c/c/m at face of Water
    Maxumume Pressure soil +sww =19.6*1.7+24*.2= 38.12k/m2
    M= 0.5*38.12*1.7((1.7/3+0.1/2))
    =23knm
    Ultimat Moment =23.22*1.4= 33.2kn m
    As=33.2*10^6/(0.95*450*0.95*150)
    = 541mm2/m
    Use 7 bars [email protected] c/c/m at face of soil
    Genral Use Bar T [email protected] c/c bothwayevery each side
    Pump Room
    Charectrest
    Fcu 35N/mm2 Fy 450N/mm2 Cover 5mm H= 150mm
    Roof cover salb 30mm
    Wall and Flooring slab cover 50mm
    LOADS
    Roof Slab LL 1.2 Kn/m2 Finshing .85 kn/m2
    DL= 3.6kn/m2
    N = 1.4Gk+1.6Qk
    Dmax= h-c-dim/2
    150-30-12/2= 114 mm
    Total Dl 0.85+3.6 = 4.45kn/m2
    Consedring I m breath of slab :
    N=(1.4*gk+1.6*qk)*2.3
    = 1.4*4.45+1.6*1.5)*2.3
    = 20kn
    M= wl/8
    20*2.3/8
    6knm
    span effectiv ratio
    M/bd^2=
    The Moment and its avery little moment also span its shors no deflection its happen
    Bending Renforcement
    M/bd^2fcu
    6*10^6/(1000*114*114*35)
    0.043
    from the lever arm curve la =.95
    As=6*10^6/(0.95*450*0.95*114)=
    129mm^2/m
    As min 195mm^2>As reqered
    provid [email protected] c/c both way and provide 4 T 10 @ 150c/c to shrinkge
    Area of transfer hiegh-yield reinforcement =0.13bh/100 less than main steel so we used
    as same main area for more saifty and shrinking limt
    Check Shear
    v=V/bd
    20/2((2.3-0.5*0.3/2.3))
    9.34KN
    Shea Stress
    9.34*1000/(1000*114)
    0.08N/mm2<0.8(fcu)^0.5
    Oki
    Flooring slab
    DL =0.15*24=3.6kn/m2
    LL 2.0kn/m2
    Take overalldepth 150mm thus d 114mm
    weight of wall =2.0*24=12kn /m2
    N = 1.4Gk+1.6Qk
    Total Dl = 3.6+12 = 15.6kn/m2
    (1.4*15.6+1.6*2)*2.6
    65k n
    M= 65*2.6/8
    21.2kn m
    As=21.2*10^6/ (0.95*450*0.95*114)
    457mm2/m
    Use6 Bar T 10 @150mm c/c both way also for transfer steel

    Shear
    65/2((2.3-(0.5*.3)/2.3)= 30kn
    shear stres v = V/bd 30*1000/1000*114= 0.2n/mm2
    0.2N/mm2<0.8(fcu)^0.5
    oki no shear
    Wall Desing
    DL = self Weight wall + soil presure
    = 0.15*24+19.6*2= 42.8 kn /m2
    Ultimat Load
    1.4*42.8 60= 60 kn/m2
    M =0.5*60*2(2/3+0.075)
    42.3 Kn.m
    Bending Rernforcement
    As= 42.3*10^6/ (0.95*450*0.95*114)
    913mm2/m
    Use 8 Bars T 12 @125mm c/c ber wall each side
    Destribuation Steel
    area of transver-high-yield seel reinforcement = 0.13*bh/100
    200mm2/m
    Use 4 Bars T 10 @250mm c/c ber wall each side
    Check shear
    v=V/bd
    60/2*(2.3-.5*0.3/2.3))
    30kn
    30*1000/1000*144
    0.2n/mm2
    0.2<0.8(fcu)^0.5
    oki no shear

    For Approval………………………… Signture …………………………………..
    Date ……………………………………………….

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  4. [94]
    eng-alshaimaa
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    eng-alshaimaa
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  6. [96]
    سامح جورجى
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  7. [97]
    محمد التجاني جعفر
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    جزاك الله كل خير اخي الكريم

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  8. [98]
    aymanallam
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    Eng. Ayman Allam

  9. [99]
    عاصم جمولة
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    يا رب بارك في مهندس مصطفى البارودي و اجعل عمله خالصا لوجهك وجازه عنا وعن المسلمين خير الجزاء.

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  10. [100]
    محمود علام
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