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    Design of Base Plate & Anchor Bolt (Crusher House)

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    titir bagchi
    The document provides design calculations for the base plate and anchor bolts of a column for a crusher house. It calculates forces and moments on the column, determines the required bolt diameter as 1-1/4 inches, checks bearing pressure and shear capacity. It then calculates the required base plate thickness as 1 inch to resist bending moments from applied loads and bolt tension.

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    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd

    Design of Base Plate & Anchor Bolt (Crusher House)

    Uploaded by

    titir bagchi
    178 views5 pages
    The document provides design calculations for the base plate and anchor bolts of a column for a crusher house. It calculates forces and moments on the column, determines the required bolt diameter as 1-1/4 inches, checks bearing pressure and shear capacity. It then calculates the required base plate thickness as 1 inch to resist bending moments from applied loads and bolt tension.

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    The document provides design calculations for the base plate and anchor bolts of a column for a crusher house. It calculates forces and moments on the column, determines the required bolt diameter as 1-1/4 inches, checks bearing pressure and shear capacity. It then calculates the required base plate thickness as 1 inch to resist bending moments from applied loads and bolt tension.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    178 views5 pages

    Design of Base Plate & Anchor Bolt (Crusher House)

    Uploaded by

    titir bagchi
    The document provides design calculations for the base plate and anchor bolts of a column for a crusher house. It calculates forces and moments on the column, determines the required bolt diameter as 1-1/4 inches, checks bearing pressure and shear capacity. It then calculates the required base plate thickness as 1 inch to resist bending moments from applied loads and bolt tension.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    of 5

    TANJUNG JATI B RE-EXPANSION PROJECT-TJB-5 & 6

    DESIGN CALCULATION FOR CRUSHER HOUSE

    DESIGN OF BASE PLATE-BP1 AND ANCHOR BOLT:


    (For Column Size HE-300A)

    Horizonta Vertical Horizonta Moment


    Node L/C FX FY FZ MX MY MZ
    (kip) (kip) (kip) (kip-ft) (kip-ft) (kip-ft)
    Max FX 2 177 8.749 64.64 -17.005 0 0 0
    Min FX 4 149 -9.237 60.893 -12.268 0 0 0
    Max FY 1 105 7.639 81.655 13.6 0 0 0
    Min FY 4 178 4.113 -0.589 5.463 0 0 0
    Max FZ 1 177 8.708 64.568 16.78 0 0 0
    Min FZ 2 177 8.749 64.64 -17.005 0 0 0

    HE-300A
    ZONE I 6 Nos 1-1/4 " dia bolt
    18.1

    Compressive strength of concrete, fc' = 3 ksi


    11.8 Permissible Bearing Stress on concrete, Fp= 0.35fc' √(A2/A1) ≤ 0.7 fc'
    = 0.55 ≤ 2.1 ksi
    x Adopt, Fp = 0.55 ksi
    11.42 23.6 For max. Fp, use A2= P/(0.175fc')= 155.53 in2

    z A1= 23.6X23.6 = 556.96 in2,


    A1= Area of Base plate and A2 = Area of Concrete Support
    11.81 5.89 Zone-II Section Modulus of Base plate, Z xx= 2190.71 in3
    23.6 in Section Modulus of Base plate, Z zz= 2190.71 in3

    RDSI
    TANJUNG JATI B RE-EXPANSION PROJECT-TJB-5 & 6
    DESIGN CALCULATION FOR CRUSHER HOUSE

    Bearing Pressure Developed :


    Load Case Node pmax (ksi) pmin (ksi)
    177 2 0.116 0.116
    149 4 0.109 0.109 Max. pressure= 0.147 ksi <0.59 ksi
    105 1 0.147 0.147 HENCE OK
    178 4 -0.001 -0.001
    177 1 0.116 0.116
    177 2 0.116 0.116
    (-ve indicates tension which will be taken by bolt)

    Determination of Bolt Dia. :-

    No. of Bolt Used = 6


    Determination of Tension Per Bolt :
    Max. Tension in column= 0.589 kips

    Max tension in each bolt, T= 0.10 kips


    Max. Shear(Fx) Per Bolt = 1.46 kips
    Max. Shear(Fz) Per Bolt = 2.80 kips
    Resultant shear per bolt = 3.154 kips
    Bolt Material: S-235 equivalent to ASTM A36, Fu = 58 ksi
    ASD Solution:
    T=Ag Ft , Ag =∏/4 d2 Ft= 0.33XFu

    d= √(4T/(0.33x∏x58 ksix0.78))= 0.09 in


    Provide 6 nos. 1-1/4 " Anchor Bolt./Provide 6 nos. M-30 Anchor Bolt.
    Check for embedded length:
    For A36 material, from ACI 349, L=12d= 18 in.
    Provided length= 2'8" > 18", Hence OK

    RDSI
    TANJUNG JATI B RE-EXPANSION PROJECT-TJB-5 & 6
    DESIGN CALCULATION FOR CRUSHER HOUSE

    Check for Shear:


    From AISC-Mannual For steel Construction: Table 1-D of Part 4: Connections
    Shear Capacity of 1.25" dia A36 bolt= 12.1 kips > 3.15 Hence OK
    Interaction Checking:(Ref ACI 318-08, Cl. D.7 of Appendix-D)
    (Nua/Nn)5/3+(Vua/Vn)5/3= 0.030 < 1 OK
    `
    Base Plate Thickness:
    Zone I : Base Plate Thickness assumed= 1 in
    Now,100% of developed bearing pressure is = 0.147 ksi

    Two edge supported Plate (Refer Moody's Chart For Moments & Reactions for Rectangular Plate)
    b= 11.8 in
    a= 5.89 in
    a/b= 0.50
    Moment co-efficient= 0.1074
    Max. Moment= co-eff x p x b2= 2.198 kip-in/in

    Moment in two edge supported, Zone-I, M1= 2.198 kip-in/in


    Zone II : ( Three edge supported plate i.e. exterior portion of one flanges and stiffener plate)

    q= 0.147 ksi
    a1= 6 in. Refer "Design
    d1= 12 in. Of Metal
    Structure By K.
    a1/d1= 0.52 Mukhanov"
    α3 = 0.06
    Max. Moment for Zone-II, M2 = α3 q d12= 1.230 kip-in./in
    Considering 1 in. width of Base Plate, Zp = (1 X tp ) /6 2
    in3
    Allowable bending stress in Base plate , Fb= 0.75 Fy = 0.75 x36 = 27 ksi
    Governing moment for Zone -I & II is
    = 2.198 kip-in/in
    Thickness of plate required, tp= √(6M/27)
    = 0.70 in
    Adopt 1 in. thk Base Plate.

    RDSI
    TANJUNG JATI B RE-EXPANSION PROJECT-TJB-5 & 6
    DESIGN CALCULATION FOR CRUSHER HOUSE

    RDSI
    TANJUNG JATI B RE-EXPANSION PROJECT-TJB-5 & 6
    DESIGN CALCULATION FOR CRUSHER HOUSE

    Check for Base Plate Thickness Against Bending Due to Bolt Tension:

    Tension on each bolt= 0.10 kips

    For Zone-II
    11.81 we considerd 60 deg dispersion of load on three side.
    60 deg So, tension on each side = 0.033 kips
    (Typical) 1 3.34
    b1= 3.86 inch
    2 b2= 6.82 inch
    2.75
    5.91 5.91 moment due to tension (1)= 0.11 kips-in
    moment due to tension (2)= 0.19 kips-in

    tp reqd. (1) = 0.08 in. < 1 in. Hence ok


    tp reqd. (2) = 0.08 in. < 1 in. Hence ok

    For Zone-I

    5.89 we considerd 60 deg dispersion of load on each side.


    So,load on each side = 0.05 kips
    5.9 b1= 5.89 in
    11.8
    5.9 b2= 3.63 in
    60 deg Moment due to bolt tension-1 = 0.29 kip-in
    Typical Moment due to bolt tension-2 = 0.15 kip-in

    tp reqd.1 = 0.10 in.< 1 in. Hence ok


    tp reqd.1 = 0.10 in.< 1 in. Hence ok
    Provide 23.6'' x 23.6''x 1'' thk base plate i.e. 600 x 600 x 25 mm thk base plate

    RDSI

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