Base Plate & Bolt Design

REFERENCE

OUTPUT

CA L CUL A TIONS BASE PLATE AND BOLT DESIGN REACTION FORCES Critical Force & Moment for Trains 1 & 2

SACS Output Files

JOINT 1C

LC

FX [k  [kN]

FY [k  [kN]

FZ [k  [kN]

2041

509.755

3.451

54.074

Moment,MX [kNm] Moment, MY [kNm] Moment, ent, MZ [kNm] -1.681

55.565

-0.64

Maximum reaction forces of 168.28 x 12.5 mm thick pipe is: SACS Output Files

FZ = P = Axial Load = 54.074 kN = 12.16 kips FX = 509.755 kN = 114.59 kips

12.1 12.16 6 kips kips 114.59 114.59 kips kips

Check Plate dimensions 340 mm x 377 mm Fy = 36 ksi

REFERENCE

36 ksi ksi

 Allowable bearing stress, Fp = 0.7x (0.3Fy)

7.56 7.56 ksi ksi

Req'd. Plate Area, A1 = P/Fp = 12.16/7.56

1.61 in2

CA L CUL A TIONS

OUTPUT

Determination Determination of pl ate dimensions B and C;

d = depth of section (outer pipe diameter) = 168.28 = di =inner pipe diameter = 168.28 -(12.5*2)mm =143.275 mm critical section used to determine the plate thickness = 0.8d =134.6 mm

6.625 in 5.64 5.64 in

 AISC Design of Column Base Plates, John T.De Wolf, pg 5,6

For checking thickness of plate, use the greater of m and n.

C=

14.80 14.80 in

B=

13.39 13.39 in

 Actual Bearing Pressure, Fp = P/CB =12.16/14.8*13.39

0.06136 0.06136 ksi

Determine m and n from figure above; n=

2.23 2.23 in

m = 13.39 - (0.8 * 6.625)/2=

4.045 in

since m > n; Plate Thickness, tp = m√ Fp/0.25Fy = 4.75√0.061/0.25*36

0.39 0.39 in

Plate thickness of 0.39 in = 9.91 mm is required Provide 25 mm thick plate = 0.984 in

0.984 in

Plate 340 340 mm x 377 mm x 25 mm thic k is adequate

REFERENCE

CAL CUL ATIONS

OUTPUT

BOLTS Check for Shear Capacity  Assume 4 No of A490X bolts, 25 mm dia = 1 in Total Shear Force at Node W =  AISC 9th Ed Table 1- Shear per bolt = 114.59/4 = D  Allowable Shear per bolt =

114.59 kips 28.65 kips 31.40 kips

28.65 k i p s < 31.40 k i p s Bo Bo l t Sh ear St r es s OK

Sh ear OK

Check Bearing Capacity  AISC 9th Ed (Table 1-F, 1-E)

Edge distance, lv = 1 1/4 in use (45 mm)  At f u = 65 ksi, coefficient is 78.0 kips/inch of thickness for 4 bolts.  Allowable load = (78.0 x 4 bolts) x 0.984 = 307.00 kips (1365.6 kN) 307.00 k i p s (1365.60 k N) > 449.801 k N

1365 1365.60 .60 kN OK

Check for Bolt Tensile Capacity  AISC Design of Column Base Plates, John T.De Wolf, pg 5,6

Bolt Tensile Capacity, Tu = 0.75φtFu Ag where φt is the tensile resistance factor, equal to 0.75 Fu = is the specified minimum tensile strength = 65 ksi 2

 Ag is the gross area = 3.142*1 /4 = Tu = 0.75*0.75*65*0.79

0.79 in2 28.72 28.72 kips kips

 AISC 9th Ed, Table  Allowable Tensile Load for Grade A490X Bolt = 1-A 28.72 k s i < 54.00 k s i

54.00 ksi OK

 AISC-ASD 9th Ed From interaction Equation Table J3.3 of AISC Specification Table J3.3 Ft = [(542- 1.82(f v)2]0.5 Table 1-D Table J3.3

fv = 0.22f u = 0.22*65 = 2

2 0.5

Ft = [(54 - 1.82(14.30) ] B = 50.4*0.79 =

14.30 14.30 ksi =

50.40 50.40 ksi 39.59 kips