Base Plate Design Fixed Revised
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Base Plate Design Fixed Revised
Transcript of Base Plate Design Fixed Revised
BP-1/2
PROJECT : EPIC OF RAS LAFFAN CCSS, PH-II (CATEGORY 1) Job Ref. J1000
Doc.No. RLCSF21-1-12-0021 Rev 1
TITLE : FIRE AND SERVICE WATER PUMP SHELTER Calc by Date Chk.by Date Calc. Sheet No.
DESIGN OF BASE PLATE AND ANCHOR BOLTS JM 5.02.07 MM 5.02.07
BASE PLATE DESIGN SUMMARY OF RESULTS
Base Plate Dimension
= 350 x 300 x 25
Anchor Bolts
= 8 Nos. 30 dia.
Edge distance in Base Plate
= 35 mm.
Maximum Compressive Stress
= 4.58 MPa
< Allowable = 10 MPa
Maximum Tension on each bolt
= 0.00 kN
< Allowable = 158.34
Check for combined Tension & Shea
= 0.91 ≤ 1.4 O.K.
GEOMETRY DATA MATERIAL PROPERTIES ALLOWABLE STRESS OUTPUT DATA
Load Data Base Plate Data Column Data Anchor Bolt Edge Concrete Ach. Bolt Steel Concrete Steel Anchor Bolt N-Axis Max. Total Maxm. No. of Bolts for Forces per Bolt Capacity of Bolt in
Axial Moment Shear Length Width Thk. Depth Width Dia. Nos. Distance Grade Grade Grade (Bearing)(Bending)Tensile Shear Depth Comp. Comp. Tension Tension Shear Tension Shear Tension Shear
P M V Bc N d' f'c fy Fb Y = kd Stress C T
kN kN-m kN mm mm mm mm mm mm mm MPa MPa MPa MPa MPa MPa mm MPa kN kN kN kN kN kN
Node No. Lo
ad
Com
bin
ati
on
No.
Com
bin
ed
Te
nsi
on
and
Shear
DP bP tP DC bc s v NT NV FT FV PNOM PV
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P
M = Pe
0.5*(d+d')
0.5*(d-d')
A B
d - kd/3
CASE - 1 :- COMPRESSION WITH BENDING
(LARGE ECCENTRICITY)
d - d'd'
d'
d
PM = Pe
0.5*(d+d')
0.5*(d-d')
A B
CASE - 2 :- COMPRESSION WITH BENDING
(SMALL ECCENTRICITY - No Tens.)
bc(max)bc(min)
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P M =
Pe
0.5*(d+d')0.5*(d-d')
A Bd - kd/3
CASE - 3 :- TENSION WITH BENDING
(LARGE ECCENTRICITY)
Pe
Location ofResultantAxial Load
d - d'd'
d'
Tmax = S1*AS d
PM = Pe
0.5*(d+d')0.5*(d-d')
CASE - 4 :- TENSION WITH BENDING
(SMALL ECCENTRICITY - No Comp.)
P e
Tmin
Location ofResultantAxial Load
BP-1/3
PROJECT : EPIC OF RAS LAFFAN CCSS, PH-II (CATEGORY 1) Job Ref. J1000
Doc.No. RLCSF21-1-12-0021 Rev 1
TITLE : FIRE AND SERVICE WATER PUMP SHELTER Calc by Date Chk.by Date Calc. Sheet No.
DESIGN OF BASE PLATE AND ANCHOR BOLTS JM 5.02.07 MM 5.02.07
BASE PLATE DESIGN SUMMARY OF RESULTS
Base Plate Dimension
= 350 x 300 x 25
Anchor Bolts
= 8 Nos. 30 dia.
Edge distance in Base Plate
= 35 mm.
Maximum Compressive Stress
= 4.58 MPa
< Allowable = 10 MPa
Maximum Tension on each bolt
= 0.00 kN
< Allowable = 158.34
Check for combined Tension & Shea
= 0.91 ≤ 1.4 O.K.
GEOMETRY DATA MATERIAL PROPERTIES ALLOWABLE STRESS OUTPUT DATA
Load Data Base Plate Data Column Data Anchor Bolt Edge Concrete Ach. Bolt Steel Concrete Steel Anchor Bolt N-Axis Max. Total Maxm. No. of Bolts for Forces per Bolt Capacity of Bolt in
Axial Moment Shear Length Width Thk. Depth Width Dia. Nos. Distance Grade Grade Grade (Bearing)(Bending)Tensile Shear Depth Comp. Comp. Tension Tension Shear Tension Shear Tension Shear
P M V Bc N d' f'c fy Fb Y = kd Stress C T
kN kN-m kN mm mm mm mm mm mm mm MPa MPa MPa MPa MPa MPa mm MPa kN kN kN kN kN kN
Node No. Lo
ad
Com
bin
ati
on
No.
Com
bin
ed
Te
nsi
on
and
Shear
DP bP tP DC bc s v NT NV FT FV PNOM PV
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P
M = Pe
0.5*(d+d')
0.5*(d-d')
A B
d - kd/3
CASE - 1 :- COMPRESSION WITH BENDING
(LARGE ECCENTRICITY)
d - d'd'
d'
d
PM = Pe
0.5*(d+d')
0.5*(d-d')
A B
CASE - 2 :- COMPRESSION WITH BENDING
(SMALL ECCENTRICITY - No Tens.)
bc(max)bc(min)
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P M =
Pe
0.5*(d+d')0.5*(d-d')
A Bd - kd/3
CASE - 3 :- TENSION WITH BENDING
(LARGE ECCENTRICITY)
Pe
Location ofResultantAxial Load
d - d'd'
d'
Tmax = S1*AS d
PM = Pe
0.5*(d+d')0.5*(d-d')
CASE - 4 :- TENSION WITH BENDING
(SMALL ECCENTRICITY - No Comp.)
P e
Tmin
Location ofResultantAxial Load
Node 102 284.11 0.00 692.86 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.71 284.11 0.00 4 8 0.000 86.607 158.34 108.86 0.796
1 103 438.53 0.00 344.77 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 4.18 438.53 0.00 4 8 0.000 43.096 158.34 108.86 0.396
0 104 259.64 0.00 779.70 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.47 259.64 0.00 4 8 0.000 97.463 158.34 108.86 0.895
0 105 414.06 0.00 367.32 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 3.94 414.06 0.00 4 8 0.000 45.916 158.34 108.86 0.422
0 102 294.39 0.00 794.92 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.80 294.39 0.00 4 8 0.000 99.365 158.34 108.86 0.913
7 103 139.97 0.00 316.50 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 1.33 139.97 0.00 4 8 0.000 39.563 158.34 108.86 0.363
0 104 260.30 0.00 791.88 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.48 260.30 0.00 4 8 0.000 98.985 158.34 108.86 0.909
0 105 105.89 0.00 314.90 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 1.01 105.89 0.00 4 8 0.000 39.362 158.34 108.86 0.362
0 102 287.79 0.00 674.40 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.74 287.79 0.00 4 8 0.000 84.300 158.34 108.86 0.774
9 103 449.37 0.00 371.38 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 4.28 449.37 0.00 4 8 0.000 46.422 158.34 108.86 0.426
0 104 319.48 0.00 673.16 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 3.04 319.48 0.00 4 8 0.000 84.145 158.34 108.86 0.773
0 105 481.06 0.00 411.00 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 4.58 481.06 0.00 4 8 0.000 51.375 158.34 108.86 0.472
0 102 293.45 0.00 757.90 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 2.79 293.45 0.00 4 8 0.000 94.738 158.34 108.86 0.870
15 103 131.86 0.00 290.25 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 1.26 131.86 0.00 4 8 0.000 36.281 158.34 108.86 0.333
0 104 320.32 0.00 685.85 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 3.05 320.32 0.00 4 8 0.000 85.731 158.34 108.86 0.788
0 105 158.73 0.00 224.28 350 300 25 180 320 30 8 35 40 Gr.8.8 275 10.0 196 400 220 No Tens. 1.51 158.73 0.00 4 8 0.000 28.035 158.34 108.86 0.258
BP-1/4
PROJECT : EPIC OF RAS LAFFAN CCSS, PH-II (CATEGORY 1) Job Ref. J1000
Doc.No. RLCSF21-1-12-0021 Rev 1
TITLE : FIRE AND SERVICE WATER PUMP SHELTER Calc by Date Chk.by Date Calc. Sheet No.
DESIGN OF BASE PLATE AND ANCHOR BOLTS JM 5.02.07 MM 5.02.07
BASE PLATE DESIGN SUMMARY OF RESULTS
Base Plate Dimension
= 350 x 300 x 25
Anchor Bolts
= 8 Nos. 30 dia.
Edge distance in Base Plate
= 35 mm.
Maximum Compressive Stress
= 4.58 MPa
< Allowable = 10 MPa
Maximum Tension on each bolt
= 0.00 kN
< Allowable = 158.34
Check for combined Tension & Shea
= 0.91 ≤ 1.4 O.K.
GEOMETRY DATA MATERIAL PROPERTIES ALLOWABLE STRESS OUTPUT DATA
Load Data Base Plate Data Column Data Anchor Bolt Edge Concrete Ach. Bolt Steel Concrete Steel Anchor Bolt N-Axis Max. Total Maxm. No. of Bolts for Forces per Bolt Capacity of Bolt in
Axial Moment Shear Length Width Thk. Depth Width Dia. Nos. Distance Grade Grade Grade (Bearing)(Bending)Tensile Shear Depth Comp. Comp. Tension Tension Shear Tension Shear Tension Shear
P M V Bc N d' f'c fy Fb Y = kd Stress C T
kN kN-m kN mm mm mm mm mm mm mm MPa MPa MPa MPa MPa MPa mm MPa kN kN kN kN kN kN
Node No. Lo
ad
Com
bin
ati
on
No.
Com
bin
ed
Te
nsi
on
and
Shear
DP bP tP DC bc s v NT NV FT FV PNOM PV
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P
M = Pe
0.5*(d+d')
0.5*(d-d')
A B
d - kd/3
CASE - 1 :- COMPRESSION WITH BENDING
(LARGE ECCENTRICITY)
d - d'd'
d'
d
PM = Pe
0.5*(d+d')
0.5*(d-d')
A B
CASE - 2 :- COMPRESSION WITH BENDING
(SMALL ECCENTRICITY - No Tens.)
bc(max)bc(min)
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P M =
Pe
0.5*(d+d')0.5*(d-d')
A Bd - kd/3
CASE - 3 :- TENSION WITH BENDING
(LARGE ECCENTRICITY)
Pe
Location ofResultantAxial Load
d - d'd'
d'
Tmax = S1*AS d
PM = Pe
0.5*(d+d')0.5*(d-d')
CASE - 4 :- TENSION WITH BENDING
(SMALL ECCENTRICITY - No Comp.)
P e
Tmin
Location ofResultantAxial Load
BP-1/5
PROJECT : EPIC OF RAS LAFFAN CCSS, PH-II (CATEGORY 1) Job Ref. J1000
Doc.No. RLCSF21-1-12-0021 Rev 1
TITLE : FIRE AND SERVICE WATER PUMP SHELTER Calc by Date Chk.by Date Calc. Sheet No.
DESIGN OF BASE PLATE AND ANCHOR BOLTS JM 5.02.07 MM 5.02.07
BASE PLATE DESIGN SUMMARY OF RESULTS
Base Plate Dimension
= 350 x 300 x 25
Anchor Bolts
= 8 Nos. 30 dia.
Edge distance in Base Plate
= 35 mm.
Maximum Compressive Stress
= 4.58 MPa
< Allowable = 10 MPa
Maximum Tension on each bolt
= 0.00 kN
< Allowable = 158.34
Check for combined Tension & Shea
= 0.91 ≤ 1.4 O.K.
GEOMETRY DATA MATERIAL PROPERTIES ALLOWABLE STRESS OUTPUT DATA
Load Data Base Plate Data Column Data Anchor Bolt Edge Concrete Ach. Bolt Steel Concrete Steel Anchor Bolt N-Axis Max. Total Maxm. No. of Bolts for Forces per Bolt Capacity of Bolt in
Axial Moment Shear Length Width Thk. Depth Width Dia. Nos. Distance Grade Grade Grade (Bearing)(Bending)Tensile Shear Depth Comp. Comp. Tension Tension Shear Tension Shear Tension Shear
P M V Bc N d' f'c fy Fb Y = kd Stress C T
kN kN-m kN mm mm mm mm mm mm mm MPa MPa MPa MPa MPa MPa mm MPa kN kN kN kN kN kN
Node No. Lo
ad
Com
bin
ati
on
No.
Com
bin
ed
Te
nsi
on
and
Shear
DP bP tP DC bc s v NT NV FT FV PNOM PV
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P
M = Pe
0.5*(d+d')
0.5*(d-d')
A B
d - kd/3
CASE - 1 :- COMPRESSION WITH BENDING
(LARGE ECCENTRICITY)
d - d'd'
d'
d
PM = Pe
0.5*(d+d')
0.5*(d-d')
A B
CASE - 2 :- COMPRESSION WITH BENDING
(SMALL ECCENTRICITY - No Tens.)
bc(max)bc(min)
Y = kdd(1-k)
d - d'd'
d'
T = S*AS C = 0.5*bc*bkdd
P M =
Pe
0.5*(d+d')0.5*(d-d')
A Bd - kd/3
CASE - 3 :- TENSION WITH BENDING
(LARGE ECCENTRICITY)
Pe
Location ofResultantAxial Load
d - d'd'
d'
Tmax = S1*AS d
PM = Pe
0.5*(d+d')0.5*(d-d')
CASE - 4 :- TENSION WITH BENDING
(SMALL ECCENTRICITY - No Comp.)
P e
Tmin
Location ofResultantAxial Load
Project :
Title : FIRE AND SERVICE WATER PUMP SHELTER
Doc. No. : RLCSF21-1-12-0021 Job Ref: J1000
Calc. Sheet No. Rev. 1
EPIC OF RAS LAFFAN CCSS, PH-II FOR ONCE THROUGH CONSUMERS
BASE PLATE DESIGN
DESIGN DATA
LOAD DATAMaximum Tension on each bolt T = 0 kN.Maximum Pressure below plate P = 4.58 MPa.No. of bolt carrying tension N = 4
MATERIAL DATAGrade of Anchor Bolt = Gr.8.8Allowable bearing stress in Conc. = 10 MPa Considered.Allowable Ult. tensile stress of Bolt = 560 MPa As per BS 5950Allowable Ult. shear stress of Bolt = 375 MPa As per BS 5950Allowable Ult. bending stress of Plt. Fb = 275 MPa Considered.
BASE PLATE DETAILLength of Base Plate D = 350 mm.Width of Base Plate b = 300 mm.Thickness of Base Plate t = 25 mm.Dia. of Anchor Bolt = 30 mm.No. of Anchor Bolt N = 8Edge dist. w.r.t. Plt. d' = 35 mm.
DESIGN MOMENT ON BASE PLATE
Cantilever Portion :-Boundary condition of base plate :- CASE - 1Dimensions :-
= 50 mm. = 70 mm. = 150 mm.= 85 mm. = 105 mm.
Effective width of base plate = 100 mm.
Design Moment on Base Plate due to compression = 16.55 kN-mm/mm
Load factor = 1.4Design Ultimate Moment Mu = 23.17 kN-mm/mm
bc
sv
l1 l2 L3
L1 L2
L3
L1
l1
CASE - 3
l2
L1
l1
L2
CASE - 2
l1L
1
CASE - 1
Project :
Title : FIRE AND SERVICE WATER PUMP SHELTER
Doc. No. : RLCSF21-1-12-0021 Job Ref: J1000
Calc. Sheet No. Rev. 1
EPIC OF RAS LAFFAN CCSS, PH-II FOR ONCE THROUGH CONSUMERS
Central Portion :-Boundary condition of base plate :- CASE - 1Dimensions :-
= 100 mm. = 160 mm. 1.6 say, 1.60Design Moment on Base Plate due to compression = 8.95 kN-mm Full PressureLoad factor = 1.4Design Ultimate Moment Mu = 12.53 kN-mm/mm
DESIGN OF BASE PLATE THICKNESSDesign Ultimate Moment on Base Plate, Mu = 23.17 kN-mm/mm
Actual Ultimate bending compressive stress on base plate,fb = 222.44 MPa
= 275 MPa. > fb O.K.
L1 L3 L3/L1 =
Design strength of base plate, pyp
Project :
Title : FIRE AND SERVICE WATER PUMP SHELTER
Doc. No. : RLCSF21-1-12-0021 Job Ref: J1000
Calc. Sheet No. Rev. 1
EPIC OF RAS LAFFAN CCSS, PH-II FOR ONCE THROUGH CONSUMERS
