HomeMy WebLinkAboutFOUNDATION - 23-00218 - Tom Luthy Storage - Shell OnlyFROST Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
Idaho Falls, ID 83401 Fax: 208.227.8405
www.frost-structural.com
Project: Tom Luthy Metal Building
Client: Titan Steel
Project No.: IF23-278
Date:
Engineer :
SEAL:
FSE
STRUCTURAL CALCULATIONS
DBP
July 10, 2023
July 10, 2023
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15
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5'
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1 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
2 of 22
1
74'-0"
1'-0"24'-0"25'-0"24'-0"
2
60
'
-
0
"
3
100'-0"
45'-
0 1/8
"
40
'
-
0
1
/
8
"
35
'
-
0
"
24
'
-
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"
26
'
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"
35
'
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"
25
'
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"
30
'
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3
/
1
6
"
3
0'-0
3/
16"
4
85
'
-
0
"
5
26'-0"
1'-0"24'-0"1'-0"
6
25
'
-
0
"
A BL
B
C
D
E
FG BL
J BL
5
BL
4 3 2
BL
1
BL
REACTION KEY PLAN
1 - A
P = 15.50
U = 5.19
H = 3.77
5 - A
P = 12.40
U = 4.83
H = 3.33
2 - A
P = 25.29
U = 7.37
H = 5.20
3 - A
P = 25.78
U = 7.17
H = 5.83
4 - A
P = 41.33
U = 10.79
H = 16.69
G-4
P = 6.32
U = 5.66
H = 3.15
G-3
P = 6.84
U = 5.14
H = 3.20
A-2
P = 5.25
U = 4.33
H = 2.61
A-1
P = 5.32
U = 4.26
H = 2.66
A-4
P = 5.04
U = 3.98
H = 2.62
A-3
P = 4.97
U = 4.05
H = 2.57
J-2
P = 3.16
U = 2.40
H = 1.30
J-1
P = 3.36
U = 2.21
H = 1.34
1 - B
P = 0.23
U = 0.00
H = 2.08
1 - E
P = 30.07
U = 9.33
H = 2.00
1 - C
P = 0.28
U = 0.00
H = 2.13
1 - G
P = 0.27
U = 0.00
H = 2.92
1 - J
P = 12.44
U = 3.30
H = 2.34
2 - D
P = 37.43
U = 10.03
H = 0.00
2 - F
P = 19.22
U = 6.18
H = 1.57
2 - J
P = 10.43
U = 3.01
H = 2.58
3 - D
P = 37.94
U = 8.25
H = 0.00
3 - G
P = 12.24
U = 2.97
H = 2.79
4 - G
P = 34.27
U = 8.05
H = 16.69
5 - B
P = 0.29
U = 0.00
H = 3.11
5 - C
P = 23.63
U = 0.00
H = 3.11
5 - E
P = 0.36
U = 0.00
H = 3.33
5 - G
P = 9.37
U = 2.53
H = 2.08
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.55 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =13.95 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 24.2 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >99 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >22 OK
q min (psf) =431 q max (psf) =431 OK
qu-max (psf) =672 qu at edge of base (psf) =672
qu-min (psf) =672 qu at edge of base (psf) =672
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 2.10 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 103 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.05 area of bar = 0.31 Min p =0.0004 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.03 Spacing (in) = 207 Use p =0.0004 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.1 OK
1-A Use:
w/ 2 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
1-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
3 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.02 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.21 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >1 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >0 OK
q min (psf) =26 q max (psf) =26 OK
qu-max (psf) =40 qu at edge of base (psf) =40
qu-min (psf) =40 qu at edge of base (psf) =40
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 5485 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 10971 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-B Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
4 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.03 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.25 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >2 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >0 OK
q min (psf) =31 q max (psf) =31 OK
qu-max (psf) =49 qu at edge of base (psf) =49
qu-min (psf) =49 qu at edge of base (psf) =49
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 4506 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 9012 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-C Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
5 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.01 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =27.06 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >200 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >41 OK
q min (psf) =1203 q max (psf) =1203 OK
qu-max (psf) =1876 qu at edge of base (psf) =1876
qu-min (psf) =1876 qu at edge of base (psf) =1876
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.75 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.10 Spacing (in) = 57 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.88 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 115 Use p =0.0007 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
1-E Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
1-E
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
6 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.03 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.24 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >2 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >0 OK
q min (psf) =22 q max (psf) =22 OK
qu-max (psf) =34 qu at edge of base (psf) =34
qu-min (psf) =34 qu at edge of base (psf) =34
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.25 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.03 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 4070 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 30.8 OK
Check Development Length
L' short (ft) = 1.25 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 8141 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 30.3 OK
1-G Use:
w/ 1 #4 Top and Bottom
3.5 feet long x 3.5 feet wide x 10'' thick Footing
Each Way
1-G
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
7 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.24 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.20 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 19.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >80 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >18 OK
q min (psf) =346 q max (psf) =346 OK
qu-max (psf) =539 qu at edge of base (psf) =539
qu-min (psf) =539 qu at edge of base (psf) =539
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.68 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.04 Spacing (in) = 129 Use p =0.0006 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.84 area of bar = 0.31 Min p =0.0003 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.02 Spacing (in) = 258 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.1 OK
1-J Use:
w/ 2 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
1-J
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
8 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.53 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =22.76 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 39.5 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >162 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >36 OK
q min (psf) =703 q max (psf) =703 OK
qu-max (psf) =1096 qu at edge of base (psf) =1096
qu-min (psf) =1096 qu at edge of base (psf) =1096
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.42 area of bar = 0.31 Min p =0.0011 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 63 Use p =0.0011 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.71 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.04 Spacing (in) = 127 Use p =0.0006 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
2-A Use:
w/ 2 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
2-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
9 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.74 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =33.69 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 58.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >245 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >53 OK
q min (psf) =1237 q max (psf) =1237 OK
qu-max (psf) =1930 qu at edge of base (psf) =1930
qu-min (psf) =1930 qu at edge of base (psf) =1930
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.25 Bar size =#5 p =0.0012 Fy (psi) = 60000
Mu (k-ft) = 4.89 area of bar = 0.31 Min p =0.0016 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.13 Spacing (in) = 44 Use p =0.0016 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.7 OK
Check Development Length
L' short (ft) = 2.25 Bar size =#5 p =0.0007 Fy (psi) = 60000
Mu (k-ft) = 2.44 area of bar = 0.31 Min p =0.0009 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.06 Spacing (in) = 89 Use p =0.0009 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
2-D Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
2-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
10 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.92 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =17.30 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 30.0 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =4 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%744 >120 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >24 OK
q min (psf) =1201 q max (psf) =1201 OK
qu-max (psf) =1874 qu at edge of base (psf) =1874
qu-min (psf) =1874 qu at edge of base (psf) =1874
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.50 Bar size =#4 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 2.11 area of bar = 0.20 Min p =0.0007 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.05 Spacing (in) = 67 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 35.8 OK
Check Development Length
L' short (ft) = 1.50 Bar size =#4 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.05 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 134 Use p =0.0004 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
2-F Use:
w/ 2 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
2-F
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
11 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.04 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =9.39 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 16.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >67 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >15 OK
q min (psf) =290 q max (psf) =290 OK
qu-max (psf) =452 qu at edge of base (psf) =452
qu-min (psf) =452 qu at edge of base (psf) =452
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.41 area of bar = 0.31 Min p =0.0005 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.04 Spacing (in) = 154 Use p =0.0005 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.71 area of bar = 0.31 Min p =0.0002 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.02 Spacing (in) = 308 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.1 OK
2-J Use:
w/ 1 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
2-J
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
12 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.58 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.20 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.2 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >165 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >37 OK
q min (psf) =716 q max (psf) =716 OK
qu-max (psf) =1117 qu at edge of base (psf) =1117
qu-min (psf) =1117 qu at edge of base (psf) =1117
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.49 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 62 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.75 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.04 Spacing (in) = 124 Use p =0.0006 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
3-A Use:
w/ 2 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
3-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
13 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.79 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =34.15 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 59.2 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >249 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >53 OK
q min (psf) =1254 q max (psf) =1254 OK
qu-max (psf) =1957 qu at edge of base (psf) =1957
qu-min (psf) =1957 qu at edge of base (psf) =1957
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.25 Bar size =#5 p =0.0012 Fy (psi) = 60000
Mu (k-ft) = 4.95 area of bar = 0.31 Min p =0.0016 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.13 Spacing (in) = 43 Use p =0.0016 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.7 OK
Check Development Length
L' short (ft) = 2.25 Bar size =#5 p =0.0007 Fy (psi) = 60000
Mu (k-ft) = 2.48 area of bar = 0.31 Min p =0.0009 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.06 Spacing (in) = 87 Use p =0.0009 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
3-D Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
3-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
14 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.22 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.02 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 19.1 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >79 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >18 OK
q min (psf) =340 q max (psf) =340 OK
qu-max (psf) =530 qu at edge of base (psf) =530
qu-min (psf) =530 qu at edge of base (psf) =530
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.66 area of bar = 0.31 Min p =0.0005 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.04 Spacing (in) = 131 Use p =0.0005 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.83 area of bar = 0.31 Min p =0.0003 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.02 Spacing (in) = 262 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.1 OK
3-G Use:
w/ 1 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
3-G
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
15 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =4.13 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =37.20 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 64.5 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >265 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >59 OK
q min (psf) =1148 q max (psf) =1148 OK
qu-max (psf) =1791 qu at edge of base (psf) =1791
qu-min (psf) =1791 qu at edge of base (psf) =1791
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0014 Fy (psi) = 60000
Mu (k-ft) = 5.60 area of bar = 0.31 Min p =0.0019 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.15 Spacing (in) = 38 Use p =0.0019 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0007 Fy (psi) = 60000
Mu (k-ft) = 2.80 area of bar = 0.31 Min p =0.0010 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.07 Spacing (in) = 77 Use p =0.0010 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
4-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
4-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
16 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.43 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =30.84 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 53.5 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >220 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >49 OK
q min (psf) =952 q max (psf) =952 OK
qu-max (psf) =1485 qu at edge of base (psf) =1485
qu-min (psf) =1485 qu at edge of base (psf) =1485
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0012 Fy (psi) = 60000
Mu (k-ft) = 4.64 area of bar = 0.31 Min p =0.0015 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.12 Spacing (in) = 46 Use p =0.0015 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.32 area of bar = 0.31 Min p =0.0008 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.06 Spacing (in) = 93 Use p =0.0008 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
4-G Use:
w/ 2 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
4-G
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
17 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.24 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.16 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 19.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >78 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >14 OK
q min (psf) =1378 q max (psf) =1378 OK
qu-max (psf) =2149 qu at edge of base (psf) =2149
qu-min (psf) =2149 qu at edge of base (psf) =2149
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.07 area of bar = 0.20 Min p =0.0006 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 101 Use p =0.0006 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.54 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.02 Spacing (in) = 203 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
5-A Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
5-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
18 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.03 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.26 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.5 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =4 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%744 >2 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >0 OK
q min (psf) =18 q max (psf) =18 OK
qu-max (psf) =28 qu at edge of base (psf) =28
qu-min (psf) =28 qu at edge of base (psf) =28
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.50 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.03 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 4456 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.8 OK
Check Development Length
L' short (ft) = 1.50 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 8912 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
5-B Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
5-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
19 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.36 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =21.27 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 36.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =4 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%744 >148 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >30 OK
q min (psf) =1477 q max (psf) =1477 OK
qu-max (psf) =2304 qu at edge of base (psf) =2304
qu-min (psf) =2304 qu at edge of base (psf) =2304
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.50 Bar size =#4 p =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.59 area of bar = 0.20 Min p =0.0008 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.07 Spacing (in) = 54 Use p =0.0008 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 35.8 OK
Check Development Length
L' short (ft) = 1.50 Bar size =#4 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.30 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 109 Use p =0.0004 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
5-C Use:
w/ 2 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
5-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
20 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.04 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.32 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.6 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =4 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%744 >2 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >0 OK
q min (psf) =23 q max (psf) =23 OK
qu-max (psf) =35 qu at edge of base (psf) =35
qu-min (psf) =35 qu at edge of base (psf) =35
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.50 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.04 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 3589 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.8 OK
Check Development Length
L' short (ft) = 1.50 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 7179 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
5-E Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
5-E
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
21 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.94 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =8.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 14.6 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >59 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >11 OK
q min (psf) =1041 q max (psf) =1041 OK
qu-max (psf) =1624 qu at edge of base (psf) =1624
qu-min (psf) =1624 qu at edge of base (psf) =1624
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 0.81 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 134 Use p =0.0004 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.41 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 269 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
5-G Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
5-G
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
22 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/10/23IF23-278Tom Luthy Metal Building