HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 21-00075 - Winder Station - New Commercial - Bldg BFROST Structural Engineering
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Project: Tom Luthy Metal Buildings - 60' x 125'
Client: Titan Steel
Project No.: IF20-467
Date:
Engineer :
SEAL:
FSE
January 14, 2021
January 14, 2021
STRUCTURAL CALCULATIONS
DBP
1 of 18
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60
'
-
0
"
125'-0"
1
2
6"24'-6"25'-0"25'-0"25'-0"24'-6"6"
3
4
A BL
B
C
D BL
1
BL
2 3 4 5 6
BL
REACTION KEY PLAN
1-A
P= 2.20
U= 0.69
H= 0.96
1-C
P= 13.43
U= 6.07
H= 2.23
1-B
P= 10.52
U= 5.10
H= 1.91
2-A
P= 29.49
U= 11.31
H= 17.30
2-D
P= 30.17
U= 8.23
H= 17.30
3-A
P= 29.78
U= 10.93
H= 17.47
3-D
P= 30.46
U= 7.86
H= 17.47
4-A
P= 29.72
U= 8.85
H= 17.09
4-D
P= 30.33
U= 7.92
H= 17.09
5-A
P= 29.43
U= 9.25
H= 16.92
5-D
P= 30.03
U= 8.29
H= 16.92
1-D
P= 5.11
U= 1.65
H= 1.13
D-2
P= 4.83
U= 3.79
H= 2.71
D-3
P= 4.83
U= 3.79
H= 2.74
1-A
P= 2.20
U= 0.69
H= 0.96
1-C
P= 13.43
U= 6.07
H= 2.47
1-B
P= 10.52
U= 5.10
H= 1.91
1-D
P= 5.11
U= 1.65
H= 1.13
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
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Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.22 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =1.99 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 3.4 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 >14 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >3 OK
q min (psf) =246 q max (psf) =246 OK
qu-max (psf) =383 qu at edge of base (psf) =383
qu-min (psf) =383 qu at edge of base (psf) =383
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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.19 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 570 Use p =0.0001 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) = 0.10 area of bar = 0.20 Min p =0.0001 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) = 1141 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-A Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
3 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.05 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =9.47 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 16.4 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) =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 >66 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >13 OK
q min (psf) =658 q max (psf) =658 OK
qu-max (psf) =1026 qu at edge of base (psf) =1026
qu-min (psf) =1026 qu at edge of base (psf) =1026
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 =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.15 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 122 Use p =0.0004 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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.58 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 245 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
1-B Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
1-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
4 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.34 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =12.09 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 21.0 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) =4.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4.5 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%744 >88 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >18 OK
q min (psf) =663 q max (psf) =663 OK
qu-max (psf) =1035 qu at edge of base (psf) =1035
qu-min (psf) =1035 qu at edge of base (psf) =1035
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) = 1.75 Bar size =#4 p =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.58 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 89 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.8 OK
Check Development Length
L' short (ft) = 1.75 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.79 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.02 Spacing (in) = 178 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 38.3 OK
1-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
1-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
5 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.51 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.60 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 8.0 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) =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 >32 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >6 OK
q min (psf) =568 q max (psf) =568 OK
qu-max (psf) =886 qu at edge of base (psf) =886
qu-min (psf) =886 qu at edge of base (psf) =886
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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.44 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 246 Use p =0.0002 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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.22 area of bar = 0.20 Min p =0.0001 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) = 493 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-D Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
6 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.95 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.54 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.0 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) =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 >189 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >42 OK
q min (psf) =819 q max (psf) =819 OK
qu-max (psf) =1278 qu at edge of base (psf) =1278
qu-min (psf) =1278 qu at edge of base (psf) =1278
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.99 area of bar = 0.31 Min p =0.0013 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) = 54 Use p =0.0013 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) = 2.00 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) = 108 Use p =0.0007 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
7 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.50 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =31.50 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 54.6 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) =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 >230 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >49 OK
q min (psf) =1157 q max (psf) =1157 OK
qu-max (psf) =1805 qu at edge of base (psf) =1805
qu-min (psf) =1805 qu at edge of base (psf) =1805
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 =0.0011 Fy (psi) = 60000
Mu (k-ft) = 4.57 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) = 47 Use p =0.0015 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 =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.28 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) = 95 Use p =0.0008 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
8 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.98 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.80 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.5 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 >191 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >43 OK
q min (psf) =827 q max (psf) =827 OK
qu-max (psf) =1290 qu at edge of base (psf) =1290
qu-min (psf) =1290 qu at edge of base (psf) =1290
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 4.03 area of bar = 0.31 Min p =0.0013 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) = 53 Use p =0.0013 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) = 2.02 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) = 107 Use p =0.0007 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
9 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.53 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =31.76 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 55.1 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) =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 >231 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >50 OK
q min (psf) =1167 q max (psf) =1167 OK
qu-max (psf) =1820 qu at edge of base (psf) =1820
qu-min (psf) =1820 qu at edge of base (psf) =1820
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 =0.0011 Fy (psi) = 60000
Mu (k-ft) = 4.61 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) = 47 Use p =0.0015 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 =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.30 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) = 94 Use p =0.0008 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
10 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.97 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.75 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.4 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 >195 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >42 OK
q min (psf) =982 q max (psf) =982 OK
qu-max (psf) =1533 qu at edge of base (psf) =1533
qu-min (psf) =1533 qu at edge of base (psf) =1533
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.88 area of bar = 0.31 Min p =0.0013 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) = 55 Use p =0.0013 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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.94 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) = 112 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
4-A Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
4-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
11 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.03 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =27.30 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 47.3 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) =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 >199 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >43 OK
q min (psf) =1003 q max (psf) =1003 OK
qu-max (psf) =1564 qu at edge of base (psf) =1564
qu-min (psf) =1564 qu at edge of base (psf) =1564
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.96 area of bar = 0.31 Min p =0.0013 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) = 54 Use p =0.0013 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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.98 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) = 109 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
4-D Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
4-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
12 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.94 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.49 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 45.9 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) =5.5 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 >193 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >41 OK
q min (psf) =973 q max (psf) =973 OK
qu-max (psf) =1518 qu at edge of base (psf) =1518
qu-min (psf) =1518 qu at edge of base (psf) =1518
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.84 area of bar = 0.31 Min p =0.0013 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) = 56 Use p =0.0013 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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.92 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) = 113 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
5-A Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
5-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
13 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.00 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =27.03 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.8 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 >197 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >42 OK
q min (psf) =993 q max (psf) =993 OK
qu-max (psf) =1549 qu at edge of base (psf) =1549
qu-min (psf) =1549 qu at edge of base (psf) =1549
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 =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.92 area of bar = 0.31 Min p =0.0013 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) = 55 Use p =0.0013 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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.96 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) = 111 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
5-D Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
5-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
14 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.22 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =1.98 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 3.4 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 >14 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >3 OK
q min (psf) =244 q max (psf) =244 OK
qu-max (psf) =381 qu at edge of base (psf) =381
qu-min (psf) =381 qu at edge of base (psf) =381
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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.19 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 573 Use p =0.0001 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) = 0.10 area of bar = 0.20 Min p =0.0001 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) = 1146 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
6-A Use:
w/ 1 #4 Top and Bottom
6-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
15 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.05 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =9.47 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 16.4 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) =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 >66 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >13 OK
q min (psf) =658 q max (psf) =658 OK
qu-max (psf) =1026 qu at edge of base (psf) =1026
qu-min (psf) =1026 qu at edge of base (psf) =1026
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 =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.15 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 122 Use p =0.0004 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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.58 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 245 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
6-B Use:
w/ 1 #4 Top and Bottom
6-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
16 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.34 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =12.09 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 21.0 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) =4.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4.5 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%744 >88 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >18 OK
q min (psf) =663 q max (psf) =663 OK
qu-max (psf) =1035 qu at edge of base (psf) =1035
qu-min (psf) =1035 qu at edge of base (psf) =1035
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) = 1.75 Bar size =#4 p =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.58 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 89 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.8 OK
Check Development Length
L' short (ft) = 1.75 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.79 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.02 Spacing (in) = 178 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 38.3 OK
6-C Use:
w/ 2 #4 Top and Bottom
6-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
17 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 0.00 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.51 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.60 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 8.0 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) =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 >32 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >6 OK
q min (psf) =568 q max (psf) =568 OK
qu-max (psf) =886 qu at edge of base (psf) =886
qu-min (psf) =886 qu at edge of base (psf) =886
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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.44 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 246 Use p =0.0002 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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.22 area of bar = 0.20 Min p =0.0001 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) = 493 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
6-D Use:
w/ 1 #4 Top and Bottom
6-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
18 of 18
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 125'