HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 21-00076 - Winder Station - New Commercial - Bldg AFROST Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
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Project: Tom Luthy Metal Buildings - 60' x 200'
Client: Titan Steel
Project No.: IF20-467
Date:
Engineer :
SEAL:
FSE
January 14, 2021
January 14, 2021
STRUCTURAL CALCULATIONS
DBP
1 of 24
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6 0 '-0 "
200'-0"
1
2
6"24'-6"25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"24'-6"6"
3
4
A B
L
B
C
D B L
1
BL
2 3 4 5 6 7 8 9
BL
REACTION KEY PLAN
1-D
P= 4.57
U= 1.62
H= 1.13
D-3
P= 2.30
U= 1.52
H= 1.19
D-4
P= 2.30
U= 1.52
H= 1.19
D-7
P= 2.30
U= 1.52
H= 1.19
D-8
P= 2.30
U= 1.52
H= 1.19
1-C
P= 13.29
U= 6.10
H= 2.48
1-B
P= 10.43
U= 5.06
H= 1.91
1-A
P= 2.21
U= 0.69
H= 0.97
9-D
P= 5.18
U= 1.65
H= 1.13
9-C
P= 13.42
U= 6.07
H= 2.47
9-B
P= 10.46
U= 5.09
H= 1.91
9-A
P= 2.24
U= 0.68
H= 0.96
2-D
P= 30.02
U= 8.31
H= 17.38
2-A
P= 29.42
U= 9.27
H= 17.38
3-D
P= 30.40
U= 7.90
H= 17.57
3-A
P= 29.70
U= 9.71
H= 17.57
4-D
P= 30.40
U= 7.90
H= 17.57
4-A
P= 29.70
U= 9.70
H= 17.57
5-D
P= 30.30
U= 7.94
H= 17.55
5-A
P= 29.71
U= 8.87
H= 17.55
6-D
P= 30.30
U= 7.94
H= 17.55
6-A
P= 29.71
U= 8.87
H= 17.55
7-D
P= 30.40
U= 7.90
H= 17.57
7-A
P= 29.70
U= 9.71
H= 17.57
8-D
P= 30.10
U= 8.27
H= 17.40
8-A
P= 29.41
U= 10.07
H= 17.40
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =1.04 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) =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 >65 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >13 OK
q min (psf) =652 q max (psf) =652 OK
qu-max (psf) =1017 qu at edge of base (psf) =1017
qu-min (psf) =1017 qu at edge of base (psf) =1017
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) = 1.14 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) = 123 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) = 0.57 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) = 247 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =1.33 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.96 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 20.7 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 >87 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >18 OK
q min (psf) =656 q max (psf) =656 OK
qu-max (psf) =1024 qu at edge of base (psf) =1024
qu-min (psf) =1024 qu at edge of base (psf) =1024
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) = 1.57 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) = 90 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) = 0.78 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) = 180 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =0.46 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.11 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 7.1 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) =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 >29 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >5 OK
q min (psf) =508 q max (psf) =508 OK
qu-max (psf) =792 qu at edge of base (psf) =792
qu-min (psf) =792 qu at edge of base (psf) =792
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) = 0.40 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) = 275 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) = 0.20 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) = 552 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.48 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) =1517 qu at edge of base (psf) =1517
qu-min (psf) =1517 qu at edge of base (psf) =1517
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
2-A Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =27.02 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) =992 q max (psf) =992 OK
qu-max (psf) =1548 qu at edge of base (psf) =1548
qu-min (psf) =1548 qu at edge of base (psf) =1548
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
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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.73 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.3 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 >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) =1532 qu at edge of base (psf) =1532
qu-min (psf) =1532 qu at edge of base (psf) =1532
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) = 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) = 1.94 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
3-A Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =3.27 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =29.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 51.0 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) =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 >214 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1081 q max (psf) =1081 OK
qu-max (psf) =1686 qu at edge of base (psf) =1686
qu-min (psf) =1686 qu at edge of base (psf) =1686
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) = 4.27 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 50 Use p =0.0014 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) = 2.13 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) = 101 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.73 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.3 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 >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) =1532 qu at edge of base (psf) =1532
qu-min (psf) =1532 qu at edge of base (psf) =1532
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) = 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) = 1.94 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =3.27 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =29.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 51.0 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) =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 >214 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1081 q max (psf) =1081 OK
qu-max (psf) =1686 qu at edge of base (psf) =1686
qu-min (psf) =1686 qu at edge of base (psf) =1686
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) = 4.27 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 50 Use p =0.0014 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) = 2.13 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) = 101 Use p =0.0008 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.74 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.3 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 >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) =1532 qu at edge of base (psf) =1532
qu-min (psf) =1532 qu at edge of base (psf) =1532
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
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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =27.27 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) =1002 q max (psf) =1002 OK
qu-max (psf) =1563 qu at edge of base (psf) =1563
qu-min (psf) =1563 qu at edge of base (psf) =1563
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) = 110 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 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.74 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.3 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 >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) =1532 qu at edge of base (psf) =1532
qu-min (psf) =1532 qu at edge of base (psf) =1532
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
6-A Use:
w/ 2 #5 Top and Bottom
6-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
15 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =27.27 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) =1002 q max (psf) =1002 OK
qu-max (psf) =1563 qu at edge of base (psf) =1563
qu-min (psf) =1563 qu at edge of base (psf) =1563
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) = 110 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
6-D Use:
w/ 2 #5 Top and Bottom
6-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
16 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.73 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 46.3 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 >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) =1532 qu at edge of base (psf) =1532
qu-min (psf) =1532 qu at edge of base (psf) =1532
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) = 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) = 1.94 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
7-A Use:
w/ 2 #5 Top and Bottom
7-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
17 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =3.27 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =29.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 51.0 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) =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 >214 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1081 q max (psf) =1081 OK
qu-max (psf) =1686 qu at edge of base (psf) =1686
qu-min (psf) =1686 qu at edge of base (psf) =1686
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) = 4.27 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 50 Use p =0.0014 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) = 2.13 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) = 101 Use p =0.0008 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
7-D Use:
w/ 2 #5 Top and Bottom
7-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
18 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =26.47 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) =972 q max (psf) =972 OK
qu-max (psf) =1517 qu at edge of base (psf) =1517
qu-min (psf) =1517 qu at edge of base (psf) =1517
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
8-A Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
8-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
19 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =3.24 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =29.16 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 50.5 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) =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 >212 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1071 q max (psf) =1071 OK
qu-max (psf) =1671 qu at edge of base (psf) =1671
qu-min (psf) =1671 qu at edge of base (psf) =1671
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) = 4.23 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 51 Use p =0.0014 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) = 2.11 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)= 0.05 Spacing (in) = 102 Use p =0.0008 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.1 OK
8-D Use:
w/ 2 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
8-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
20 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =2.02 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 3.5 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) =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) =249 q max (psf) =249 OK
qu-max (psf) =388 qu at edge of base (psf) =388
qu-min (psf) =388 qu at edge of base (psf) =388
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) = 563 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) = 1126 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
9-A Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
9-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
21 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =9.41 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) =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) =654 q max (psf) =654 OK
qu-max (psf) =1020 qu at edge of base (psf) =1020
qu-min (psf) =1020 qu at edge of base (psf) =1020
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) = 123 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) = 0.57 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) = 247 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
9-B Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
9-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
22 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =12.08 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 20.9 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) =4.5 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) =1034 qu at edge of base (psf) =1034
qu-min (psf) =1034 qu at edge of base (psf) =1034
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) = 179 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 38.3 OK
9-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
9-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
23 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'
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) =0.52 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.66 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 8.1 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) =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 >33 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >6 OK
q min (psf) =576 q max (psf) =576 OK
qu-max (psf) =898 qu at edge of base (psf) =898
qu-min (psf) =898 qu at edge of base (psf) =898
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) = 0.45 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) = 243 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) = 487 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
9-D Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
9-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
24 of 24
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE01/14/21IF20-467Tom Luthy Metal Buildings - 60' x 200'