HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00718 - Valleywide Coop - Commercial BuldingFROST Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
Idaho Falls, ID 83401 Fax: 208.227.8405
www.frost-structural.com
Project: North Pointe Metal Building
Client: Teton West
Project No.: IF19-397
Date:
Engineer :
SEAL:
FSE
STRUCTURAL CALCULATIONS
DBP
December 5, 2019
December 5, 2019
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1 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
REACTION KEY PLAN
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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) =1.33 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =12.00 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 20.8 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) =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 >84 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >15 OK
q min (psf) =1481 q max (psf) =1481 OK
qu-max (psf) =2311 qu at edge of base (psf) =2311
qu-min (psf) =2311 qu at edge of base (psf) =2311
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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.16 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) = 94 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 =0.0003 Fy (psi) = 60000
Mu (k-ft) = 0.58 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) = 189 Use p =0.0003 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 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =0.01 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.13 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.2 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) =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 >1 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >0 OK
q min (psf) =9 q max (psf) =9 OK
qu-max (psf) =14 qu at edge of base (psf) =14
qu-min (psf) =14 qu at edge of base (psf) =14
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) = 0.02 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) = 9230 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) = 0.01 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) = 18461 Use p =0.0000 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 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =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 >85 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >15 OK
q min (psf) =1491 q max (psf) =1491 OK
qu-max (psf) =2326 qu at edge of base (psf) =2326
qu-min (psf) =2326 qu at edge of base (psf) =2326
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 =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.16 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) = 93 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 =0.0003 Fy (psi) = 60000
Mu (k-ft) = 0.58 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) = 187 Use p =0.0003 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
5 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.56 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.06 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.0 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 >168 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1265 q max (psf) =1265 OK
qu-max (psf) =1974 qu at edge of base (psf) =1974
qu-min (psf) =1974 qu at edge of base (psf) =1974
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.02 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.51 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 93 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
2-A Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
2-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
6 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.57 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.16 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.1 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) =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 >169 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1271 q max (psf) =1271 OK
qu-max (psf) =1982 qu at edge of base (psf) =1982
qu-min (psf) =1982 qu at edge of base (psf) =1982
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.04 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.52 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 93 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
2-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
2-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
7 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.59 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.28 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.4 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1278 q max (psf) =1278 OK
qu-max (psf) =1993 qu at edge of base (psf) =1993
qu-min (psf) =1993 qu at edge of base (psf) =1993
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.05 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
3-A Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
3-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
8 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.5 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >35 OK
q min (psf) =1283 q max (psf) =1283 OK
qu-max (psf) =2001 qu at edge of base (psf) =2001
qu-min (psf) =2001 qu at edge of base (psf) =2001
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.06 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
3-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
3-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
9 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.59 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.28 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.4 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1278 q max (psf) =1278 OK
qu-max (psf) =1993 qu at edge of base (psf) =1993
qu-min (psf) =1993 qu at edge of base (psf) =1993
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.05 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
4-A Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
4-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
10 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.5 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >35 OK
q min (psf) =1283 q max (psf) =1283 OK
qu-max (psf) =2001 qu at edge of base (psf) =2001
qu-min (psf) =2001 qu at edge of base (psf) =2001
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.06 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
4-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
4-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
11 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.59 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.28 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.4 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1278 q max (psf) =1278 OK
qu-max (psf) =1993 qu at edge of base (psf) =1993
qu-min (psf) =1993 qu at edge of base (psf) =1993
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.05 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
5-A Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
5-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
12 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.5 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >35 OK
q min (psf) =1283 q max (psf) =1283 OK
qu-max (psf) =2001 qu at edge of base (psf) =2001
qu-min (psf) =2001 qu at edge of base (psf) =2001
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.06 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
5-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
5-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
13 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.59 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.28 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.4 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1278 q max (psf) =1278 OK
qu-max (psf) =1993 qu at edge of base (psf) =1993
qu-min (psf) =1993 qu at edge of base (psf) =1993
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.05 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
6-A Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
6-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
14 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.5 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >35 OK
q min (psf) =1283 q max (psf) =1283 OK
qu-max (psf) =2001 qu at edge of base (psf) =2001
qu-min (psf) =2001 qu at edge of base (psf) =2001
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.06 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 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
15 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.59 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.28 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.4 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1278 q max (psf) =1278 OK
qu-max (psf) =1993 qu at edge of base (psf) =1993
qu-min (psf) =1993 qu at edge of base (psf) =1993
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.05 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
7-A Use:
w/ 2 #4 Top and Bottom
7-A
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
16 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.5 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) =4.5 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 >170 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >35 OK
q min (psf) =1283 q max (psf) =1283 OK
qu-max (psf) =2001 qu at edge of base (psf) =2001
qu-min (psf) =2001 qu at edge of base (psf) =2001
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.06 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.53 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 92 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
7-C Use:
w/ 2 #4 Top and Bottom
7-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 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.56 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.06 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.0 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 >168 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1265 q max (psf) =1265 OK
qu-max (psf) =1974 qu at edge of base (psf) =1974
qu-min (psf) =1974 qu at edge of base (psf) =1974
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.02 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.51 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 93 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
8-A Use:
w/ 2 #4 Top and Bottom
8-A
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
18 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =2.57 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =23.16 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 40.1 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) =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 >169 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >34 OK
q min (psf) =1271 q max (psf) =1271 OK
qu-max (psf) =1982 qu at edge of base (psf) =1982
qu-min (psf) =1982 qu at edge of base (psf) =1982
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 =0.0007 Fy (psi) = 60000
Mu (k-ft) = 3.04 area of bar = 0.20 Min p =0.0010 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.08 Spacing (in) = 46 Use p =0.0010 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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.52 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.04 Spacing (in) = 93 Use p =0.0005 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 38.3 OK
8-C Use:
w/ 2 #4 Top and Bottom
4.5 feet long x 4.5 feet wide x 12'' thick Footing
Each Way
8-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
19 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =0.41 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =3.67 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 6.4 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 >26 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >5 OK
q min (psf) =453 q max (psf) =453 OK
qu-max (psf) =707 qu at edge of base (psf) =707
qu-min (psf) =707 qu at edge of base (psf) =707
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) = 0.35 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) = 309 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) = 0.18 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) = 618 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
20 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
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) =1.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =14.38 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 24.9 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 >100 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >20 OK
q min (psf) =999 q max (psf) =999 OK
qu-max (psf) =1558 qu at edge of base (psf) =1558
qu-min (psf) =1558 qu at edge of base (psf) =1558
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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.75 area of bar = 0.20 Min p =0.0006 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) = 80 Use p =0.0006 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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.88 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) = 161 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
9-B Use:
w/ 2 #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
21 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.00 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =6.46 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 11.6 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 >47 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >8 OK
q min (psf) =839 q max (psf) =839 OK
qu-max (psf) =1293 qu at edge of base (psf) =1293
qu-min (psf) =1293 qu at edge of base (psf) =1293
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) = 0.65 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)= 0.02 Spacing (in) = 168 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 =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.32 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) = 338 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
9-C Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
9-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
22 of 22
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE12/05/19IF19-397North Pointe Metal Building