HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-00789 - Rocky Mountain Power - Mechanic ShopFROST Structural Engineering
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Project: Rocky Mountain Power Mechanics Shop
Client: TWebb Construction
Project No.: IF21-411
Date:
Engineer :
SEAL:
FSE
November 3, 2021
November 3, 2021
STRUCTURAL CALCULATIONS
DBP
1 of 30
STEEL BUILDING
FOUNDATION
DESIGN
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
2 of 30
1-A
P= 5.2
U= 0.8
H= 1.8
REACTION KEY PLAN
A-1
P= 8.4
U= 8.4
H= 3.3
1-B
P= 12.7
U= 7.5
H= 3.1
1-C
P= 13.7
U= 9.3
H= 2.9
1-D
P= 5.0
U= 1.3
H= 1.5
2-A
P= 32.5
U= 5.0
H= 9.0
A-2
P= 8.4
U= 8.4
H= 3.3
2-D
P= 31.6
U= 6.8
H= 9.0
3-A
P= 30.0
U= 4.6
H= 7.5
3-D
P= 28.9
U= 9.0
H= 7.6
4-A
P= 30.0
U= 4.6
H= 7.5
4-D
P= 28.9
U= 9.0
H= 7.6
5-A
P= 4.8
U= 0.7
H= 1.8
5-D
P= 4.7
U= 1.2
H= 1.5
5-B
P= 11.8
U= 7.0
H= 3.1
5-C
P= 12.7
U= 8.7
H= 2.9
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
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Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.36 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =12.24 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 21.2 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >89 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >19 OK
q min (psf) =450 q max (psf) =450 OK
qu-max (psf) =701 qu at edge of base (psf) =701
qu-min (psf) =701 qu at edge of base (psf) =701
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 =0.0004 Fy (psi) = 60000
Mu (k-ft) = 1.78 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 122 Use p =0.0006 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 44.7 OK
Check Development Length
L' short (ft) = 2.25 Bar size =#5 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.89 area of bar = 0.31 Min p =0.0003 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.02 Spacing (in) = 245 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 44.1 OK
1-A Use:
w/ 1 #5 Top and Bottom
5.5 feet long x 5.5 feet wide x 12'' thick Footing
Each Way
1-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
4 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.27 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 19.8 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) =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 >80 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >16 OK
q min (psf) =794 q max (psf) =794 OK
qu-max (psf) =1238 qu at edge of base (psf) =1238
qu-min (psf) =1238 qu at edge of base (psf) =1238
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) = 1.39 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) = 101 Use p =0.0005 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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.70 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)= 0.02 Spacing (in) = 203 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
5 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.37 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =12.33 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 21.4 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 >86 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >17 OK
q min (psf) =856 q max (psf) =856 OK
qu-max (psf) =1336 qu at edge of base (psf) =1336
qu-min (psf) =1336 qu at edge of base (psf) =1336
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) = 1.50 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) = 94 Use p =0.0005 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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.75 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) = 188 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
1-C Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
1-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
6 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.50 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.50 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 7.8 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 >32 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >6 OK
q min (psf) =556 q max (psf) =556 OK
qu-max (psf) =867 qu at edge of base (psf) =867
qu-min (psf) =867 qu at edge of base (psf) =867
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) = 0.43 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) = 252 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) = 504 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
7 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =4.09 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =36.81 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 63.8 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 >268 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >58 OK
q min (psf) =1352 q max (psf) =1352 OK
qu-max (psf) =2109 qu at edge of base (psf) =2109
qu-min (psf) =2109 qu at edge of base (psf) =2109
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 =0.0013 Fy (psi) = 60000
Mu (k-ft) = 5.34 area of bar = 0.31 Min p =0.0018 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.14 Spacing (in) = 40 Use p =0.0018 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 44.7 OK
Check Development Length
L' short (ft) = 2.25 Bar size =#5 p =0.0007 Fy (psi) = 60000
Mu (k-ft) = 2.67 area of bar = 0.31 Min p =0.0009 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.07 Spacing (in) = 81 Use p =0.0009 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
8 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.16 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =28.44 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 49.3 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 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >210 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >43 OK
q min (psf) =1264 q max (psf) =1264 OK
qu-max (psf) =1972 qu at edge of base (psf) =1972
qu-min (psf) =1972 qu at edge of base (psf) =1972
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.94 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) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.97 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 = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
2-D Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
2-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
9 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.00 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =27.00 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 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >199 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >41 OK
q min (psf) =1200 q max (psf) =1200 OK
qu-max (psf) =1872 qu at edge of base (psf) =1872
qu-min (psf) =1872 qu at edge of base (psf) =1872
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.74 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.10 Spacing (in) = 57 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.87 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) = 116 Use p =0.0007 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
3-A Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
3-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
10 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.89 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.01 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 45.1 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 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >192 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >40 OK
q min (psf) =1156 q max (psf) =1156 OK
qu-max (psf) =1803 qu at edge of base (psf) =1803
qu-min (psf) =1803 qu at edge of base (psf) =1803
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.61 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 60 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.80 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 120 Use p =0.0006 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
3-D Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
3-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
11 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.00 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =27.00 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 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >199 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >41 OK
q min (psf) =1200 q max (psf) =1200 OK
qu-max (psf) =1872 qu at edge of base (psf) =1872
qu-min (psf) =1872 qu at edge of base (psf) =1872
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.74 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.10 Spacing (in) = 57 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.87 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) = 116 Use p =0.0007 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
4-A Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
4-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
12 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =2.89 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =26.01 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 45.1 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 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >192 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >40 OK
q min (psf) =1156 q max (psf) =1156 OK
qu-max (psf) =1803 qu at edge of base (psf) =1803
qu-min (psf) =1803 qu at edge of base (psf) =1803
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.61 area of bar = 0.31 Min p =0.0012 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 60 Use p =0.0012 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.80 area of bar = 0.31 Min p =0.0006 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 120 Use p =0.0006 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
4-D Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
4-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
13 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.48 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.32 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 7.5 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 >30 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >5 OK
q min (psf) =533 q max (psf) =533 OK
qu-max (psf) =832 qu at edge of base (psf) =832
qu-min (psf) =832 qu at edge of base (psf) =832
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) = 0.42 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) = 262 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) = 0.21 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) = 525 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
5-A Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
5-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
14 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.18 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =10.62 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 18.4 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 >74 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >15 OK
q min (psf) =738 q max (psf) =738 OK
qu-max (psf) =1151 qu at edge of base (psf) =1151
qu-min (psf) =1151 qu at edge of base (psf) =1151
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) = 1.29 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) = 109 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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.65 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)= 0.02 Spacing (in) = 219 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
5-B Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
5-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
15 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.27 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =11.43 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 19.8 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) =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 >80 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >16 OK
q min (psf) =794 q max (psf) =794 OK
qu-max (psf) =1238 qu at edge of base (psf) =1238
qu-min (psf) =1238 qu at edge of base (psf) =1238
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) = 1.39 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) = 101 Use p =0.0005 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 =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.70 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)= 0.02 Spacing (in) = 203 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
5-C Use:
w/ 1 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
5-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
16 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.47 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =4.23 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 7.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >30 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >5 OK
q min (psf) =522 q max (psf) =522 OK
qu-max (psf) =815 qu at edge of base (psf) =815
qu-min (psf) =815 qu at edge of base (psf) =815
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) = 0.41 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) = 268 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) = 536 Use p =0.0001 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
5-D Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
5-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
17 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
18 of 30
INTERIOR
MEZZANINE
DESIGN
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Floor Loads:
floor coverings 5.0
3/4" plywood or OSB 2.5
wood joists at 16" o.c.3.5
10" batt insulation (R-30)1.0
1/2" gypboard 2.2
mechanical/miscellaneous 0.8
DL =15.0 psf LL joist LL beam TL
LL (storage) =125 psf L/360 L/360 L/240
Interior Walls:
5/8" gypboard 2.8
1/2" plywood or OSB (where occurs)1.7
2x wood studs at 16" o.c.1.2
5/8" gypboard 2.8
miscellaneous 1.5
DL =10.0 psf L/240
Design Gravity Loads
deflection limits
deflection limits
19 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Seismic Loads:
Equivalent Lateral Force Procedure
1.00
D
Mapped Spectral Response Accelerations:
S1 .................0.366 g
SS .................0.143 g
Design Spectral Response Accelerations:
SD1 .................0.221 g
SDS .................0.368 g
D
Seismic Force-Resisting System(s):
.................
R .................6.5
Ωo .................3
Cd .................4
Cs .................0.057
Seismic Design Category .......................................
Lateral System
Design Lateral Loads
Light-frame (wood) walls sheathed
with wood structural panels rated
Analysis Procedure: ...............................................
Importance Factor ..................................................
Site Class ...............................................................
20 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Foundation Design:
Conventional Spread Footings
Presumptive Load-Bearing Values (Table 1806.2)
1500 psf
150 pcf
0.25
36 inches
Foundation Design
Frost Depth............
Allowable Bearing Pressure............
Passive Pressure............
Foundation Type .............................................
Design Basis:
Source ..........................................................
Sliding Coefficient............
21 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Mark:WJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 112 lbs
Span (ft) =11.0 lu (ft) =2.0 load 15 125 167 187 RLL = 931 lbs
Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=1042 lbs
DLL < L /360 Cr =1.15 167 plf 187 plf
DTOTAL < L /240 RDL = 112 lbs
DL(lbs) LL(lbs) x(ft) RLL = 931 lbs
Joist Bearing Length (in) =2 Pt. Load 0 0 0 RTL (right) =1042 lbs
Web Stiffener? (Y/N) :N Pt. Load 0 0 0
Mmax =
(1)2x14
Vall. (lbs) =2743 38% 1655 63% 1675 62% 1615 65% 1785 58% 1420 73%
Rall. (lbs) =1875 56% 1070 97% 1211 86% 1063 98% 1093 95% 1224 85%
Mall. (ft-lbs) =3407 85% 3795 77% 4060 72% 6445 45% 4685 62% 3545 82%
DLL 0.118 L / 1119 0.220 L / 601 0.212 L / 623 0.171 L / 772 0.217 L / 607 0.206 L / 642
DTOTAL 0.132 L / 999 0.246 L / 537 0.237 L / 556 0.192 L / 689 0.243 L / 542 0.230 L / 573
Nat. freq., f (Hz)29.6 24.3 24.5 28.4 24.5 24.9
Selection (A - F):B WJ1 Use:11 7/8" TJI 210 at 16'' o.c.
Mark:WJ2 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 41 lbs
Span (ft) =4.0 lu (ft) =2.0 load 15 100 133 153 RLL = 276 lbs
Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=318 lbs
DLL < L /360 Cr =1.15 133 plf 153 plf
DTOTAL < L /240 RDL = 41 lbs
DL(lbs) LL(lbs) x(ft) RLL = 276 lbs
Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =318 lbs
Web Stiffener? (Y/N) :N Pt. Load 0 0 0
Mmax =
(1)2x8
Vall. (lbs) =1501 21% 1560 20% 1625 20% 1335 24% 1785 18% 1420 22%
Rall. (lbs) =1641 19% 910 35% 950 33% 870 37% 1015 31% 950 33%
Mall. (ft-lbs) =1360 24% 3160 10% 3150 10% 3100 11% 4685 7% 3640 9%
DLL 0.010 L / 1500+ 0.008 L / 1500+ 0.007 L / 1500+ 0.008 L / 1500+ 0.007 L / 1500+ 0.007 L / 1500+
DTOTAL 0.012 L / 1500+0.009 L / 1500+0.008 L / 1500+0.009 L / 1500+0.008 L / 1500+0.008 L / 1500+
Nat. freq., f (Hz)90.6 169.5 168.9 163.4 185.3 174.5
Selection (A - F):A WJ2 Use: (1) 2x8 at 16'' o.c.
Douglas Fir #2
Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt
Adequate Adequate Adequate Adequate Adequate
11 7/8" TJI 110 11 7/8" BCI 5000 1.7 11 7/8" LPI 18 11 7/8" Red-I45 11 7/8" RFPI 20
A B C D E
Wood Joist
ASD design per NDS 2015
A B C D E
2910 ft-lbs
11 7/8" TJI 210 11 7/8" BCI 6000 1.8 11 7/8" LPI 36 11 7/8" Red-I45 11 7/8" RFPI 40S
F
Roseburg
Adequate Adequate Adequate Adequate Adequate
Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt
329 ft-lbs
Adequate
F
Roseburg
Adequate
22 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 380 lbs
Span (ft) =4.0 roof 15 125 6 750 840 RLL = 1500 lbs
lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1880 lbs
LL Deflection < L /360 wall 10 0 10 0 100
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 380 lbs
CD =1.00 750 plf 940 plf RLL = 1500 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1880 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)2x8 (2)1.75x5.5
Wood Species =
Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =90 psi 50% 113 psi 43% 50 psi 19% 22 psi 8% 113 psi 40%
Fb =1077 psi 2392 psi 2396 psi 2399 psi 2884 psi
fb-max (psi) =858 psi 80% 1203 psi 50% 470 psi 20% 191 psi 8% 1278 psi 44%
E (psi) =
LL deflection =0.03'' 21% 0.04'' 32% 0.01'' 10% 0.00'' 3% 0.04'' 33%
TL deflection =0.04'' 18% 0.05'' 27% 0.02'' 8% 0.01'' 3% 0.06'' 28%
camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):A Use: (2)
Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 203 lbs
Span (ft) =4.5 roof 15 100 6 600 690 RLL = 1350 lbs
lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1553 lbs
LL Deflection < L /360 wall 0 0 0 0 0
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 203 lbs
CD =1.00 600 plf 690 plf RLL = 1350 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1553 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)2x8 (2)1.75x5.5
Wood Species =
Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =78 psi 44% 97 psi 36% 44 psi 17% 20 psi 7% 96 psi 34%
Fb =1077 psi 2392 psi 2396 psi 2399 psi 2884 psi
fb (psi) =797 psi 74% 1118 psi 47% 436 psi 18% 177 psi 7% 1188 psi 41%
E (psi) =
LL deflection =0.04'' 24% 0.05'' 36% 0.02'' 11% 0.01'' 4% 0.06'' 38%
TL deflection =0.04'' 19% 0.06'' 28% 0.02'' 9% 0.01'' 3% 0.07'' 29%
camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):A Use: (2)
1747 ft-lbs
B102 2x8
E
2000000 psi
SCL: 26F 2.0E LVL
8.75x9 GLB
Douglas Fir #2
Douglas Fir #2 24F-V4
B101 2x8
A
1800000 psi 1800000 psi
24F-V4
5.125x7.5 GLB3.125x6 GLB
24F-V4
1600000 psi 1800000 psi
Douglas Fir #2
ASD design per NDS 2015
Wood Beam / Header
EA
1880 ft-lbs
1600000 psi 1800000 psi 1800000 psi
SCL: 26F 2.0E LVL24F-V4
1800000 psi 2000000 psi
3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB
Douglas Fir #2 24F-V4 24F-V4
23 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Location:
Plate Height (ft) =8.0
Stud Height (ft) = 7.6 Gravity Loads to Wall:
Le/d = 26.1 < 50 OK DL(psf) trib(ft) w e(in)
deflection < L/240 roof snow 0 0 0 0
wind/seismic (W/S)W floor live load 15 6 840 0
wind load, w (psf) =12 (Due to Wind)wall weight 10 10 100
0.6 * w = (psf) 7.2 misc. live load 0 0 0 0
snow load? (Y/N)Y w (total uniform load) = 940 plf
Lumber Grade: (DF No. 2)
fire rated assembly? (Y/N)N
Load Cases:
CD =1.60 CD =1.60 CD =1.00
P (lbs) = 253 per stud P (lbs) = 750 P (lbs) = 1253 per stud
M (lb-ft) = 70 M (lb-ft) = 52 M (lb-ft) = 0
FcE (psi) =698 FcE (psi) =698 FcE (psi) =698
Fc' (psi) = 651 Fc' (psi) = 651 Fc' (psi) = 616
fc (psi) = 48 < Fc'OK fc (psi) = 143 < Fc'OK fc (psi) = 239 < Fc'OK
Fb' (psi) = 2484 Fb' (psi) = 2484 Fb' (psi) = 1553
fb (psi) = 273 < Fb'OK fb (psi) = 205 < Fb'OK fb (psi) = 0 < Fb'OK
CSR = 0.12 < 1.0 OK CSR = 0.15 < 1.0 OK CSR = 0.15 < 1.0 OK
D (in.) =0.06 = L/1535 OK D (in.) =0.04 = L/2046 OK D (in.) =0.00 = L/5000 OK
USE:2 x 4
Framing at Openings:
Trimmers:King Studs:
Trimmer supports only vertical load ... King stud supports only bending ...
Pcap (lbs) = 3236
(axial compression governs)Mcap (lb-ft) = 551
Rcap (lbs) = 3281 trib width capacity (ft) = #### for M < Mcap
trib width capacity (ft) = 8.53 for D < L /240 (governs)
Wood Stud Wall Design
Design based on NDS 2015
Trimmer Studs (TS) King Studs (KS)
at 16'' o.c.
D + LL
Open Width (ft)
Typical 8'-0" Plate
0
LL(psf)
D + 0.6*W D + 0.75*(0.6*W + S + LL)
0
125
1
1
215'-8'' to 32'-9''
< 15'-8''
49'-9'' to 66'-10'' 10
3
1
1
4
5
3
11
1
1
832'-9'' to 49'-9''
1
1
(DF No. 2)Typical 8'-0" Plate
24 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Wood Posts/Studs
Design based on NDS 2015
Wood Species: Douglas-Fir
Axial Load Capacities (Kips)
(Load Duration = 1.15 Snow )Post Height (ft)
Post Size Bearing 8 10 11 12 14 16 18 20
* 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - -
* 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - -
4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - -
* 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00
4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - -
4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67
6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78
6x8 DF#1 25.78 32.82 25.96 22.76 19.93 15.41 12.15 9.77 8.01
6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15
8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62
* assumes post is continuously braced in weak direction.
(Load Duration = 1.00 Floor)Post Height (ft)
Post Size Bearing 8 10 11 12 14 16 18 20
* 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - -
* 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - -
4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - -
* 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99
4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - -
4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64
6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72
6x8 DF#1 25.78 30.05 24.58 21.83 19.30 15.10 11.98 9.68 7.95
6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07
8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13
* assumes post is continuously braced in weak direction.
206_Wood Post
25 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Key Plan Area =1
Risk Category =II
Geotech Report Done? :No
Site Class =D
Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2]
Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2]
Seismic Force Resisting System (Table 12.2-1) =
Structural System Height Limits (ft):65
Response Modification Coefficient, R =6.5
Overstrength factor, Ωο =3
Deflection Amplification Factor, Cd =4
Design Spectral Response Accelerations:
Ss =36.6%S1 =14.3%[per ATC Hazard by Location Website]
Fa = 1.51 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2]
SMS =0.552g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2]
SDS = 0.368g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4]
TL =6 CS =0.057 T = 0.104
T0 =0.120
Ct =0.020 Cs-max =0.327 Ta =0.104 TS =0.600
x =0.750 Cs-min =0.016 Tmax =0.145 Sa =0.338
CS (controls)=0.057 CU =1.4 k = 1.00
Main Seismic Force Resisting System:
V = CsW =1.6 [per ASCE 7-16 equation 12.8-1]
Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3]
Level hx (ft) wx (kip)wx hx
k (kip-ft)Cvx Fx (kip) Vx (kip)
Roof 9 28.0 252 1.000 1.6 1.6
Totals: 28 252 1.0 1.6
Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 9 24.0 24.0 1.4 1.8 3.5 1.8
Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 9 24.0 24.0 1.4 1.8 3.5 1.8
Design Seismic Lateral Loads
Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16
[ASCE 7-16 table 1.5-1]
A.Light-frame (wood) walls sheathed with wood
structural panels rated for shear resistance
26 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Shear
Line :1
VSEISMIC =1,250 lbs SDS = 0.368g
E = 0.70 x V = 875 lbs S.D.C. =D
WWIND =0 lbs
F = 0.60 x W = 0 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)10.0
Floor DL (psf) =15 height (ft)8.0
Wall DL (psf) =10 roof trib. (ft)2.0
floor trib. (ft)0.0
Distance from HD to End of Wall (in)0
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.8
aspect ratio factor 2w/l 1.00
Seismic F (lbs)875
shear (plf)88
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)7000
DL factor A =1.05
A x wDL (plf)84
End Post Compression(lbs)964
DL factor B 0.55
B x wDL (plf)44
End Post Uplift for Anchor Holdowns (lbs)neglect
End Post Uplift for Straps (lbs)neglect
Wind F (lbs)0
shear (plf)0
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)0
wDL (plf)80
End Post Compression(lbs)243
DL factor C 0.60
C x wDL (plf)48
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)964
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line 1, Use:SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
27 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Shear
Line :A
VSEISMIC =1,250 lbs SDS = 0.368g
E = 0.70 x V = 875 lbs S.D.C. =D
WWIND =0 lbs
F = 0.60 x W = 0 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)7.5
Floor DL (psf) =15 height (ft)8.0
Wall DL (psf) =10 roof trib. (ft)0.0
floor trib. (ft)6.0
Distance from HD to End of Wall (in)0
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 1.1
aspect ratio factor 2w/l 1.00
Seismic F (lbs)875
shear (plf)117
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)7000
DL factor A =1.05
A x wDL (plf)179
End Post Compression(lbs)1495
DL factor B 0.55
B x wDL (plf)93
End Post Uplift for Anchor Holdowns (lbs)neglect
End Post Uplift for Straps (lbs)neglect
Wind F (lbs)0
shear (plf)0
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)0
wDL (plf)170
End Post Compression(lbs)519
DL factor C 0.60
C x wDL (plf)102
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)1495
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line A SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
28 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Location :
Ultimate Seismic Load, w s (plf) =50 M@x (ft-lb) = 5,600
Seismic Load, w s(ASD) (plf) =35 T@x = C@x (lb) =467
Ultimate Wind Load, w w (plf) =25 # of Nails Req. at Splice, n = 3
Wind Load, w w(ASD) (plf) =15 V@x (lb) =-70
Length, L (ft) =36 vs@x (plf) =-6
Width, W (ft) =12 Mmax (ft-lb) = 5,670
Point of Interest, x (ft) =20 Tmax = Cmax (lb) =473 OK
Case :1 Allowable Chord Tension Load = 9867
Chord Member :# of Nails Req. at Splice, n =3
Chord Splice Nail :Rmax (lb) =630
vmax (plf) =53
20 Unblocked Allowable, v s (plf) =285 OK
# of Chord Splices =4 Blocked Allowable, v s (plf) =N/A
Allowable Diaphragm Deflection, L /240 Width of Blocking Req'd (ft) =N/A
Wood Species :Diaphragm Deflection, (in) =0.39
Structural 1 Sheathing? :No Allowable Deflection, (in) =1.80 OK
Sheathing Thickness :19/32
Sheathing Type :OSB
Ga (kips/in) =13 M@x (ft-lb) = 2,400
Nail Size :10d T@x = C@x (lb) =200
Adjoining Panel Edges :2x # of Nails Req. at Splice, n = 2
ASD Reduction Factor = 2.0
V@x (lb) =-30
Aspect Ratio = 3.00 OK vs@x (plf) =-3
Block Entire Diaphragm :No Mmax (ft-lb) = 2,430
Nail Spacing Tmax = Cmax (lb) =203 OK
Boundaries (in) =6 Allowable Chord Tension Load = 9,867
Edges (in) = 6 # of Nails Req. at Splice, n =2
Rmax (lb) =270
vmax (plf) =23
Unblocked Allowable, v w (plf) =400 OK
Blocked Allowable, v w (plf) =N/A
Width of Blocking Req'd (ft) =N/A
Diaphragm Deflection, (in) =0.17
Allowable Deflection, (in) =1.80 OK
Use: 0.59375'' thick sheathing, unblocked, attach
with 10d nails at 6'' o.c. at panel edges and 6'' o.c.
at boundaries.
Seismic Diaphragm Parameters
Wind
Wood Structural Panel Horizontal Diaphragm
ANSI / AF&PA SDPWS-2008
Distance from chord splice
to nearest support, x (ft) =
16d Box
2-2x6
Longitudinal
Douglas Fir #2
29 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop
Continuous Concrete Wall Footings
Strength Design per ACI 318-11
Mark:Allowable q (psf) =1500
U = 1.2DL + 1.6LL Code Increases (Y/N) =N
DL LL trib(ft)
P DL (k/ft)P LL (k/ft)Pu (k/ft)
roof 15 125 6 0.09 0.75 1.31
floor 0 0 0 0.00 0.00 0.00
wall 10 0 20 0.20 0.00 0.24
misc.0 0 0 0.00 0.00 0.00
Total(k/ft) =0.29 0.75 1.55
Footing Dimensions
Width (in) =16 Adjusted q (psf) = 1500 stemwall width(in) =8
Thickness (in) =8 Allowable qu (psf) = 2232.692 stemwall height(in) =24
qmax (psf) =1161 OK Pmax (kips) =11.7
Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored
Continuous Reinforcing
Rebar Size =#4 Check p Other Parameters
area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000
bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500
Total Bars = 2 Use p =0.0018 B1 =0.85
As req(in^2)= 0.2304 Reinforcement Top and Bottom(Y/N) =N
Transverse Reinforcing Not Required
Rebar Size =#4 Check p Check Development Length
area of bar(in^2) = 0.20 L' (ft) = 0.33 p =0.0000 fy (psi) = 60000
bar diameter(in) = 0.50 Mu (k-ft) = 0.03 Min p =0.0001 Ld1 (in) =24.0
Spacing (in) = 1313 d (in)= 4.25 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12
Less than pmax, OK Available Ld (in) = 13.3
F16 Use: 16'' wide x 8''
thick Continuous Concrete Footing
w/ 2 #4
Continuous
Max. Point Load:
F16
30 of 30
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE11/03/21IF21-411Rocky Mountain Power Mechanics Shop