HomeMy WebLinkAboutFOUNDATION CALCS - 21-00285 - 2907 Mendoza Dr - Mendoza shop.pdfFOUNDATION CALCULATIONS
50'x 120' Metal Building
MVE #210679
MHB CONSTRUCTION, INC.
MENDOZA FARM
Rexburg, Idaho
Metal Building Supplied By:
R&M STEEL COMPANY
20595 Farmway Road
Caldwell, ID 83607
Foundation Design by:
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Main, Suite A • Brigham City, Utah 84302
Phone (435) 734-9700 Fax (435) 734-9519
MAY 0 7 2021
6 pages of Calculations
MOUNTAIN VIEW
ENGINEERING, INC. Job.i
345 No. Man, Suite A Bdghan City, Utah 04302 Subject:
Phone (435) 734-9700 Fox (435) 734-9519
MVE #210679 R&M STEEL COMPANY
MENDOZAFARM
DESIGN CRITERIA:
Ground Snow Load 50 psf
Roof Snow Load 42 psf
Roof Live Load 20 psf
Roof Collateral Load 1 psf
Code: 2018 IBC
SDS
Seismic Design Category
Site Class
Other Loads:
Soil Bearing
Frost Depth
0.367 Wind Speed
D Exposure
D Importance Factor
1500 psf (assumed)
30 inches
Notes:
Reactions per R&M STEEL COMPANY drawings.
Concrete and Reinforcement:
Concrete Strength
3000 P.S.I. for Foundations
3500 P.S.I. for Slabs
2500 P.S.I. Used for design, no special inspection required.
Rebar - ASTM A615 grade 60
Page: 1
Date: 05/07/21
By: JVL
105 mph
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Main, Sufte A Brigham City, Wort 84302
Phone (435) 734-97oo Fax (435) 734-9519
Page: 2
Job: MVE #210679 R&M STEEL COMPANY Date: 05/07/21
Subject:
MENDOZAFARM
Sidewall Footings
(Lines 2 - 5 / Grids A & D)
By: JVL
Pp+L = 29.0 kips
198
psf
Rebar d' _
OS Footing Edge from Wall =
FH = 9.9 kips
ft
Use 6.0 ft. x 6.0 ft. x 16 inch deep
footing
Uplift = 6.1 kips
psf
Rebar fy =
Moment in Footing (Mu, ULT) =
17.38
Horizontal Force Use rebar hairpins
to resist horizontal force.
As (req'd by calc.) =
0.310
Top of Pier to Center of Hairpin =
26.5 in
L req'd = 6.3 ft - reinf. slab (6x6
W1.4xW1.4 min.)
Tensile Strength of Rebar =
24 ksi
L req'd = 9.9 ft - unreinforced slab
Area Required =
0.238 inA2
Use # 5 hairpin w/
12 foot legs.
Weights
Passive Soil Resistance
Weight of Pier =
0.97 kips
Wall Length for Passive Res. =
6
ft
Weight of Soil Above Footing =
5.20 kips
Ftg. Width for Passive Res. =
6
ft
Weight of Spot Footing =
6.96 kips
Passive Earth Pressure =
200
psf/ft
Weight of Continuous Wall =
1.93 kips
Passive Res. (Spot Footing) =
4.27
kips
Weight of Continuous Ftg. =
0.00 kips
Passive Res. (Wall & Pier) =
1.20
kips
Weight of Slab 5 inches thick =
3.24 kips
Passive Res. (Cont. Ftg.) =
0.00
kips
Use Passive Res. to Resist Moment?
NO
Total Passive Resistance =
5.47
kips
Check Soil Bearing
Allowable Bearing Pressure =
1500
psf
Moment Arm =
2.2083 ft
Top of Wall to Grade =
24
in
P (total) =
29.000 kips
OS Conc. to CL A.R. =
13.5
in
Overturning Moment =
21.863 kip*ft
Pier Width =
12
in
OTM Eccentricity =
9.0 inches
Pier Depth (wall included) =
20
in
Footing Offset =
0 inches
Pier Height =
48
in
Offset Resisting Moment =
0.00 kip*ft
Wall Thickness =
8
in
Passive Resisting Moment =
0.00 kip*ft
Wall Height =
48
in
Net Eccentricity =
9.0 inches
Footing Width =
8
in
B/6 = 12 inches OK
Footing Depth =
16
in
Bearing Pressure, q (max.) = 1413 psf OK
Uplift
Weight of Footing and Pier = 7.93 kips
Weight of Soil & Slab Above Footing = 8.44 kips
Weight of Cont. Wall & Footing = 4.00 kips
Total = 20.36 kips
Offset footing 0 inches.
Wall Length used for Uplift =
Cont. Ftg. Length for Uplift =
Factor of Safety =
Check Footing Flexure (Reinforcing in Direction of Horizontal Force
q (min.) =
198
psf
Rebar d' _
OS Footing Edge from Wall =
1.875
ft
Rebar d =
q (at face of wall) =
1033
psf
Rebar fy =
Moment in Footing (Mu, ULT) =
17.38
k*ft
Concrete f =
As (req'd by calc.) =
0.310
inA2
ACI 7.12 As (min) _
_Opposite Direction Reinforcing
❑ tions
11
#4 bars
Min. Steel Ratio = 0.0018
7
#5 bars
As per ACI 7.12
5
#6 bars
Check Footing Shear
Shear in Footing (Vu, ULT) =
18.54
kips
Required Thickness =
6.93
in OK
3.5 in
12.5 in
60000 psi
2500 psi
2.074 inA2
10 ft
10 ft
3.34 > 1.0 OK
Options
11 #4 bars
7 #5 bars
5 #6 bars
Use (7) #5 bars in direction of horizontal force
and use (7) #5 bars in the opposite direction.
For Pier Design Nu = 46 kips
**See pier calculation Mu = 35 kip*ft
on page 3. Vu = 16 kips
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Moln, Suite A Brigham City, Utah B4302
Phone (435) 734-9700 Fox (435) 734-9519
Job _
Subject:
MVE #210679 R&M STEEL COMPANY
MENDOZAFARM
Concrete Column Analysis (ACI 318)
For X -Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non -Slender Member with Symmetric Reinforcing
Page: 3
Date: 05/07/21
By: JVL
Input Column Geometry
fc' = 2500 psi Bar Size = 5 Total # of Bars 8 1� b
fy = 60 ksi # of Bars b Face 3 Tie Size = 3
77
d' = 2.375 in # of Bars h Face 3 • •
b =
12
in
h =
20
in
� =
0.65
0.62
Loading
0.00
Pux =
46.4
kips
Mux =
35.0
kip -ft
Vux =
15.8
kips
Placement of Reinforcement Steel
X-AXIS INTERACTION DIAGRAM
500
400
300 -
Y
� 200
X
X100 -
N
-100 •� .- - •
...... Limits of Interaction Diagram
Design Loads
•--- --• Max. Allowable Axial Load (k)
-200 _.... ! . - --I. _ . _
0 50 100 150
�Mnx (k -ft)
Shear Design �V, = 17.396 �V,/2 = 8.6979 V„ > #,/2
If Vu < #c/2 then Vertical Spacing of ties
shall not exceed the least of:
16 x (longitudal bar diameters) = 10 in
48 x (tie bar diameter) = 18 in
Least dimension of column = 12 in
i� • •
_ X -------------- ------------- h
• '• •
d; ,
• * •
i
Y
Typical Member Section
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
THEREFORE, USE (8) # 5
VERTICAL BARS IN COLUMN.
If V. > OV,/2 then vertical spacing of ties
shall not exceed the least of:
s max = A„fy/(0.75V(f,')b) = 29.333 in
s max = Avfy/(50b) = 22 in
s max = d/2:5 24 in = 8.8125 in
USE # 3 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
cl
A
Edge Layer (dl)
17.63
0.93
Interor Layer (d2)
10.00
0.62
Interor Layer (d3)
0.00
0.00
Edge Layer (d4)
2.38
0.93
X-AXIS INTERACTION DIAGRAM
500
400
300 -
Y
� 200
X
X100 -
N
-100 •� .- - •
...... Limits of Interaction Diagram
Design Loads
•--- --• Max. Allowable Axial Load (k)
-200 _.... ! . - --I. _ . _
0 50 100 150
�Mnx (k -ft)
Shear Design �V, = 17.396 �V,/2 = 8.6979 V„ > #,/2
If Vu < #c/2 then Vertical Spacing of ties
shall not exceed the least of:
16 x (longitudal bar diameters) = 10 in
48 x (tie bar diameter) = 18 in
Least dimension of column = 12 in
i� • •
_ X -------------- ------------- h
• '• •
d; ,
• * •
i
Y
Typical Member Section
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
THEREFORE, USE (8) # 5
VERTICAL BARS IN COLUMN.
If V. > OV,/2 then vertical spacing of ties
shall not exceed the least of:
s max = A„fy/(0.75V(f,')b) = 29.333 in
s max = Avfy/(50b) = 22 in
s max = d/2:5 24 in = 8.8125 in
USE # 3 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Main, Suite A Brigham City, Utah 94302
Phone (435) 734-9700 Fax (435) 734-9519
Job:
Subject:
Page: 4
MVE #210679 R&M STEEL COMPANY Date: 05/07/21
MENDOZAFARM
Endwall Footings
(Lines 1 & 6 / Grids B & C)
By: JVL
Pp+L = 11.3 kips
428
psf
Rebar d' =
3.5
FH = 1.6 kips
OS Footing Edge from Wall =
Use 3.5 ft. x 3.5 ft. x 12 inch deep
footing
Uplift = 3.6 kips
8.5
in
q (at face of wall) =
1052
Horizontal Force Use rebar hairpins
to resist horizontal force.
60000
psi
Top of Pier to Center of Hairpin =
26.5 in
L req'd = 1.0 ft - reinf. slab (6x6 W1.4xW1.4 min.)
Tensile Strength of Rebar =
24 ksi
L req'd = 1.6 ft - unreinforced slab
As (req'd by calc.) =
Area Required =
0.038 inA2
Use # 4 hairpin w/
4 foot legs.
Weights
Passive Soil Resistance
Weight of Pier =
0.48 kips
Wall Length for Passive Res. =
4
ft
Weight of Soil Above Footing =
1.59 kips
Ftg. Width for Passive Res. =
3.5
ft
Weight of Spot Footing =
1.78 kips
Passive Earth Pressure =
200
psf/ft
Weight of Continuous Wall =
1.16 kips
Passive Res. (Spot Footing) =
1.75
kips
Weight of Continuous Ftg. =
0.00 kips
Passive Res. (Wall & Pier) =
0.80
kips
Weight of Slab 5 inches thick =
1.59 kips
Passive Res. (Cont. Ftg.) =
0.00
kips
Use Passive Res. to Resist Moment?
NO
Total Passive Resistance =
2.55
kips
Check Soil Bearing
Allowable Bearing Pressure =
1500
psf
Moment Arm =
22083 ft
Top of Wall to Grade =
24
in
P (total) =
11.300 kips
OS Conc. to CL A.R. =
5.5
in
Overturning Moment =
3.5333 kip*ft
Pier Width =
12
in
OTM Eccentricity =
3.8 inches
Pier Depth (wall included) =
10
in
Footing Offset =
0 inches
Pier Height =
48
in
Offset Resisting Moment = -
0.00 kip*ft
Wall Thickness =
8
in
Passive Resisting Moment =
0.00 kip*ft
Wall Height =
48
in
Net Eccentricity =
3.8 inches
Footing Width =
8
In
B/6 = 7 inches OK
Footing Depth =
16
in
Bearing Pressure, q (max.) =
Uplift
Weight of Footing and Pier =
Weight of Soil & Slab Above Footing =
Weight of Cont. Wall & Footing =
Total =
1417 psf OK
2.26 kips
3.19 kips
4.32 kips
9.76 kips
Offset footirng 0 inches.
Wall Length used for Uplift =
Cont. Ftg. Length for Uplift =
Factor of Safety =
Check Footinq Flexure {Reinforcing in Direction of Horizontal Force
q (min.) =
428
psf
Rebar d' =
3.5
in
OS Footing Edge from Wall =
1.292
ft
Rebar d =
8.5
in
q (at face of wall) =
1052
psf
Rebar fy =
60000
psi
Moment in Footing (Mu, ULT) =
5.09
k*ft
Concrete f'c =
2500
psi
As (req'd by calc.) =
0.134
in^2
ACI 7.12 As (min) =
0.907
in^2
Opposite Direction Reinforcing
Min, Steel Ratio = 0.0018
As per ACI 7.12
Check Footing Shear
Shear in Footing (Vu, ULT) _
Required Thickness =
10 ft
10 ft
2.71 > 1.0 OK
Options
5 #4 bars
3 #5 bars
3 #6 bars
Options
5 #4 bars
3 #5 bars Use (5) #4 bars in direction of horizontal force
3 #6 bars and use (5) #4 bars in the opposite direction.
For Pier Desiqn Nu = 18 kips
7.88 kips **See pier calculation Mu = 6 kip*ft
6.00 in OK on page 5. Vu = 3 kips
MOUNTAIN VIEW Page: 5
ENGINEERING, INC. Job: MVE #210679 R&M STEEL COMPANY Date: 05/07/21
345 No. Main, suite A • Brigham City, utO 84302 Subject: MENDOZA FARM By: JVL
Phone (435) 734-9700 Fax (435) 731-9519
Concrete Column Analysis (ACI 318)
For X -Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non -Slender Member with Symmetric Reinforcing
Input
Column Geometry
fc' =
2500
psi
Bar Size = 4
Total # of Bars
4
b
fy =
60
ksi
# of Bars b Face 2
Tie Size =
3
I
d'=
2.375
in
# of Bars h Face 2
b =
12
in
h =
10
in
Placement of Reinforcement Steel
=
0.65
d
A,
Loading
Edge Layer (d1) 7.63
0.40
_.---._._._._
h
di
Pux =
18.1
kips
Interor Layer (d2) 0.00
0.00
Mux =
5.7
kip -ft
Interor Layer (d3) 0.00
0.00
Vux =
2.6
kips
Edge Layer (d4) 2.38
0.40
i
Y
X-AXIS INTERACTION DIAGRAM
Typical Member Section
�- 250 —
200
150 -- - --
X 100
c
50
0
-50
-100
❑1!
• . • • • • Limits of Interaction Diagram
M Design Loads
--- --- Max. Allowable Axial Load (k)
................. .. ..
0 5 10 15 20
OMnx (k -ft)
Shear Design �Vc = 7.3795 �Vc/2 = 3.6897 Vu < �V,/2
If Vu < �VJ2 then Vertical Spacing of ties
shall not exceed the least of:
16 x (longitudal bar diameters) = 8
48 x (tie bar diameter) = 18
Least dimension of column = 10
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
THEREFORE, USE (4) # 4
VERTICAL BARS IN COLUMN.
25
If Vu > �Vc/2 then vertical spacing of ties
shall not exceed the least of:
in s max = A„fy/(0.75V(fc')b) = 29.333 in
in s max = Avfy/(50b) = 22 in
in s max = d/2 s 24 in = 3.8125 in
USE # 3 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
MOUNTAIN VIEW
ENGINEERING, INC.
345 No, Moln, Sulte A Brigham My, Won 84302
Phone (435) 734-9700 rox (435) 734-9519
PD+L = 3.7 kips
Uplift=- 0.8 kips
Check Soil Bearing
Allowable Pressure = 1500 psf
B req'd = 1.57 ft
Design uplift =
0.8
kips
Slab Thickness =
5
inches
Depth to top of Ftg. =
24
inches
(EW) OS Conc. to CL Footing =
5.5
inches
(SW) OS Conc. to CL Footing =
9.5
inches
(EW) Length of Wall for Uplift =
5
feet
(SW) Length of Wall for Uplift =
5
feet
Wall Thickness =
8
inches
Job: _
Subject:
MVE #210679 R&M STEEL COMPANY
MENDOZAFARM
Corner Footings
(Lines 1 & 6 / Grids A & D)
Page: 6
Date: 05/07/21
By: JVL
Use 2.0 ftz x 12 inch deep footing
reinforced with (3) #4 bars each way.
q = 925 psf OK
Weight of Footing and Soil = 1.23 kips
Weight of Concrete Slab = 0.82 kips
Weight of Foundation Wall & Ftg. = 1.47 kips
Total = 3.53 kips
Factor of Safety = 4.41 > 1.0 OK