HomeMy WebLinkAboutEngineering CalcsFederal Steel
Svstems
August 14,2024
Federal Steel Systems
7505 East Harvard Avenue
Denver, CO 80231
Re: Job No.: 12939-35139
Gilberto Montanez
826 County Road 237
stit, co 81652
Garfield
WRF 40'-0 W x 80'-0 L x 12'-0 EH Roof Slope 3.00:12
To whom it may concern:
ln our professional opinion, the above referenced buildings have been designed to sustain no
less than the requested design loads as listed on the order documents, applied per the
2018 lnternational Building Gode specifically as follows:
$
N
Risk Category
Dead Load
Collateral Load
Roof Live Load
Rainfall lntensity
Ground Snow Load
ll - Normal
2.00 psf
2.00 psf
20.00 psf
4.00 in/hr
40.00 psf
(Misc.)
Reducible: No
S-year return period S-minute duration
(Case Study Area, ground snow load provided
by Building End User)
lmportance Factor l. = 1.00 Exposure =1 .000
Thermal Factor Ct = 1.00 Slope Factor C" = 1.00
Exposure = C
Design Spectral Response, Sos = 0.3558
Design Spectral Response, Sor = 0.1253
Site Class = d-default
Design Base Shear, V = 6.16 kips (Lateral)
= 6.Q2 kips (Long)
\
s'
sRoof Snow Load 40.00 psf
Wind Speed V,x (3-sec gust) 105 mph
Wind Speed V""a 81 mph
Serviceability Wind Speed 76 mph
lnternal Pressure Coefficient t0.18
Wind design is based on an Enclosed building. All building envelope accessories (windows,
doors, etc.) not provided by the metal building fabricator must be designed to sustain no less
than the same wind criteria as the building.
For components, cladding, and MWFRS, deflections involving wind are based on 10-year
serviceability wind pressures.
Seismic lmportance Factor le = 1.0000
Spectral Response Acceleratioh, S" = 0.3514
Spectral Response Acceleration, Sr = 0.0783
Seismic Design Category = 6
Seismic Response Coefficient, C" = 0.1187
Page 1 of 2
MOUNTAIN VIEW
ENGINEERING, INC.
Page: 6
Date: 11113124
345 No. Moln, Sutt€ A . Brlghom Clty, Utoh 84J02
Phone (4J5) 734-9700 . Fox (455) 7J4-9s19
Job: MVE#24.1193 FEDERAL STEEL SYSTEMS
Subjcct GILBERTO MONTANEZ By: JPD
Concrete Column Analysis (ACl 3181
For X-Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing
Input
f.'= 2500
fr= 60
d'= 2.175
b- t2
[= 8
0 = 0.65
Loadine
Pr* = 0.2
Mr* = 1.4
Vu, = 2.1
Column Geometrv
Bar Size = {
# of Bars b Face 3
# of Bars h Face 3
Total# of Bars
Tie Size =
pst
ksi
in
in
in
kips
kip-ft
kips
8
3
L b
l-
Placement of Reinforcement Steel
di A"t
Edge Layer (d1) 5.63 0.60
lnterior Layer (d2) 4.00 0.40
lnterior Layer (d3) 0.00 0.00
Edge Layer (da) 2.38 0.60
X-AXIS INTERACTION DIAGRAM
di
IY:
Tvpical Member Section
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
THEREFORE, USE (8) # 4
VERTICAL BARS IN COIUMN.
X
-\
Shear Desisn $V. = 5.0667 +V,12 = 2.5334
Vu<OVc/2
Vertical spacing of ties shall not exceed the least of:
16 x (longitudal bar diameters) = 8.00 in
48 x (tie bar diameter) = 18.00 in
Least dimension of column = 8.00 in
:
I
:
I
I
?
to
o
o
o
o
o
o
o
250
200
150
. r.... Limits of lnteraction Diagram
ts Design Loads
Max. Allowable Axial Load (k)
e.100
Esoo-+
0
-50
-100
-150
0 5 10 15 20
QMnx (k-ft)
usE # 3 TIES AT 8.00 TNCHES ON CENTER WITH (3) tN THE TOp F|VE TNCHES OF ptER.
MOUNTAIN VIEW
ENGINEERING, INC.
Weiqhts
Weight of Pier =
Weight of SoilAbove Footing =
Weight of Spot Footing =
Weight of ContinuoLrs Wall =
Weight of Continuous Ftg. =
Weight of Slab 4 inches thick =
Use Passive Res. to Resist Moment?
Job: MVE#24-1193 FEDERAL STEEL SYSTEMS
Subject:GILBERTO MONTANEZ
Page: 5
Date:
By:
11113124
JPDJ45 No, Moln, Sults A . Brlghom Clty, Utoh 8€02
Phone (+35) 734-9700 . Fox (+55) 73/+-9s19
Endwall Footinqs
(Line1/GridsB&E)
Po*L= Akip*
Fn = _Akipt
Uplift = 0.0 kips
Use 2.5 ft. x 2.5 ft. x 12 inch deep footino
Horizontaf Force Use rebar hairpins fo resisf horizontal force.
TopofPiertoCenterofHairpin- 8 in Lreq'd= 0.8 ft-reinf.slab(6x6W1.4xW1.4min.)
Tensile Strength of Rebar = 24 ksi L req'd - 1.3 ft - unreinforced slab
Area Required = 0.031 in^2 Use # 4 hairpin w/ 4 foot legs.
0.25
0.71
0.94
0.00
0.00
0.95
NO
kips
kips
kips
kips
kips
kips
Passive Soil Resistance
Wall Length for Passive Res. =
Ftg. Width for Passive Res. =
Passive Earth Pressure =
Passive Res. (Spot Footing) =
Passive Res. (Wall& Pier) =
Passive Res. (Cont. Ftg.) =
Total Passive Resistance =
Allowable Bearing Pressure =
Top of Wall to Grade =
OS Conc. to CL A.R. =
Pier Width =
Pier Depth (wall included) --
Pier Height =
WallThickness =
Wall Height =
Footing Width =
Footing Depth =
1
2.5
200
125
0.20
0.00
1.45
ft
ft
psf/ft
kips
kips
kips
kips
1500 psf
6in
4in
12 in
8in
30 in
Bin
36 in
16 in
Bin
Offset footing 0 inches
Check Soil Bearinq
Moment Arm = 0.6667 ft
P (total) = 1.288 kiPs
Overturning Moment = Q.8667 kip*ft
OTM Eccentricity = 8.1 inches
FootingOffset- 0 inches
Offset Resisting Moment = - 0.00 kip*ft
Passive Resisting Moment = - 0.00 kip*ft
Net Eccentricity = 8.1 inches
8/6 = 5 inches PARTIAL BEARING
X = 3(B/2 - e) = 1.73 ft
Bearing Pressure, q (max.) =
Uplift
595 psf OK
Weight of Footing and Pier = 1.19 kips Wall Length used for Uplift =
Weight of Soil & Slab Above Footing = 1.65 kips Cont. Ftg. Length for Uplift =
Weight of Cont. Wall & Footing = 0.00 kips
Total = 2.84 kips Factor of Safety =
Check Footino Flexure (Reinforcino in Direction of Horizontal Forcel
1
2.5
N/A > 1.0 0K
ft
ft
9 (min') =
OS Footing Edge from Wall =
Q (at face of wall) =
Moment in Footing (Mu, ULT) =
As (req'd by calc.) =
Opposite Direction Rei nforci nq
Min. Steel Ratio = 0.0018
As per ACIT.12
Check Footing Shear
Shear in Footing (Vu, ULT) =
Required Thickness =
0 psf
0.917 ft
377 psf
0.57 k*ft
0.015 in^2
Rebar d'=
Rebar d =
Rebar fy =
Concrete fc =
ACl7.12 As (min) =
Use (4)
and use
3.5 in
8.5 in
60000 psi
2500 psi
0.648 in^2
Options
4 #4bars
3 #5 bars2 #6 bars
Options
4 #4 bars
3 #5 bars
2 #6 bars
#4 bars in direction of horizontal force
(4\#4 bars in the oooosite direction
1.25 kips
4.06 in
For Pier Design*See pier calculation
on page 6.
Nu=
Mu=
Vu=
0 kips1 kip"ft
2 kipsOK
MOUNTAIN VIEW
ENGINEERING, ING.
345 No, Moln. Sulte A . Brighom City, Utoh 84502
Phone (435) 754-9700 . Fox (+35) 7J4-9519
Job: MVE#24-'1193 FEDERAL STEEL SYSTEMS
Page'. 4
Date: 11113124
Subject: GILBERTO MONTANEZ ey, .lPO
Concrete Column Analysis (ACl 318)
For X-Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing
lnput
f.'= 2500
fu= 60
d'= 2.375
[= L2
h- I
0 = 0.65
Loading
Pu* = 12.3
Mu" = 1.3
Vr, = 1.9
Column Geometrv
Bar Size = !
# of Bars b Face 2
# of Bars h Face 2
Total# of Bars
Tie Size =
pst
ksi
in
in
in Placement of Reinforcement Steel
di A"
Edge Layer (d1) 5.63 0.40
lnterior Layer (d2) 0.00 0.00
lnterior Layer (du) 0.00 O.OO
Edge Layer (do) 2.3B 0.40
X.AXIS INTERACTION DIAG RAIVI
4 -l
3 l-
di
IY;
fypical Member Section
DESIGN LOADS FATL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
THEREFORE, USE (4) # 4
VERTICAT BARS IN COLUMN.
Db 'l
X h
kips
kip-ft
kips /
Shear Desisn $V. = 5.3873 +V,12 = 2.6937
VucQVc/2
Vertical spacing of ties shall not exceed the least of:
16 x (longitudal bar diameters) = 8.00 in
48 x (tie bar diameter) = 18.00 in
Least dimension of column = 8.00 in
t
?
o
o
o
o
o
o
o
o
200
...... Limitsof lnteraction Diagram
E Design Loads
Max. Allowable Axial Load (k)
1s0
100
J
xc50o-e
0
-50
-100
0 5 10 15
$Mnx (k-ft)
-... -=.il.;.:
USE # 3 TIES AT 8.OO INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
MOUNTAIN VIEW
ENGINEERING, INC.Job: MVE#24-1193 FEDERAL STEEL SYSTEMS
Subject GILBERTO MONTANEZ
Endwall Footlnqs
(Line6/GridsD&C)
Page:
Date:
By:
3
11t13124
JPD345 No Moln, Suite A . Brighm Ciiy, Utoh 84J02
Phone (435) 73+-9700 . Fox (4J5) 7Jl+-9519
PD*L =
l-H -
UPlift =
7.7
1.2
2.5
Use 2.5 ft. x 2.5 ft. x 12 inch deep footinq
Horizontal Force Use rebar hairpins fo resisf horizontalforce.
TopofPiertoCenterofHairpin= $ in Lreq'd= 0.8 ft-reinf.slab(6x6W1.4xW1.4min.)
Terrsile Strerrgth of Rebar = 14 ksi L req'd = 1.2 ft - unreinforced slab
Area Required = 0.029 in^2 Use # 4 hairpin w/ 4 foot legs.
kips
kips
kips
Weiqhts
Weight of Pier =
Weight of SoilAbove Footing =
Weight of Spot Footing =
Weight of Continuous Wall =
Weight of Continuous Ftg. =
Weight of Slab 4 inches thick =
Use Passive Res. to Resist Moment?
Check Soil Bearinq
Moment Arm =
P (total) =
Overturning Moment =
OTM Eccentricity =
Footing Offset =
Offset Resisting Moment =
Passive Resisting Moment =
Net Eccentricity =
8/6= 5 inchesOK
Bearing Pressure, g (max.1=
Uplift
Weight of Footing and Pier =
Weight of Soil & Slab Above Footing =
Weight of Cont. Wall & Footing =
Total=
Min. Steel Ratio = 0,0018
As per ACl7.12
0.6667 ft
7.700 kips
0.8 kip*ft
'1.2 inches
0 inches
0.00 kip.ft
0.00 kip.ft
1.2 inches
1.1 I kips
1.65 kips
0.00 kips
2.84 kips
0.25
0.7'l
0.94
0.00
0.00
0.95
NO
kips
kips
kips
kips
kips
kips
1
2.5
200
1.25
0.20
0.00
1.45
1500
6
4
12
I
30
B
36
16
8
ft
ft
psf/ft
kips
kips
kips
kips
psf
in
in
in
in
in
in
in
in
in
Passive Soil Resistance
Wall Length for Passive Res. =
Ftg. Width for Passive Res. =
Passive Earth Pressure =
Passive Res, (Spot Footing; =
Passive Res. (Wall & Pier) =
Passive Res. (Cont. Ftg,)=
Total Passive Resistance =
Allowable Bearing Pressure =
Top of Wall to Grade =
OS Conc. to CL A.R. =
Pier Width =
Pier Depth (wall included) =
Pier Height =
WallThickness =
Wall Height =
Footing Width =
Footing Depth =
Wall Length used for Uplift =
Cont. Ftg. Length for Uplift =
Factor of Safety =
3.5 in
8.5 in
60000 psi
2500 psi
0.648 in^2
1539 psf Glose Enough Offset tooting 0 inche$
1 ft
ft2.5
1-14 > 1.0 0K
Gheck Footinq Flexure (Reinforcinq in Direction of Horizontal Force)
q (min') = 925 PSf Rebar d'=
OS Footing Edge from Wall = 0.917 ft Rebar d =
q (at face of wall) = 1314 psf Rebar fy =
Moment in Footing (Mu, ULT) = 2.15 k*ft Concrete fc =
As (req'd bycalc.) = 0.056 in^2 ACl7.12 As (min)=
Opposite Direction Reinforcinq Options
4 #4 bars
3 #5 bars
2 #6 bars
#4 bars in direction of horizontal force
Options
4 #4 bars
3 #5 bars2 #6 bars
Use (4)
and use (4)#4 bars in the opoosite direction.
Gheck Footinq Shear
Shear in Footing (Vu, ULT) =
Required Thickness =
kips
in
For Pier Desiqn*See pier calculation
on page 4.
Nu=
Mu=
Vu=
12 kips1 kip*ft
2 kips
4.70
5.59 OK
MOUNTAIN VIEW
ENGINEERING, INC.
PD*L = 17.0 kips
Fp = 7.6 kips
Uplift = 3.3 kips
Gheck Soil Bearinq
Allowable Pressure = 1500 psf
B req'd = 3.37 ft
Horizontal Force
Use rebar hairpins to resist horizontalforce.
As req'd = 0.18 in2
L req'd = 4,8 ft - reinf. slab (6x6 W1.4xW1.4 min.)
L req'd = 7.6 ft - unreinforced slab
Uplift
Design uplift = 3.3 kips
SlabThickness= 4 inches
Depth to top of Ftg. = 30 inches
OS Conc. to CL Footing = 13.3 inches
Length of Wall for Uplift = 5 feet
WallThickness = 8 inches
Job: MVE#24-1193 FEDERAL STEEL SYSTEMS
Page: 2
Date: 11113124
Use 3.5 ft2 x 12 inch deep footing
reinforced with (5) #4 bars each way
q - 1388 psf OK
Use# 4 hairpinW 6 foo
345 No, Moln, Suite A . Brlghom City, Utoh 8u{302
Phone (435) 734-9700 . Fox (435) 73,F9s19
Subject: GILBERTO MONTANEZ By: JPD
Sidewall Footinqs
(Lines2-5 lGridsA&F)
Weight of Footing and Soil =
Weight of Concrete Slab =
Weight of Foundation Wall& Ftg. =
Total =
4.49
1.82
0.98
kips
kips
kips
kips7.30
Factor of Safety = 2.21 > 1.0 OK
Sidewall Gorner Footinqs
(Line1/GridsA&F)
Po*L= 11.1 kips
F6 = 2.7 kips
Uplift = 2.4 kips
Check Soil Bearinq
Allowable Pressure = 1500 psf
B req'd = 2.72 ft
Horizontal Force
Horizontal forces will be resisted by the foundation walls adjacent to the column
Uplift
Use 3.0 ft2 x
reinforced with
12 inch deep footing
(4) #4 bars each way
q - 1233 psf OK
Design uPlift =
Slab Thickness =
DePth to top of Ftg. =
(EW) OS Conc. to CL Footing =
(SW) OS Conc. to CL Footing =
(SW) Length of Wallfor Uplift =
(EW) Length of Wallfor Uplift =
WallThickness =
2.4 kips
4 inches
30 inches
14.0 inches
13.3 inches
5 feet
5 feet
8 inches
Weight of Footing and Soil = 3.09 kips
Weight of Concrete Slab = 1.07 kips
Weight of Foundation Wall & Ftg. = 1.56 kips
Total = 5.72 kips
Factor of Safety = 2.38 > 1.0 OK
MOUNTAIN VIEW
ENGINEERING, INC.Job: MVE#24-1193 FEDERAL STEEL SYSTEMS
Subject: GILBERTO MONTANEZ
Page: 1
Dale: 11113124
By: JPD345 No. Moin, Sulte A . Brlghom City, Utoh 84302
Phone (435) 75+-9700 . Fox (4Js) 7J4-9s19
DESIGN CRITERIA:
Ground Snow Load
Roof Snow Load
Roof Live Load
Roof Collateral Load
Gode 2018 rBC
Sos
Seismic Design Category
Site Class
Other Loads
Soil Bearing
Frost Depth
40 psf
40 psf
20 psf
2 psf
psf (assumed)
inches
0.356
c
D
Wind Speed 105 mph
Exposure C
lmportance Factor 1.0
1 500
36
Notes
Reactions per FEDERAL STEEL SYSTEMS drawings
Concrete and Rei nforcement:
Concrete Strength
3000 P.S.l. for Foundations
3500 P.S.l. for Slabs
2500 P.S.l. Used for design, no special inspection required
Rebar - ASTM 4615 grade 60
FO UN DATION CALCU LATIONS
40'x80'Metal Building
MVE #24-1193
GILBERTO MONTANEZ
Silt, Colorado
Metal Building Supplied By:
FEDERAL STEEL SYSTEMS
23 lnverness Way E, Suite 100
Englewood, CO 80112
Foundation Design by:
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Moin, Suite A . Brighom City, Utoh I'802
Phone (4J5) 73+-9700 . Fsx (4Js) 7J4-9s19
NOV 13 2024
7 pages of Calculations
K+nnffi,mil:d-*
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
No.20-7-190
SOIL TYPE
Sandy ClayJ.J16,000
Weathered Siltstone
Weathered Siltstone
Sandy Clay
Weathered Siltstone
(o/"1
EXFANSION
4.8
-0.7
ATTERBERG LIIIITS
LIQUID LIMIT
GRADATIONSAMPLE LOCATION
DEPTHBORING
EXPANSION
PRESSURE
PERCENT
PASSING NO.
200 SIEVE
NATURAL
DRY
DENSlTY
NATURAL
MOISTURE
CONTEI'IT
Pt-ASTTC
IXDEX
SAND
("/"1
GRAVEL
(%)
30,000
NONE
123
132
113
130
1t7
7.3
4.5
6.2
5.3
6.3
2y,
5
01
5
01
1
z