HomeMy WebLinkAboutFoundation Design CalculationsFO UN DATION CALCU LATIONS
26'x25'Metal Building
MVE #24-0852
PHIL ENSIGN
Glenwood Springs, Golorado
Metal Building Supplied By:
GREAT WESTERN BUILDINGS
3033 S. Parker Rd 12 Floor
Aurora, CO 80014
Foundation Design by:
MOUNTAIN VIEW
ENGINEERING, INC.
345 No, Moln, Sult6 A . Brlghom Clty, Utoh 84J02
phone (.+35) 734-9700 . rox (+ss) 734-9519
AUG 09 2024
3 pages of Calculations
MOUNTAIN VIEW
ENGINEERING, INC.
Page: 3
Date: 08109124Job: MVE #24-0852 GREAT WESTERN BUILDINGS
PHIL ENSIGN345 Nd Moln, Sulte A . Bdghom City, Utoh 84302
Fhons (4J5) 73{-9700 . Fox (+55) 7tr4-9519
Subject
Wind Golumn Footinqs
(Linesl&3/GridsB&C)
PorL = 0.1
FH = 1.1
kips
kips Length used for Bearing Calculation = 1.0 ft
Check Soil Bearinq
Allowable Pressure = 2000 psf
B req'd = 0.22 fl
Horizontal Force
Use rebar hairpins to resist horizontal force.
As req'd = 0.03 in2
L req'd = 0.7 ft - reinf. slab (6x6 W1.4xW1.4 min.)
L req'd = 1.1 ft - unreinforced slab
By:JPD
Use 16 in. x 8 in. deep cont. footing
reinforced with (2\ #4 bars continuous
q= 75 PSf OK
Use # 4 hairpin w/ 4 foot legs.
MOUNTAIN VIEW
ENGINEERING, INC.
545 No Moln, Suite A . Brighom City, Utoh 84J02
Phona (+J5) 754-9700 . Fox (43s) 734-9s19
Job: MVE #24-0852 GREAT WESTERN BUILDINGS
Subject:PHIL ENSIGN
Sidewall Footinqs
(Line2/GridsA&D)
Page:
Date:
By:
2
08109124
JPD
Pont =.9kiP"
F6 = 4.5 kips
Uplift = 2.8 kips
Check Soil Bearinq
Allowable Pressure = 2000 psf
B req'd = 3.08 ft
Horizontal Force
Use rebar hairpins to resist horizontal force.
As req'd = 0.11 in2
L req'd = 2.8 ft - reinf. slab (6x6 W1.4xW1.4 min.)
L req'd = 4.5 ft - unreinforced slab
Uplift
Design uPlift =
Slab Thickness =
DePth to toP of Ftg. =
OS Conc. to CL Footing =
Length of Wallfor Uplift =
WallThickness =
Design uplift =
Slab Thickness =
DePth to toP of Ftg. =
(EW) OS Conc. to CL Footing =
(SW) OS Conc. to CL Footing =
(SW) Length of Wall for Uplift =
(EW) Length of Wall for Uplift =
Wall Thickness =
Sidewall Gorner Footinqs
(Linesl&3/GridsA&D)
Pp*; = 8.9 kips
F6 = 1.9 kips
Uplift = 1.8 kips
Gheck Soil Bearinq
Allowable Pressure = 2000 psf
B req'd = 2.11 fl
Horizontal Force
Horizontalforces will be resisted by the foundation walls adjacent to the column.
Uplift
Use 3.5 ft2 x 12 inch deep footing
reinforced with 6\ #4 bars each way.
q = 1551 psf OK
Use # 4 hairpin w/ 6 foot legs
Weight of Footing and Soil = 5.00 kips
Weight of Concrete Slab = 1.99 kiPs
Weight of Foundation Wall & Ftg. = 1 .13 kips
Total = 8j2 kips
Factor of Safety = 2.90 > 1.0 OK
Use 2.5 ft2 x 12 inch deep footing
reinforced with (4\ #4 bars each way.
q = 1424 psf OK
2.8 kips
5 inches
36 inches
6.0 inches
5 feet
8 inches
1.8 kips
5 inches
36 inches
6.0 inches
4.0 inches
5 feet
5 feet
8 inches
Weight of Footing and Soil = 216 kips
Weight of Concrete Slab = 0.84 kiPs
Weight of Foundation Wall & Ftg. = 2.60 kips
Total= 5.60 kips
Factor of Safety = 3.11 > 1.0 OK
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Mdln, Sult€ A . Brlghom Cliy, Utoh 84302
Phono (+J5) 734-9700 . Fox (455) 734-9519
Job: MVE #24-0852 GREAT WESTERN BUILDINGS
Page: 1
Date: 08109124
Subject: PHIL ENSIGN BY: JPD
DESIGN CRITERIA:
Ground Snow Load
Roof Snow Load
Frame Live Load
Roof Collateral Load
Gode 2015 tBC
Sos
Seismic Design Category
Site Class
Other Loads:
Soil Bearing
Frost Depth
110
75
20
0.434
c
D
2000 psf (per Geotech Report)
42 inches
Wind Speed 115 mPh
Exposure C
lmportance Factor 1.0
psf
psf
psf
psf5
Notes:
Reactions per GREAT WESTERN BUILDINGS drawings.
The foundation has been designed, and the site soils should be prepared for the foundation,
in accordance with the recommendations in the geotechnical investigation report by:
Daniel E. Hardin, P.E. of Hepworth - Pawlak Geotechnical, Inc.
5020 County Road 152, Glenwood Springs, Colorado
Phone: (970) 945-7988 Job No. 114 5428
Concrete and Reinforcement:
Concrete Strength