HomeMy WebLinkAboutFOUNDATION CALCULATIONS - M19-00137 - Coblentz - 2866 Mendoza Dr - Self Storage FacilityFOUNDATION CALCULATIONS
30'x245' Metal Building
MVE #200186
COBLENTZ - 30x245 MINI STORAGE BUILDINGS
Rexburg, Idaho
Metal Building Supplied By:
REGENCY STORAGE SYSTEMS
7631 Shaffer Parkway, Ste. C
Littleton, CO 80127
Foundation Design by:
10 MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Main, Suite A Brigham City, Utah 84302
Phone (435) 734-9700 • Fox (435) 734-9519
4952
S O MQ
LIAR 0 8 2020
NOTE: THESE FOUNDATION CALCULATIONS ARE TO
BE USED FOR ONLY (2) IDENTICAL BUILDINGS ON THE
SAME JOB SITE. THE PROFESSIONAL ENGINEER'S
CERTIFICATION AND SEAL ARE INVALID FOR ANY
BUILDINGS IN ADDITION TO THE (2) IDENTICAL
BUILDINGS FOR WHICH THESE CALCULATIONS WERE
INTENDED UNLESS CONSENT IS PROVIDED BY THE
PROFESSIONAL ENGINEER IN WRITING.
10 pages of Calculations
MOUNTAIN VIEW Page: 1
ENGINEERING, INC. Job: MVE #200186 REGENCY STORAGE SYSTEMS Date: 03/02/20
345 No. Main, Suite n . Brigham city, Utah W02 Subject: COBLENTZ - 30X245 MINI STORAGE BUILDINGS By: BLC
Phone (435) 734-9700 Fox (435) 734-9519
Building Descr: 30'x245' Metal Building
Location: Rexburg, Idaho
DESIGN CRITERIA:
Ground Snow Load
50
psf
Roof Snow Load
35
psf
Roof Live Load
20
psf
Roof Collateral Load
0.5
psf
Code: 2015 IBC
SDS 0.12 Wind Speed 115 mph
Seismic Design Category D Exposure C
Site Class D Importance Factor 1.0
Other Loads:
Soil Bearing 1500 psf (assumed)
Frost Depth 16 (This foundation has been designed as a frost -protected
shallow foundation unheated structure as per ASCE 32-01).
Notes:
Reactions per REGENCY STORAGE SYSTEMS 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
MOUNTAIN VIEW Page:
ENGINEERING, INC. Job: MVE #200186 REGENCY STORAGE SYSTEMS Date:
345 No. Man, suite A • erlgharn city, Utah W02 Subject: COBLENTZ - 30X245 MINI STORAGE BUILDINGS By:
Phone (435) 734-9700 Fax (435) 734-9519
Description: 30'x245' Metal Building
Location: Rexburg, Idaho
Thickened Slab Sidewall Footings
(Lines 2 - 49 / Grids A & G)
PDIL = 1.20 kips
FH = 0.30 kips Length used for Bearing Calculation = 1.0 ft
Uplift = 0.38 kips
`]
B LC:
Check Soil Bearing Thicken slab to 1.0 ft x 16 inch deep
Allowable Pressure = 1500 psf and continue wall reinforcing through footin .
B req'd = 0.89 ft q = 1200 psf OK
Horizontal Force
Horizontal force is small enough to not require a hairpin.
Design uplift =
0.4
kips
Slab Thickness =
Slab Thickness =
4
inches Weight of Footing =
0.20 kips
(EW) OS Cone. to CL Footing =
3.5
inches Weight of Concrete Slab =
0.70 kips
Length of Wall for Uplift =
2
feet Weight of Foundation Wall =
0.20 kips
Slab Edge Thickness =
12
inches Total =
1.10 kips
Slab Edge Depth =
16
inches
Factor of Safety = 2.9 > 1.0 OK
Thickened Slab Endwall Footings
(Lines 1 & 50 / Grids B, C, D, E, & F)
PDIL = 1.20 kips
FH = 0.00 kips
Length used for Bearing Calculation = 1.0 ft
Uplift = 0.38 kips
Check Soil Bearing
Allowable Pressure = 1500 psf
B req'd = 0.89 ft
Horizontal Force
No horizontal force is present at these locations.
Design uplift =
0.4
kips
Slab Thickness =
4
inches
(EW) OS Cone. to CL Footing =
3.5
inches
Length of Wall for Uplift =
2
feet
Slab Edge Thickness =
12
inches
Slab Edge Depth =
16
inches
Thicken slab to 1.0 ft x 16 inch deep
and continue wall reinforcing through footing.
q = 1200 psf OK
Weight of Footing = 0.20 kips
Weight of Concrete Slab = 0.70 kips
Weight of Foundation Wall = 0.20 kips
Total = 1.10 kips
Factor of Safety = 2.9 > 1.0 OK
MOUNTAIN VIEW
\4�5 ENGINEERING, INC. Job: MVE #200186 REGENCY STORAGE SYSTEMS
345 No. Main, suite n . Brigham city, Utah 84302 Subject: COBLENTZ - 30X245 MINI STORAGE BUILDINGS
Phone (435) 734-9700 Fox (435) 734-9519
Description: 30'x245' Metal Building
Location: Rexburg, Idaho
Thickened Slab Corner Footings
(Lines 1 & 50 / Grids A & G)
PDIL = 0.61 kips
Uplift= 0.18 kips
Check Soil Bearing
Allowable Pressure = 1500 psf
B req'd = 0.64 ft
Uplift
3
Date:
Design uplift =
0.2
kips
Slab Thickness =
4
inches
(EW) OS Conc. to CL Footing =
3.5
inches
(SW) OS Conc. to CL Footing =
3.5
inches
Length of Wall for Uplift =
1
feet
Slab Edge Thickness =
12
inches
Slab Edge Depth =
16
inches
Page:
3
Date:
03/02/20
By:
BLC
Thicken slab to 1.0 ft2 x 16 inch deep
and continue wall reinforcing through footing.
q = 610 psf OK
Weight of Footing = 0.20 kips
Weight of Concrete Slab = 0.70 kips
Weight of Foundation Wall= 0.00 kips
Total= 0.90 kips
Factor of Safety = 5.00 > 1.0 OK
Mountain View Engineering
345 N. Main Street
Brigham City, LIT 84302
Project Title: John Geddis
Engineer: BLC E)
Project ID: 200186
Project Descr:30x245 Mini Storage Buildings
Printed: 2 MAR 2020, 5:49PM
Point Load on Slab
File =11SERVER1Data12020PR-11200001-1\200186-1\200186.ec6
Software copyright ENERCALC, INC. 1983 2019, Build:1219.12.31
KW -06005072 OUN VIEW ENGINEEWNG, INC.
DESCRIPTION: Typical Interior Point Load
Code References
Calculations per IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
Analytical Values
d - Slab Thickness 4.0 in
FS - Req'd Factor of Safety 3,0 : 1
Analysis Formulas
Ks - Soil Modulus of Subgrade Reaction 100.0 pci
Ec - Concrete Elastic Modulus 2,850.0 ksi
f - Concrete Compressive Strength 2,50 ksi
µ - Poisson's Ratio 0.150
Min. Adjacent Load Distance 29,787 in
Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d^2 Min Adjacent Column Distance = 1.5 ([ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ 1/4)
Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus
R1 = 50% plate average dimension = sgrt( PIWid * PILen) /2 d - Slab Thickness
Ec = Concrete elastic modulus u - Poisson's ratio
Fr - Concrete modulus of rupture = 7.5 * sgrt( fc) Ks = Soil modulus of subgrade reaction
d - Slab Thickness
Load & Capacity Table
Plate (in) R1 Applied oncentrated Load on Plate - (kip) Governing Pu Pn
Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip)
nterior Load; 1.50 4.00 1.22( 2.37) D Only 2.4 41.6
L
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