HomeMy WebLinkAboutFOUNDATION CALCS - 23-00830 - Red Spud Storage - Bldg 61FOUNDATION CALCULATIONS
(2) Metal Buildings at Same Site
IVIVE #23-1318
RED SPUD STORAGE (BUILDING 58 & 61)
Rexburg, Idaho
Metal Building Supplied By:
BUILDING OUTLET CORP. �5\ONAs F c,
7631 Shaffer Parkway, Ste. A �
Littleton, CO 80127
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Foundation Design by: DEC 21 2023
INMOUNTAIN VIEW
ENGINEERING, INC.
345 No. Main, Suite A Brigham City, Utah M02
Phone (435) 734-9700 Fax (435) 734-9519
7 pages of Calculations
MOUNTAIN VIEW
ENGINEERING, INC. Job:
345 No. Main, Suite A Brigham City, Utah 84302 Subject:
Phone (435) 734-9700 Fax (435) 734-9519
Page: 1
MVE #23-1318 BUILDING OUTLET CORP. Date: 12/21/23
RED SPUD STORAGE (BUILDING 58 & 61) By: BLC
DESIGN CRITERIA:
Roof Snow Load 50.4 psf
Roof Live Load 20 psf
Roof Collateral Load 0.5 psf
Code: 2018 IBC
SoS 0.425
Seismic Design Category D
Site Class D
Other Loads:
Soil Bearing 1500 psf (assumed)
Frost Depth 36 inches
Wind Speed 115 mph
Exposure C
Importance Factor 1.0
Notes:
Reactions per BUILDING OUTLET CORP. 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: 2
ENGINEERING, INC. Job: MVE #23-1318 BUILDING OUTLET CORP. Date: 12/21/23
345 No. Moln, Suite A Brigham city, Utah 84302 Subject: RED SPUD STORAGE (BUILDING 58 & 61) By: BLC
Phone (435) 734-9700 Fox (435) 734-9519
Buildina 58 (45x130
Sidewall Footings
(Lines 1 - 151 Grids A & K)
PDIL = 1.57 kips
FH = 0.01 kips Length used for Bearing Calculation = 2.0 ft
Uplift = 0.21 kips
Check Soil Bearing 1.33 ft x 8 inch deep
Allowable Pressure = 1500 psf Reinforced with (2) #4 continuous bars.
B req'd = 1.02 ft q = 590 psf OK
Horizontal Force
Horizontal force is small enough to not require a hairpin.
Uplift
Design uplift =
0.2
kips
Slab Thickness =
4
inches
Weight of Footing =
0.18 kips
OS Conc. to CL Footing =
4
inches
Weight of Concrete Slab =
1.28 kips
Length of Wall for Uplift =
2
feet
Weight of Foundation Wall =
0.17 kips
Slab Edge Thickness =
8
inches
Total =
1.63 kips
Slab Edge Depth =
30
inches
Factor of Safety = 7.7 > 1.0 OK
Endwall Footinas
(Lines 1 & 151 Grids B - J)
PDIL = 0.79 kips
FH = 0.01 kips Length used for Bearing Calculation = 2.0 ft
Uplift = 0.10 kips
Check Soil Bearing 1.33 ft x 8 inch deep
Allowable Pressure = 1500 psf Reinforced with (2) #4 continuous bars.
B req'd = 0.73 ft q = 296 psf OK
Horizontal Force
Horizontal force is small enough to not require a hairpin.
Uplift
Design uplift =
0.1
kips
Slab Thickness =
4
inches
Weight of Footing =
0.18 kips
OS Conc. to CL Footing =
4
inches
Weight of Concrete Slab =
1.28 kips
Length of Wall for Uplift =
2
feet
Weight of Foundation Wall =
0.17 kips
Slab Edge Thickness =
8
inches
Total =
1.63 kips
Slab Edge Depth =
30
inches
Factor of Safety = 16.3 > 1.0 OK
MOUNTAIN VIEW
ENGINEERING, INC.
345 No. Maln, Suite A Brigham City, Utah 84302
Phone (435) 734-9700 Fox (435) 734-9519
Building 61 (45x210)
PDIL =
1.56 kips
FH =
0.01 kips
Uplift =
0.22 kips
Check Soil Bearing
Allowable Pressure = 1500 psf
B req'd = 1.02 ft
Page: 3
Job: MVE #23-1318 BUILDING OUTLET CORP. Date: 12/21/23
Subject: RED SPUD STORAGE (BUILDING 58 & 61) By BLC
Sidewall Footings
(Lines 1 - 22 / Grids A & K)
Length used for Bearing Calculation = 2.0 ft
Horizontal Force
Horizontal force is small enough to not require a hairpin
Uplift
Design uplift =
0.2
kips
Slab Thickness =
4
inches
OS Conc. to CL Footing =
4
inches
Length of Wall for Uplift =
2
feet
Slab Edge Thickness =
8
inches
Slab Edge Depth =
30
inches
1.33 ft x 8 inch deep
Reinforced with (2) #4 continuous bars.
q = 586 psf OK
Weight of Footing = 0.18 kips
Weight of Concrete Slab = 1.28 kips
Weight of Foundation Wall = 0.17 kips
Total = 1.63 kips
Factor of Safety = 7.4 > 1.0 OK
Endwall Footings
(Lines 1 & 22 / Grids B - J)
PDIL = 1.56 kips
FH = 0.23 kips Length used for Bearing Calculation = 2.0 ft
Uplift = 0.23 kips
Check Soil Bearing 1.33 ft x 8 inch deep
Allowable Pressure = 1500 psf Reinforced with (2) #4 continuous bars.
B req'd = 1.02 ft q = 585 psf OK
Horizontal Force
Horizontal force is small enough to not require a hairpin
Design uplift =
0.2
kips
Slab Thickness =
4
inches
OS Conc. to CL Footing =
4
inches
Length of Wall for Uplift =
2
feet
Slab Edge Thickness =
8
inches
Slab Edge Depth =
30
inches
Weight of Footing = 0.18 kips
Weight of Concrete Slab = 1.28 kips
Weight of Foundation Wall = 0.17 kips
Total = 1.63 kips
Factor of Safety = 7.1 > 1.0 OK
Project Title: Red Spud Storage �)
MOUNTAIN VIEW Engineer: BLC y
ENGINEERING INC. Project 23-1318
� De Project scr: Buildings 58 & 61
345 No. Main, Suite A Brigham City, Utah 84302
Phone (435) 734-9700 Fox (435) 734-9519
Point Load on Slab
LIC# KW-06014791. 8uild'20.23.08 W UNTAIN VIEW ENGIWER
DESCRIPTION: Interior Column Point Load on Slab (Worst Case)
Code References
Calculations per IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2021
Analytical Values
d - Slab Thickness 4.0 in Ks - Soil Modulus Of Subgrade Reac
FS - Req'd Factor of Safety 3.0 : 1 Ec - Concrete Elastic Modulus
fc - Concrete Compressive Strength
µ - Poisson's Ratio
Min. Adjacent Load Distance
Analysis Formulas
Project File: 23-1318.ec6
(6) ENERCALC INC 1983-2023
100.0 pci
2,850.0 ksi
2.50 ksi
0.150
29.787 in
Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d' Min Adjacent Column Distance =1.5 * ([ Ec d A 3 / (12 * ( 1- u^2) Ks ] ^
Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus
R1 = 50% plate average dimension = sgrt( PIWid " PILe 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) R1AppNe&Concentrated Load on Plate - pj Governing Pu Pn
Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check
erior Colul 3.50 1.50 1.15 3.10 D Only 3.1 41.3 Pass, FS=13.32 — 3
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