2.2_Structure_(373765)_StructuralCalculations.pdf
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- FA4855-18-R-0013
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Structure Calculations
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LAN ASSOCIATES
Project Name: USAF-JTC-TRS-RSS
LAN Project Number: 2.3737.65
Prepared by: Ronald Panicucci, PE
Date: 10/23/17
Building Code Loads
References: International Building Code 2015
ASCE 7-10
Structural Occupancy: IV Essential Facility
Roof Dead Load: 11 PSF for Panels
8 PSF for Roofing
19 PSF Total
Snow Loads
Ground snow load Pg = 20 PSF
Snow Exposure Factor Ce = 1.0
Thermal Factor Ct = 1.0
Snow Load Importance Factor I = 1.0
Flat Roof Snow Load
Pf = 0.7(Ce)(Ct)(I)(Pg) = 0.7(1.0)(1.0)(1.0)(20) = 14 PSF
Wind Load
Ultimate Wind Speed = 120 MPH
Wind Exposure Category B
Simplified Design Wind Pressure
Ps30 @ 120 MPH wind, h<60 ft, roof angle 00
Zone A = 22.8 PSF
Adjustment Factor for Building Height and Exposure
Mean Roof Height 12 to 15’
Exposure B 𝜆 = 1.0
Assume Kzt = 1.0
Ps = λKzt PS30 = (1.0)(1.0)(22.8) = 22.8 PSF h = 15’ h = 15’
P = 22.8 P=22.8 ℓ = 46’ W = 26’
W = 26’ ℓ = 46’
Vwx = 𝑃 ( ℎ
) ℓ = 22.8 (
) (46) = 7866 = ±7.866 𝐾𝑖𝑝𝑠
Vwy = 𝑃 ( ℎ
) 𝑤 = 22.8 (
) (26) = 4446 = ±4.446 𝐾𝑖𝑝𝑠
Seismic Load
Risk Category II
Site Class D
Ss = 1.32 S1 = 0.52
Spectral Response Coefficients
Sds = 0.881
Sdi = 0.517
Vwx
Vwy
Response Modification Factor R = 2.0
Seismic Design Category – D
Seismic Importance Factor 1.0
46’
26’ h=15’
Plan View
Wall Area: Aw =[46 + 46 + 26 + 26] (15) =2160 SF
Wall Dead Load: DLw = 11 PSF
Building Weight
Roof = (DLR ) (AR) = (19)(1196) = 22.7 Kips
Walls = (DLW )(
Aw
) = (11)(
) = 11.9 Kips
Total: 34.6 Kips
Base Shear = CsԜ = (0.4405)(34.6)
= 15.24 Kips each way
CS = SDS = 0.881 = 0.4405
𝑅
𝐼𝑒
DLR = 19 PSF
AR = 1196 SF
Lateral Load Summary
Service Loads 0.6 W and 0.7 E
VW = (0.6)(7.866)
= 4.72 Kips
VE = (0.7)(15.24)
=10.67 Kips
26’
Short Direction
VW = (0.6)(4.446)
= 2.67 Kips
VE = (0.7)(15.24)
=10.67 Kips
46’
Long Direction
Column & Wall Reactions
Column Reactions
Snow = 14 PSF
Roof = 8 PSF
Panel = 11 PSF
4” Steel Tube Column
26’ Columns or walls max spacing at 10’
Column Reactions
Dead = (
) (26)(19)(10) = 2470 𝑙𝑏𝑠
Snow = (
) (26)(14)(10) = 1820 𝑙𝑏𝑠
Total = 4290 lbs
15’ Wall Panels
Wall Reactions
Wall Panels = 11 PSF 46’
Roof Panels = 19 PSF
10.67K
4’ Trib. Roof Panel (1/2 of End Bay) 10.67K
Plan View
Typical Panel (Long Side)
V = 10,670/46/2 walls = 116 #/ft
PDL = (2)(11)(15) = 330# 2’
T= C = (116)(15) = 1740#
TNET = (0.6)(DL) + WOREQ
= [(1740)(2)-(0.6)(330)(1)] /2
= 1641 lbs 15’
V=116 #/ft TNET=1641 lbs
V = 116 #/ft
T = 1641# C
Fasten Panels for 116 #/ft shear and 1641# uplift at each edge
PDL
Column & Wall Reactions
Typical Panel (Short Side)
Wall Length 26’
Less 6’ for double door
= 20’ total full height
2’
V =10,670/20/2 walls = 267#/ft Roof
(4)(19 PSF)
PDL = (76)(2) +(2)(11)(15) = 482# = 76#
T = C = (267 #/ft)(15) = 4005# 15’
Net Tension
TNET = [(4005)(2)-(0.6)(482)(1)]/2 V = 267 #/ft
= 3860.4#
V = 267 #/ft TNET = 3860.4 #
T = 3860.4# C
Fasten Panels for 267 #/ft shear and 3860.4# uplift at each edge
PDL
Anchoring Details
#12 Screw in 16 GA Steel:
VALLOW = 500#
3/8” Tapcon:
VALLOW = 1665#
TALLOW = 1315#
Loads 267 #/ft shear and 3860# uplift at each edge
(1) #12 screw at center
(4) #12 screws each end
End of Wall
++ + ++ ++ + ++ ++ + ++ Inside and Outside Angles
Shear
267 #/ft
3/8” Tapcon embed 3”
2 at each side, 1 at center
Pattern shown for inside and outside of panels
Tension
Screws: (3860#/500#) = (8) screws 4 Per face each side
Tapcons: (3860#/1315#) = (3) anchors 2 each side
Shear
Screws: (267#/ft/500#) = (1) screw/ft.
Tapcons: (267#/1665#) = (1) Tapcon/ft.
16 GA
Steel
Tension 3860#
Foundation Calculations
Edge Beam with Column Reactions PDL = 2470 lbs
PLL = 1820 lbs b = 12” dm = 14”
1’-6”
#4 Continuous
AS = .02
3’-0” Min. 3” clear
12”
Section Elevation
Soil Bearing
((PDL + PLL)/Area) = ((2470+1820)/((3’)(1’)) = 1430 lbs/ft2
Minimum soil bearing capacity = 1500 PSF
1500 PSF > 1430 PSF OK
Footing Flexure
Ultimate Soil Bearing 1’-6” 1’-6”
= (1.2 DL + 1.6 LL)/Footing Length
=((1.2)(2.47k)+(1.6)(1.82K))/3 = 1.96 = 2 Kips/ft
Mu = (W(1.5’)(1.5’))/2 = ((2 K/ft)(1.5’)(1.5’))/2 = 2.25 K·ft Wu = 2 Kips/ft ϕMN = ϕASFY(d-(a/2) = (.9)(0.2)(60)(14-(0.34/2)) a = (ASFY)/((.85)(FC)(b))
= 149 K·in. = 12.5 Kip·ft = ((0.2)(60))/((.85)(3.5)(12))
= 0.34 ϕMN = 12.5 Kip·ft > MO = 2.25 Kip·ft OK
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