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N�toaFE Aa�ciN►�ac PROJECT NO.• MN05355B-18V0 ENGINEER: LKN - TITLE• LOADING CALCULATIONS CHECKED: HML • DATE: 2/14/2018 ML DESCRIPTION:• DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 8 31�IBC -Wind. Snow, Seismic & Dead Loads on Glass 2404.1 Vertical Glass Poly Glass Thickness PGT:= 8-mm 5/16" Plate Length (in.) PL:= 96.00-in Wind pressure on wall Pswall:= ppwl + (-ppw2) + Pinter Plate Width (in.) PW:= 48.00-in Fgw := 0.60max�IpcladdWl ,Pswall/Fgw = 26.107 ps Wind load on glass NFL := 42.00•psf Non Factored Load ( 3-sec duration ) - from ASTM load chart GTFv:= 0.9 Glass Type Factor LSV:= 1.13 Load Share Factor LRV:= NFLV•GTFV*LSV Load resistance of glass per ASTM E 1300 Fga:= LRS Fgw = 26.107•ps < Fga= 42.714•psf Wall Glass is OK! IBC -Sloped Glazing and Skylights 2404.2 Sloped Glass/ Framing Poly Glass Thickness tg:= 10-mm 10mm = 3/8" Wind pressure on Glass Span (Purlin Spacing) Span:= 24.0•i PcladdR= -68.376•ps components and cladding @ Building Corners/ Edges Outward wind force on glass Wo :_ -Pprl + Pinter Wo = 27.039•psf Inward wind force on glass W' := Pinter Wi = 5.594•psf Snow Loads on glass Sg:= max(Pg,LLrf) Sg= 50.000•psf Glass Dead Load D := 8.00•tg•psf D = 3.150•psf in Fg1 := 0.6-Wo - 0.61) Fg1 = 14.334•psf Eq. 24-2 Fg2:= 0.6•Wi + D + 0.5•Sg Fg2 = 31.506•psf Eq. 24-3 Fg3 :_ (0.60)•0.5•Wi + D + Sg Fg3 = 54.828•psf Eq. 24-4 Fs:= D + Sg Fs= 53.15•psf Eq. 24-5 Fgcc := I0.60pcladdR+ DI Fgcc = 37.876•psf For components & cladding Fg:= max(Fgl,Fg2,Fg3,Fs1Fgcc) Max. roof load Fg= 54.828•ps NFLS:= 65.00•psf Non-Factored Load ( 3-sec duration ) - from ASTM load chart GTFS:= 0.90 Glass Type Factor LSS:= 1.13 Load Share Factor LRS := NFLS•GTFS•LSS Load resistance of glass per ASTM E 1300 Fg= 54.828•ps < LRS = 66.105•psf Roof Glazing is OK! MN05355B-18V0-IBC-12_Loading.)uncd