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Home My WebLink AboutP_Atkinson CalcsZeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE CS2018 Ver 2018.11.30 www.struware.com STRUCTURAL CALCULATIONS FOR Michael Atkinson Renton, Washington SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 100COVER PAGE A100TITLE SHEET NO.TOP VIEW A102POST LAYOUT VIEW A103SECTION 1-1 A200NOTESDETAILS A301DETAILS A302DETAILS A303PERSPECTIVE VIEW A101FRAME: blackLOUVERS: ADOBESYSTEM: 8" BEAMS & 5.5" GUTTERSELEVATION: ROOFSHEET INDEXpresented byStruXure WashingtonprojectMichael Atkinsonaddress3401 Lake WashingtonBlvd N Renton, WA 98056contract no.2109513STRUXURE INC.154 ETHAN ALLEN Drivedahlonega, ga 30533DETAILS A300DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THEU.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORYFOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPENPOSITION, WITH THE LOUVER BLADES VERTICAL THESTRUCTURE SHALL ALSO NOT BE WALKED UPON AND IS NOTDESIGNED FOR HUMAN ACTIVITY OR STORAGE.SECTION a-a A201DETAILS A304DETAILS A305BEAM LAYOUT VIEW A104GUTTER LAYOUT VIEW A105FAN & LIGHTS LAYOUT VIEW A106DETAILS A306DETAILS A307 SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 101ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6LEGENDN.T.S.PERSPECTIVEVIEW A12B1SCALE:1/2" = 1'-0"TOP VIEWA201A-AA201A-AA2001-1A2001-1HOST STRUCTURE(WALL ATTACHMENT)144"252"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 102ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6TOP VIEW1/2" = 1'-0" 1SCALE: 1/2" = 1'-0"POST LAYOUT VIEWA12BHOST STRUCTURE(WALL ATTACHMENT)244"248"136"140"COLUMN 8" x 8"x 3/16"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 103ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6POST LAYOUTVIEW1/2" = 1'-0" 1SCALE: 1/2" = 1'-0"BEAM LAYOUT VIEWA12BHOST STRUCTURE(WALL ATTACHMENT)SINGLEPERIMETERBEAM 2" x 8" x 18"CORNER BEAMCONNECTORCORNER BEAMCONNECTORSINGLEPERIMETERBEAM 2" x 8" x 18"CORNER BEAMCONNECTORCORNER BEAMCONNECTORSINGLE PERIMETERBEAM 2" x 8" x 18"SINGLE PERIMETERBEAM 2" x 8" x 18"DOUBLE PERIMETERBEAM (2) 2" x 8" x 18"DOUBLE PERIMETERBEAM (2) 2" x 8" x 18"248"138"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 104ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6BEAM LAYOUTVIEW1/2" = 1'-0" 1SCALE: 1/2" = 1'-0"GUTTER LAYOUT VIEWA12BHOST STRUCTURE(WALL ATTACHMENT)5 12" GUTTERCORNER GUTTERCORNER GUTTERCORNER GUTTERCORNER GUTTER5 12" GUTTER5 12" GUTTER5 12" GUTTER5 12" GUTTER5 12" GUTTER71"79"8"71"8"127"FAN BEAM 8" x 2" x 18"FAN BEAM 8" x 2" x 18"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 105ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6GUTTERLAYOUT VIEW1/2" = 1'-0" 1SCALE: 1/2" = 1'-0"FAN & LIGHTS LAYOUT VIEWA12BHOST STRUCTURE(WALL ATTACHMENT)LED LIGHT (Non Struxure Product)SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 106ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6FAN & LIGHTSLAYOUT VIEW1/2" = 1'-0" AB88"SINGLEPERIMETERBEAM 2" x 8" x 18"5 12" GUTTERLOUVERSINGLEPERIMETERBEAM 2" x 8" x 18"5 12" GUTTER244"HOST STRUCTURE(WALL ATTACHMENT)COLUMN 8" x 8" x 3/16"1SCALE: 1/2" = 1'-0"SECTION 1-1NOTE:[SRVWVDOODWWDFKHGWRWKHWRSRID732'(&.YLD)XQFWLRQDO3RVW%DVH%UDFNHWSHUSRVW252"248"FAN BEAM 8" x 2" x 18"FAN BEAM 8" x 2" x 18"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 200ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6SECTION 1-11/2" = 1'-0" 12HOST STRUCTURE(WALL ATTACHMENT)1SCALE: 1/2" = 1'-0"SECTION A-ANOTE:[SRVWVDOODWWDFKHGWRWKHWRSRID732'(&.YLD)XQFWLRQDO3RVW%DVH%UDFNHWSHUSRVW144"88"136"COLUMN 8" x 8" x 3/16"DOUBLE PERIMETERBEAM (2) 2" x 8" x 18"5 12" GUTTERLOUVERSSINGLE PERIMETERBEAM 2" x 8" x 18"5 12" GUTTER138"FAN BEAM 8" x 2" x 18"11GUTTER"1GUTTER5GUTTE2GUTTRFANBAM82"1FANBEAM8x2x8COLUMN8x8x3/6C555O11LLLGGGUUGGMUUUMMNTTTNNTTEEE88EERRRxx88FF"AAxxAANN33NN/BB//BBEE66AA"AAMM88xx22xx85"""GGGUUUUUTTTTTTTEEERRHOOD & SCREEN - BY OTHERSSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 201ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6SECTION A-A1/2" = 1'-0" LOUVERS DETAILSIDE VIEWISOMETRIC OUT-SIDE VIEWISOMETRIC IN-SIDE VIEWPIVOT BAR CAPTRACK BARBEAMPIVOT BARPIVOT PINLOUVERBEAMLOUVERTRACK BAR PINPUSH NUTTRACK BARBEAM TRACK PIN5/16" DIA. S.S. W/ 1/2"ENGAGEMENT MIN.PIVOT BARLOUVERPUSH NUTTRACK BAR PINTRACK BAR#10 SS TEKSCREW @ 6" O.CPIVOT BAR CAP6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.12"12"12"12"6"1.866"0.065"SCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 300ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS GUTTER CORNER ASSEMBLYISOMETRIC VIEWCORNER BEAM CONNECTIONBEAMBEAM5.5" GUTTER5.5" GUTTERGUTTER CORNERTOP VIEWSIDE VIEWBEAMBEAM5.5" GUTTERGUTTER CORNERCORNER BEAMCONNECTION5.5" GUTTER#14 TEK SCREW (2-PLACES)CORNER BEAMCONNECTIONGUTTER CORNERBEAMBEAM5.5"3"(4) #14 TEK SCREWS(2) #14 TEK SCREWS(2) #14 TEK SCREWS6"6"1"#14 TEK SCREW 1"DOWN FROM TOP OFGUTTER EVERY 12"5.5" GUTTERBEAM1-7/8"LAPJOINT1-7/8" LAP JOINTNOTE:THE GUTTER CORNER ASSEMBLYIS INSTALLED FIRST, FOLLOWEDBY THE GUTTER LAPPING OVERTHE GUTTER CORNERSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 301ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS CORNER BEAMCONNECTIONPERIMETER BEAM(8) #14 TEK SCREWSTYPICAL CORNER ASSEMBLYCORNER BEAM CONNECTION(8) #14 TEK SCREWS THROUGHBEAM INTO CORNER BEAMCONNECTION EACH SIDEBEAMTOP VIEW(8) #14 TEK SCREWS THROUGH BEAM INTOCORNER BEAM CONNECTION EACH SIDEBEAMBEAMSIDE VIEWCORNER BEAM CONNECTION- EXTRUDED WITH CAPSBEAMSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 302ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS CORNER BEAMCONNECTION(8) #14 DIA. TEK SCREWSTYPICAL CORNER ASSEMBLYDOUBLE PERIMETER BEAM TO BEAMBEAM 2BEAM 1PERIMETER BEAMU-PROFLETOP VIEW(8) #14 TEK SCREWS THROUGHBEAM INTO CORNER BEAMCONNECTION EACH SIDEBEAMDOUBLE BEAMU CHANNEL2”x1 ¾”x2”x0.125”(8) #14 TEK SCREWSTHROUGH BEAM INTOCORNER BEAMCONNECTION EACH SIDECORNER BEAM CONNECTIONBEAMDOUBLE BEAMSIDE VIEWCORNER BEAM CONNECTION- EXTRUDED WITH CAPSSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 303ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS [3] #14 x 1" TEK SCREWSTHRU POST INTO CHANNELEA. SIDE8" x 8" x 0.1875" POSTPERIMETER BEAM [2] 2"x8"LOWER BEAM AND CHANNEL INTO POST[6] #14 x 1" TEK SCREWS THRUCHANNEL INTO EACH BEAM7 3/4" x 2" x 0.125 x 7 3/4" CHANNELPOSTCHANNELPERIMETER BEAM [2] 2"x8"DOUBLE BEAM TO 8X8 POST CONNECTION#14 TEK SCREWSBOTH SIDE#14 TEK SCREWSSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 304ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS 8X8 POST MOUNTING TO DECK BOARDST TTTTTTTTTTTTTTTT T T T T T T T T T T T T T T T TTTTTTTTTTTTTTTT T T T T T T T T T T T T T T T TTTTTTTTTTTTTTTT T T T T T T T T T T T T T T T TTTTTTTTTTTTTTTT T T T T T T T T T T T T T T T T T T TT T T T T TT T TT T T T T T T T T T T T T T T T TT T T T T TT T TT T T T T T T T T T T TTT T T T T T T T T T T T T T TTT T T T T TT T T TT T T T T T T T T T T T T T T T TTT T T T T TT FRONT VIEWSIDE VIEW8"X8"X0.1875"ALUM. POSTDECK BOARDS8"X8"X0.1875"ALUM. POSTDECK BOARDS2"X8" TREATEDBLOCKINGVERTICAL2"X8" TREATEDBLOCKINGVERTICAL2"X10" TREATEDJOISTS2"X10" TREATEDJOISTSBEAMBEAM[4]516" X 4"GRK FASTENERS[2]516" X 4"GRK FASTENERSPER BLOCK[4]516" X 4"GRK FASTENERSFUNCTIONAL POSTBASE BRACKETFUNCTIONAL POSTBASE BRACKETSCALESHEET NO.drawn bydatedescriptioni&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS732%<27+(56732%<27+(56A 30501/16/24MichaelAtkinson3401 Lake WashingtonBlvd N Renton, WA 98056 FOR CONCRETE ATTACHMENT:[2] 1/4" DIAM. ITW STAINLESS STEEL TAPCON INTO WALL W/ 3" EMBEDMENT AND3" EDGE DISTANCE, SPACED 12" O.C. STAGGEREDFOR WOOD ATTACHMENT:[2] 1/4" DIAM. S.S. WOOD LAG SCREWS INTO WALL W/ 3" THREAD ENGAGEMENTAND 3/4" MINIMUM EDGE DISTANCE, SPACED 16" O.C. STAGGEREDFOR HOLLOW CMU ATTACHMENT:[2] 1/4" DIAM. S.S. HILTI KWIK-CON II+ INTO BLOCK FACE W/ 1-3/4" EMBEDMENTAND 3" MINIMUM EDGE DISTANCE, SPACED 12" O.C. STAGGEREDALUMINUM BEAMPER PLAN9/16" HOLEDRILLED FORSCREWINSTALLATION1"1"16"32" O.C.32" O.C.9/16" HOLE DRILLED FORSCREW INSTALLATIONTYPICAL 16" O.C. STUDS1"1"32" O.C.32" O.C.16"16"16"BEAM TO HOST STRUCTURE CONNECTIONEXISTING HOST STRUCTURE SHALL BE EITHER3000 PSI POURED CONCRETE, ORASTM90 HOLLOW / GROUT-FILLED CMU OR#2 SYP WOOD (G=0.55)AS VERIFIED BY OTHERS3" MIN.EMBED.TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN)HOST STRUCTUREGUTTERPERIMETER BEAMSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 306ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS FAN BEAM CONNECTIONBEAMGUTTERU CHANNEL2”x1 ¾”x2”x0.125”7" IN LENGTH(4) #14 X 1" TEKSCREWS THRUINSERT INTOGUTTER(4) #14 X 1" TEKSCREWS THRUBEAM INTOINSERT EA. SIDEACCESSORYBEAMBEAM INSERTBEAMGUTTERSCALESHEET NO.drawn bydatedescription3401 Lake WashingtonBlvd N Renton, WA 98056MichaelAtkinson01/16/24i&s154 ETHAN ALLEN DR.DAHLONEGA, GA 30533(800) 303-5248A 307ALUMINUM TYPE:LOUVERS 6063-T5ALL OTHER COMPONENTS 6063-T6N.T.S.DETAILS Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group = R Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: 5RRIDQJOHș0.00 / 12 0.0 deg Building length (L) 21.0 ft Least width (B) 7.3 ft Mean Roof Ht (h) 9.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A International Building Code 2018 Residential Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd)0.85 Kh case 1 0.701 Kh case 2 0.575 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 =0.000 x/Lh = 0.31 K2 =0.792 z/Lh = 0.09 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 9.0 ft If building h/B>4 then may be flexible and should be investigated. B = 7.3 ft h/B = 1.23 /z (0.6h) = 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure Ɲ 0.33 34 QF\Ș1) =0.0 Hz Ɛ 320 ft 'DPSLQJUDWLRȕ 0zmin =30 ft /b = 0.45 c = 0.30 Į 0.25gQ, gv =3.4 Vz = 70.9 Lz =310.0 ft N1 =0.00 Q = 0.95 Rn =0.000 Iz =0.30 Rh =28.282 Ș 0.000 h = 9.0 ft G = 0.90 use G = 0.85 RB =28.282 Ș 0.000 RL =28.282 Ș 0.000 gR =0.000 R = 0.000 Gf = 0.000 Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. $R$J Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf $R$RLNO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf $RL$JLYES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: $R$RL Ao > smaller of 4' or 0.01 Ag $RL$JL Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant = 0.00256 Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE :LQG/RDGV2SHQ%XLOGLQJVK/Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 0.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.57 Base pressure (qh) =15.1 psf Roof pressures - Wind Normal to Ridge Procedure not allowed h/L is greater than 1.0 Cnw Cnl Cn = 1.20 0.30 p = 15.4 psf 3.9 psf Cn = -1.10 -0.10 p = -14.1 psf -1.3 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. 5RRISUHVVXUHV:LQG3DUDOOHOWR5LGJHڜ GHJ h = 9.0 ft K !KK > 2h 2h = 18.0 ft Cn = -0.80 -0.60 -0.30 p = -10.3 psf -7.7 psf -3.9 psf Cn = 0.80 0.50 0.30 p = 10.3 psf 6.4 psf 3.9 psf Fascia Panels -Horizontal pressures qp = 15.1 psf Windward fascia: 22.7 psf (GCpn = +1.5) Leeward fascia: -15.1 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.70 a = 3.0 ft a2 =9.0 sf Base pressure (qh) =18.4 psf 4a2 =36.0 sf G = 0.85 positive negative positive negative positive negative 2.40 -3.30 1.80 -1.70 1.20 -1.10 1.80 -1.70 1.80 -1.70 1.20 -1.10 1.20 -1.10 1.20 -1.10 1.20 -1.10 37.6 psf -51.7 psf 28.2 psf -26.7 psf 18.8 psf -17.2 psf 28.2 psf -26.7 psf 28.2 psf -26.7 psf 18.8 psf -17.2 psf 18.8 psf -17.2 psf 18.8 psf -17.2 psf 18.8 psf -17.2 psf Wind pressure zone 3 zone 2 !VI > 36 sf VI !VI > 36 sf Clear Wind Flow CN zone 1 Clear Wind Flow Effective Wind Area VI A B Horizontal Distance from Windward EdgeWind Flow Load Case A B Load Case Wind Flow Clear Wind Flow ڜ GHJ Wind Direction Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Location of Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Snow Loads :ASCE 7- 16 Nominal Snow Forces Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 7.3 ft Roof length parallel to ridge (L) = 21.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 21.0 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 21.0 psf Near ground level surface balanced snow load = 25.0 psf Rain on Snow Surcharge Angle 0.15 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 21.0 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load =21.0 psf Windward Snow Drifts 1 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd =1.00 ft hc = -1.22 ft hc/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc)=0.00 ft Drift width w = -9.74 ft Surcharge load: SG Ȗ KG 0.0 psf Balanced Snow load: =21.0 psf 21.0 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd =1.00 ft hc = -1.22 ft hc/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc)=0.00 ft Drift width w = -9.74 ft Surcharge load: SG Ȗ KG 0.0 psf Balanced Snow load: =21.0 psf 21.0 psf Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Seismic Loads:IBC 2018 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class :D - code default Ss (0.2 sec) = 143.80 %g S1 (1.0 sec) = 49.00 %g Fa = 1.200 Sms = 1.726 SDS =1.150 Design Category = D Fv = 1.810 Sm1 = 0.887 SD1 =0.591 Design Category = D Seismic Design Category =D 5HGXQGDQF\&RHIILFLHQWȡ 1.30 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Timber frames System Structural Height Limit: 35 ft Actual Structural Height (hn) = 9.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.5 2YHU6WUHQJWK)DFWRUȍR 1.5 Deflection Amplification Factor (Cd) = 1.5 SDS =1.150 SD1 =0.591 Seismic Load Effect (E) =(K(Y ȡ4E +/- 0.2SDS D = 1.3Qe +/- 0.230D Special Seismic Load Effect (Em) =(PK(Y ȍR4E +/- 0.2SDS D = 1.5Qe +/- 0.230D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThn x = 0.104 sec x= 0.75 Tmax = CuTa = 0.145 User calculated fundamental period (T) = sec Use T = 0.104 Long Period Transition Period (TL) =ASCE7 map =6 Seismic response coef. (Cs) =SDSI/R =0.767 need not exceed Cs =Sd1 I /RT =3.793 but not less than Cs = 0.044SdsI = 0.051 USE Cs = 0.767 Design Base Shear V = 0.767W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures $OORZDEOHVWRU\GULIWǻD 0.020hsx where hsx is the story height below level x QE = horizontal seismic force Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Design Loads:Aluminium Louvers:6063-T5 Fy =16,000 psi D = 10 psf E = 10,100,000 psi Lr = 0 psf Aluminum Structural:6063-T6 S = 0 psf Fy =25,000 psi W = 15.4 psf -14.1 psf E = 10,100,000 psi EQ = 1181 lbs Load Combinations: n = 1 D+Lr = 10.0 psf b = 24 in D+S = 10.0 psf I = 0.03125 D+0.6W = 1.5 psf D+0.75Lr+0.45W = 3.6 psf D+0.75S+0.45W = 16.9 psf 0.6D+0.6W= 15.3 psf Louver: L = 12.00 ft Fy = 2208 psi OK Trib Width = 0.50 ft Limit = 2.400 in L/60 Mmax = 152.51 ft-lb D = 0.576 in OK Vmax = 50.84 lb . I = 0.68 in4 Section = Louver y =0.93 in S = 0.731 in3 Fan Beam L = 12.00 ft Fy = 5554 psi OK Trib Width = 1.00 ft Limit = 1.646 in L/20 Mmax = 150.00 ft-lb D = 0.247 in OK Vmax = 50.00 lb I = 1.87 in4 Section = 8x2x.125 tube y =1.000 in S = 1.870 in3 Support Beam L = 20.33 ft Fy = 8371 psi OK Trib Width = 6.00 ft Limit = 1.394 in L/175 Mmax = 3678.19 ft-lb D = 0.350 in OK Vmax = 723.58 lb I = 34.8 in4 Section = (2) 8x2x.125 tube y = 4 in S = 8.7 in3 Zeyn B. Uzman, PE, SE, PEng JOB TITLE Michael Atkinson 305 Charleston Greene Malvern, PA 19355 JOB NO.WA0044Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Column 6x6x1/8 Height = 7.33 ft Trib Width = 10.17 ft Trib Depth = 6 ft Defl Limit = L/170 = 0.52 in DL = 1 psf WL = 0 psf wtotal =10 psf EQ = 98 lbs End Rxn's = 37 lbs Moment = 68 ft-lb = 820 in-lb Provided OK? Sx >= 0.020 in3 5.63 in3 OK Ix >= 0.087 in4 16.90 in4 OK Axial Force = 1447 lb Moment Mx =505 lb-ft Moment My =505 lb-ft k = 1 Fex =132637 psi Lx =7.333333333 ft O =27 Ly =7.333333333 ft Fcy =35000 psi rx =3.21 in Bc =35272 ry =3.21 in Dc =208 kL/rx =27 Cc =69 kL/ry =27 O1 =1 O2 =69 Limit State = INELASTIC BUCKLING Fc =27857.41104 psi Ag =2.9 in2 Pnc =48961.51031 lb Fb =9697 psi Sxc =5.63 in^3 Mnx =4549 lb-ft Syc =5.63 in^3 Mny =4549 lb-ft Interaction 0.252 <= 1 OK