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HomeMy WebLinkAboutMiscellaneous APPLICANT 5/26/2009 '.' , '" . . -,'" ..fl",a~. PROFESSIONAL ENGINEERS LAND SURVEYORS BUILDING DESIGNERS BDB N. NINTH STREET COTTAGE GROVE. OR 91424 PHONE (541)942-0126 FAX (541)942-7935 EMAll: geomax@geomax.us REVlsED .S......g/'"tt-rrAL Job # 1-182 April 10,2009. for W.A. Stevens Construction Project Address: 1815 E. Main St. Springfield, OR. .97477 . Kit and Karen Chan FaIlli1Y; LLC . ENGINEERING CALCULATIONS AND DESIGN REQUIREMENTS for a COLD FORMED STEEL STORAGE BUILDING 22 sheets, including cov~. j RECEIVED MAY 2 6 2009 By: t!Cr7C State of Oregon Structural Specialty Code, 2007 Edition Roof (Snow) . 25 psf Floor (Live) Office - 50 psf, Storage - 250 psf . . Dead . .actual Wind 80 mph, Exp. B (OSSC '98 Prov.) . , . Seismic S, =: 0.639, SD,=0.549, Site Class D Soil Bearing 1000 psf, assumed Code: Loads: SCOPE OF SERVICE DISCLAIMER The scope of service of this project was limited by the client to analysis of gravity, seismic and wind loads and the design of foundation, framing and lateral force resisting elements for cold foimed steel framed self-storage units. No other analyses, studies., investigations or surveys, including but not limited to those of a geo-technical, environmental, site topography, property encumbrance, wetland presence, endangered species presence or cultm"al/historic nature were. authorized by the Client and none were undertaken. ~ t., , . . Geomax, Ine 806 N. Ninth St Cottage Grove, OR 97424 541.942.0126 GRAVITY LOADS CHAN STORAGE BLDG. SPRINGFIELD, OR Page _ of Project 1-182 4/10/2009 30 FT SPAN PURLINS A. Basic Conditions, DL=Actual, SL=25 psf, Span = 29"9", Purlins @ 5' OC ASSUME 1200XXCS300-97 SECTION . Unit Conversion Factors . . Sheathing Dead Load Purlin Dead Load Insulation Dead Load Duct Dead Load (support at 10' OC) k := IOOQ.1bf . DL, := .95.psf DLp := 6.467.p1f .. 5.ft L psf. D j:= .25.-;-.1.5'10 . .' 6' ft2 I 'm'n' DLd:= .2..62'psf.10.ft 144.in ~Lp = i.293'psf DLj = 0.375'psf DLd = 9.739.lbf . . DL = 2.243'psf Dead Load (no insulation or ducts) DL := DL, + DLp Snow Load SL := 25.psf . Live Load LL := o. psi" Wind Load (upward) WL:= -7.2'psf Seismic Load (vertical component) Full Beam Span Purlin Spacing E, := O.psf Lo := 30.ft - 3.in Sp:= 5.ft . B. Load Combinations, (OSSC 2007, 1605.3.2) Comb 16-7 Comb. 16-8 Comb. 16-9a Comb. 16-1Oa Comb.16-IOb Comb 16,11 Comb. 16-12 C7 := DL CR:= DL+LL _ C9a:= DL+ LL+ SL CWa:= DL+.WL+LL+SL CWb:= DL+.7.E,+LL+SL . ClI := .6.DL + WL C12 :=..6.DL+.7.Es C7 = 2.243.psf CR = 2.243.psf C9a.= 27.243.psf CWa = 20.043'psf CWb= 27.243'psf . CII = -5.854.psf C12 = 1.346.psf. Controlling Uniform Load C. Maximum Moment, Simple Span w';' 27.243'psf , Required Moment Resistance w:= max( C7,CR,C9a,ClOa,ClOb,Cll ,CIZ) 2 w. Sp' Lo M:=' 8 M = 180840.838.in.lbf Unity Check of Moment Allowable Moment, 1200XXCS300-97 M, := 178941.in.lbf M Urn:=- Ma Urn = 1.011 RECEIVED OK D. Maximum Shear, Single Span Max Shear at supports Lo X,:=w,sP'z MAY 26 2009 v = 2026.228.lbf IBy: 4(,~ rdr V:\Projects\2008\1182\Design\\1-182-gravity.xmcd ~ Geomax, Inc 806 N. Ninth St Cottage Grove, OR 97424 . 541.942.0126 . . . GRAVITY LOADS CHAN STORAGE BLDG. SPRINGFIELD, OR Page' of Project 1-182 4/10/2009 F. Maximum Deflection, Simple Span 1200XXCS300797 Elf. Mom ofInertia (from EffSection Properties) lex := 38.334.in4 Modulus of Elasticity E := 29. 106 psi . 4 5.wSp.Lo Cl. := 384. E- lex Lo - = 165.306 .Cl. DL+ SL Maximum Deflection Cl. = 2.16.in Span/Deflection Ratio (Ll120 min) OK SL Span/Deflection Ratio (L/180 min) .. 4 . 5.SL.Sp.Lo A:= 384. E'lex L . o .. - = 180.14 Cl. Cl.= 1.982.in Maximum Deflection OK G. Shear Connection at 30' Purlin Connection Data Beam Reaction k:=V R '" 2026.228.lbf Safety Factor for Conn. . Thickness ofColunn Web (20 gal Tensile Strength of Col. Diameter of Screw (#12) n..:= 3.0 tl := .0346.in Ful := 45.ksi d := .210.in Thickness of Beam Web (12 gal t2:= .1017.in Terisile Strength of Beam Fu2 := 67.ksi (F,=45 forFy=33 ksi, F,~67 for Fy=50 ksi) Design . DeterI1].ine nominal shear strength per screw lesser of: For t.2/tl < I lowest of P.ns ( 3).5 Pnsl := 4.2. t2.d .Fu2. Pns2:= 2.HI.d.Ful Pnsl = 4.182.k Pns2 ;, 0.883.k RECEIVED Pns3 := 2.7.t2.d.Fu2 Pns3 = 3.863:k MAY 26 2009 For t,/tl? 2.5 lowest ofP'.ns BY:/JC7- P'ns2 := 2.7.tl.d.Ful P'ns2 = 0.883.k P'ns3 := 2.H2.d.Fu2 P'ns3 = 3.863. k t2 - = 2.939 tl . For t,/tl between I and 2.5 interpolate lowest ofP" and P'" Except P' ns2 is lowes.t iin both cases' . Pns := P'ns2 Pn, = 0.883.k Check Screw Shear Strength, 1.25Pns>V.us y uss := 1960.lbf test := if( 1.2?Pns < VUSS) "OK", liNG") test = "OK" V :\Projects\2008\I I 82IDesigri\\I-1 82-gravity.xmcd 2 rdr Geomax, IDe 80.6 N. Ninth St Cottage Grove, OR 97424 541.942.0.126 . . GRAVIty LOADS CHAN STORAGE BLDG. SPRINGFIELD, OR Page_of_ Project 1-182 4/20./20.0.9 Design Screw Strength Pns Pds :~ - nc R Ns:=- 2Pds Pds ~ 294.273.lbf Determine number of screws required in Double Shear Ns ~ 3.443 USE MINIMUM 4 EA. #12 SCREWS AT PURLIN/COLUMN CONNECTIONS SIDE DOOR HEADER DESIGN 12'-0" Span Header Header Section Prooerties (Single 600CS 18) Safety Factor, Screw Conn Loading Criteria WI :~ l.54.plf 6 : 2 A:~ 0..2 9-m M.v:~ 15523.in.lbf f!w,:~ 3.0 Moment oflnertia (in') Section Modulus (in') Modulus of Elasticity (in4) .4 Ix :~ 2.357.m _ 3 Sx :~ D.786.m 0.6 . .Jj,,:~ 29. I . pSI Unit Weigth (pit) Area (in') Max. Allowable Moment (ft-Ib) Header Span (ft) Tributary Width (ft) L:ive Load (pst) Dead Load (pst) Unit Load (pit) k:~ 12.D.ft Width :~ 2.5.ft ~:~ 25.psf DL ~ 2.243.psf JI.:~ (SL+DL).Width+wI w ~ 69.649.plf Check Moment and Deflection Allowable Moment (ft-Ib) Ma ~ 15523.in.lbf Actual Moment (ft-Ib) using . two member- hearder Unity Check 2 wL M.:~8- M ~ 15D44.D8.in.lbf M - ~ 0..969 Ma OKAY Allowable Deflection (in) L fl. -~- ,. 240. fl., ~ 0..6. in RECEIVED w 4 5.-.L 2 Actual Deflection (in) A.- with double header .- 384.E.lx _ Bv: Use 1 EA 600CS18 Header for all 12' Door Headers Parallel to 1'uiliDS fl. ~ D.238.in rJJfY 26 2009 '{l~ V :\Projects\2DD8\I 182\Design\\I-182-gravity.xmcd 3 rdr . Geomax, Ine 806 N. Ninth St Cottage Grove, OR 97424 541.942.0126 . GRAVITY LOADS CHAN STORAGE BLDG. . . SPRINGFIELD,. OR . Page of Project 1-182 4/1 0/2009 PULLOUT OF ROOFING IN 12 ga PURLIN Thickness of Roofing Sh~ 26ga. (in) Thickness of 12ga Purlin (in) Purlin uliimate strength (ksi) . Purlin yield Strength (ksl) Roofing ultiniate strength (ksi) Diameter of Screw (#12) Diameter of Screw Head (in) Spacing of Purl in (ft) . M.-:= 0.020.in t2 := O.IOITin ~:"65.ksi Fy2 :=50.ksi Lw.:= 80.ksi .<1.:= 1l.210.in d..:=2.in w 16 Sp = 5ft Spacing of Screw (in) . Ss := 12.in Nominal Pullover resistance Pnov := 1.5.t1.( dw.Ful) Nominal Pullout Resistance Pnot:= .85.t2.d.Fu2 COMPUTE WIND PRES SUES Exposure Coelf. Stagnation Pressure Pressure Caeff. Importance Factor Max Wind Uplift AreaS of Discontinuity Zone 1 Roof Wind Loading (lb) Pullover Unity Check Pullout Unity Check Max Wind Uplift not in area of Discontinuity Zone 2 Roof Wind Loading (lb) Pullover Unity Check Pullout Unity Check P~ov = 1.05.k . Pnot = 1.18.k 'Ce := .67 . q, := 16.4'psf Cq::" -2.3 Iw:= 1.0 PI := Ce'Cq'qs.lw . Pzl := PI.Sp'Ss Oc'Pzl - = -0.361 Pnov PI = -25.272-psf Pzl = -126.362.1bf Okav' Okay nc,pzl - = -0.321 Pnot Cqf := -1.3 P2 :=Ce,Cqf:qs.lw P2 .= -14.284'psf Pz2 :=, P2.Sp'Ss Pz2 = -71.422.1bf ne' Pz2 - = -0.204 . Pnov \ RECCjVED USE CAMCAR TEXTRON #12-14 SELF TAPPING SCREW (aJ 12 in. O.c. Zone land Zone 2 MAY 26 2009 . . V:\Projects\2008\I182\Design\\I-182-gravity.xmcd' .4 By: [dr. LJc:C . . GRAVITY LOADS CHAN STORAGE BLDG. SPRINGFIELD, OR Geomax, IDe 806N. Ninth St Cottage Grove, OR 97424 541.942.0126 . Bearing Capacity of Slab Below Walls Supporting 30' Purlins Slab Thickness (in) Conctete Strength (psi) Live Load (psf) Roof Dead Load (psf) . Wall Dead Load (plf) Wall Thickness (in) Purlin Spacing (ft) Tributary Width (ft) Bearing Capacity of Soil (psf) Beari;'g Width !sla~ :~ 8.0. ~ fc :~ 2500.psi SL ~ 25.psf' DLroof :,; DL DLwall :~ 16.plf twall ':~ '3.5.in Lpurlin :~ 5. ft ~::"30.ft 'Bsoil :~ 1500'psf b :~ !slab + lwall Live Load (#) k:~ SL. Width. Lpurlin Dead Load (#) D :~ DLroof" Width. Lp~lin + DLwatI' b Loading (#) . P :~ L + D Ultimate Loading (#) Pu :~ l.7.L + lAD p Lbearing := ----:-- Bsoirb Min. Bearing Length Req. Unity check, min. bearing length must be less than purlin spacing Factored Soil Pressure . Pi. )".-- ,- Lbearing , )" ~ 2406.759.plf PUNCHING SHEAR AT COLUMN Ratio oflong to short side of reaction area Studs back to. back totaI3.5x3.5 . twall+!slab f3c:~ , twall+ !slab Perimeter length (in) , bo :~ 4.( twall + !slab) '. Cone Strength fc :~ 2500.psi . (4 8)' . Ibf.5 Nomina.l shear available two- Vdp :~ <!>VP' - + -:-- ..[fc.bo'!slab.I.---;-- wayachon ACI318-02,22-1 3 3 f3c m . . V :\Projects\2008\1 I 82lDesign\ \1,1 82-gravity.xmcd 5 Page of Project 1-182 . 4/10/2009 DLroof ~ 2.243.psf . b ~ IL5.in' L ~ 3750.lbf D ~ 351.843.lbf P ~ 4.102.k 'Pu ~ 6.868.k Lbeariug ~ 2.853.ft' Lbearing . ----.,. ~ 0.571 Lpurlin Okav f3c~ I bo~46.in RECEIVED <!>vp :~ .55 Strength Reduction factor, Plain/AA'{c~t/j 2009 V dp ~ 404tiy: tl( X- rdr . Geomax, Ine 806 N. Ninth St Cottage Grove, OR 97424 541.942.0126 . GRAVITY LOADS CHAN STORAGE BLDG. SPRINGFIELD,' OR Unity Check BEAM SHEAR IN SLAB Design Shear b"; 11.5.in , Vdb :=:ct>vp~.,;r;;'b'lslab'{PSi , Unity Check BENDING iN SLAB Section Modulus (in^3) 2' (b)'lslab ~:= 6 , Ibf.5 Mn':= 5.[f:,.S.I.---;- m Moment Capacity of Unreinforced Concrete (in-lbl) ACI 22-2 ' Beriding in Slab (ft-#) . ( , . ')2 , Pu Lbearing -lwall , M,,'=-, . Lb=ing, 2.4 ' Unity Check Pu ' -=0.17 Vdp Okay Page of. Project 1,182 4/10/2009 Okay 20 FT SP ANPURLINS A. Basic Conditions, DL=Actual, SL=25 psf, Span = 20', Purlins @ 5' DC ASSUME 1000XCSI4 " " D d'L d( . I' d) -, 3.636'plf' - ea oa no msu abon or ucts !/!;.,:= DLs + 5.ft DL = 1.677'psf Snow Load SL = 25. psf Live Load y,.:=0 . -2 _I WL=-231.653Ib.s .ft , Wind Load (downward). Seismic Load (vertical component) . Full Beam Span Purlin Spacing Es = 0, Lo2 := 20.ft - 3.in Sp = 5ft V db = 3373.333.lbf >-S'(Lbearing - b) = 0.6;6 Okay 2,Vdb - S = 122.667.in3 Mn = 30666.667.in.lbf Mu = 23692.491.in.lbf Mu' - = 0.773 Mn LL = O'psf , RECEIVED B. Load Combinations, (DSSC 2007, 1605.3.2) , MAY 26 2009 V :lProjects\20081I I 82\Design\ II -I 82-gravity.xmcd 6 By: 1J0- rdr . . Geomax, Ine 806N. Ninth St Cottage Grove, OR 97424 541.942.0126 GRAVITY LOADS CHAN STORAGE BLDG. SPRINGFIELD, OR Comb 16-7 Comb. 16-8 Comb. 16~9a Comb. 16-10a Comb. 16-10b ,Comb .16,-11 Comb. 16-12 .C:1..:=DL , .Cs.:= DL+LL .CJla.:= DL+LL+ SL .ClC;;.:= DL+ WL+LL+ SL .ClOb.:= DL+ .7.E,+LL+ SL .Cll,,:= .6. DL + WL ~:= .6.DL+'.7.Es C. Maximum Moment, Simple Span Controlling Uniform Load :tJ.:= max( C7,C8 ',C9a,ClOa,ClOb,Cll ,C12) , 2 . w- Sp' Lo2 , , Required Moment Resistance M..:= 8 Allowable Moment, 1000XCS14 M..,:= 86136.in.lbf Unity Check of Moment M J.k..'- - .- Ma D. Maximum Shear; Single Span Lo2 Max Shear at supports' V := w.S .- .- ~2 F.Maximum Deflection, Simple Span 1000XCS14 Eff. Mom of Inertia (from EffSection Properties) k,:= 14.385:in 4 , Modulus of Elasticity .!a.:= 29. 106 psi ' , . 4 ^:= 5.w.Sp.Lo2 ' Maximum Deflection h#f.. , 384.E.lex Lo Span/Deflection Ratio (150 min) - = 326.148 ~ G. Shear Connection at 20' Purlin Connection Data Beam Reaction ~:" V , R = 1317.187.lbf Safely'Factor for Conn. , . Thickness ofColunn Web (20 gal ,Tensile Strength of Col. Diameter of Screw (#12) Thickness ofBearn Web (14 ga) ~:= .0713.in, Tensile Strength ofBearn ~:= 65.ksi (F.=45 for Fy~33 ksi, F.=67 for Fy=50 ksi) , Design Page _ or' Project 1-182' 4/1 0/2009 ' C7 = 1.677-psf C8 = 1.677-psf C9a =' 26.677'psf ' ClOa = 19.477.psf ClOh = 26.677.psf CII = -6.194'psf CI2 = 1.006.psf w = 26'.677'psf M= 78043.315.in.lbf Urn' = 0.906 OK V = '1317.187.lbf ~ = 1.095.in OK .l:lw.:= 3.0 J,1,..:= .0346.in .J:#J.:= 45.ksi .&!.:= :210.in REC,EIVED Qetermine nominal shear strength per screw lesser of: V :\Projects\2008\I 182\Design\ \I-182-gravity.xmcd 7 MAY 26 2009 By:d~ rdr . . . Geomax, Ine 806 N. Ninth St Cottage Grove, OR 97424 541.942.0126 . . GRAVITY LOADS CHAN,STQRAGEBLDG. . SPRINGFiELD, OR Page of Project 1-182 4/10/2009 For t.2/tl < 1 lowest ofP.os ( 3 ).5. ~:= 4.2. t2.d .Fu2 ~:= 2.7,.t,.d.Ful ~:= 2.7.t2.d.Fu2 Pnsl = 2:382.k . Pns2 = 0.88H Pns) = 2.628.k Fort,lt(o:: 2.5 lowest ofP'.ns . ~:=2.7.tl.d'Ful ~:= 2.7.t2.d.Fu2 P'ns2 = 0.88H p'ns) = 2.628. k For t,lt1 between.1 and 2.5 interpolate lowest ofP" and P'" t2 - =,2.061 tl Except P' ns2 is lowest tin b.oth c~es Check.Screw Shear Strength, 1.25PnS>V.us .~:= P'ns2' Pns = 0.883.k ~:= 1960.lbf . ..:~ if( 1.25Pns < V uss, "OK" , "NG") test = "OK" Pns .~:= fie Pds = 294.273.lbf R ~.- - Ns = 2.238 . . 2Pd; Design.Screw Strength :Qetermine number of screws required in Double Shear USE MINIMUM 3 EA. #12 SCREWS A TPURLIN/COLUMN CONNECTIONS RECEIVED MAY 26 2009 By: ilc/ V :\Projects\2008\1 182\Desigfi\ \I~ I 82-gravity .xmcd 8 rdr . G,ef)max, Ine 806 N Ninth St Cottage Grove, OR 97424 tel: 541.942,0126 faX: 541.942.7935 . Project 1-182 4/1 0/2009 COLUMN UPLIFT CHAN STORAGE BUILDING. SPRINGFIELD; OR ALL EAVE WALLS Wind Uplift Pressures - Components. and Cladding (OSSC 98) Basic Wind Speed Vb := 80.mph Stagnation Pressure, Exp B qs := 16.4.psf ,Combined Gust Exposure Ce := .63 Building Importance Iw := 1.0 Main Frames Roof Wall Eaves, Ridges Dead Load Eave Stud Anchoring Tributary Length Tributary Width Wind Pressure, Eave Zone Wind Pressure, Mid Roof' Bolt Allowable Tension, 1/2" AB's 4" embed in 3" edge dist Cqr := -0.7 Cqw := 1.3 Cqe := -2.3 + .49 DL := 2.243.psf Ls:= I.ft S '=25.ft . e' . Pe:;" Ceq,Cqe'w Pm:= Cqr.q,Ce'w TbaIl6:= 950.1bf.1.33 Cqe = -1.81 Pe = ,-18.701'psf . Pm = _7.232.psf' hall6 = i263.51bf PULLOVER OF 20 GA TRACK ON ANCHOR BOLT PzI - = -0.176 Povb . Tdb6:= min(TbaIl6,Povb) Sp P '= (p +DL)'-'2.ft ues . e 2 . Tdb6 Bolt Spacing Required Sb := ----,-.ft . . -pues. SET I/2"x8" AB'S AT MAX. 5' OC ALONG EAVES AND AT PORTAL PANEL EDGES. SPACING OK FOR UP TO 16 FT DOOR OPENINGS Thickness of Track Sht, 20ga. (in) . Plate ultimate strength (ksi) . Diameter of Washer Spacing of Anchor Studs (ft) Nominal Pullover resistance Eave Roof Wind Loading (lb) Pullover Unity Check Design Bolt Connection Tension , Eave Uplift, Stud spacing tl := 0.0346.in . Ful := 45.ksi . ~:= 1.~5.in Sp:= 5.ft Pnov:= 1.5.tr(dw'FuI) I Povb:= Pnov'- . rib PzI := PeSp'Ss V :\Projects\2008\I I 82\DesignVI 182-Col- . Plate yield Strength (ksi) Diameter of Screw (1/2") Tributary Width Safety Factor,Pullover Pnov ~ 2919.375.lbf Fyi := 33.ksi , d5 := 0.5.in . Ss:= 2.5:ft REC2EIVED P ovb '" 1326.989Ibf PzI = -233.761.1bf MAY 26 2009 ac/- By: !:!!!!!I T db6= 1263.51bf P ues =-82.291bf Sb 7' 15.354ft rdr . Geomax, Inc. S06 N Ninth St; . Cottage Grove, OR 97424 tel: 541.942.0126 . fax: 541.942.7935 . Project I -IS2 4/10/20'09 . COLUMN UPLIFT 'CHANSTORAGEBUI-LDING . '", - ,,,". 1":' " SPRINGFIELD, OR Eave StudITrack Connection Connection Data k := 1000.lbf Uplift on normal Stud Spacing P nes = -S2.29Ibf Thickness of Stud Flange (20 gal tz := .o346.in Tensile Strength of Beanf Fu2 := 45.ksi (Fu ~45 'for Fy ~33 ksi, F, ~67 for Fy~50 ksi) Design . Determine nominal shear stren~h per screw." "lesser of: For t.2/tI < I lowest ofP.ns For t,lt1 ~ 2.5 lowest ofP'.ns For ~/tl between 1 and 2.5 interpolate lowest ofP ll.'I and P'n~ Select Pn, as lowest of Case I Check Screw Shear Strength, V.uss> 1.25 P.ns , Design Screw Strength Determine number of screws required in Single Shear' Safety Factor for Shear nc := 3.0 Thickness ofColunn Web (20 gal Tensile Strength of Co!. Diameter of Screw (#S) tl = 0.035.in Fui = 45.ksi dS := O.l60.in . (3 ).5 'Pnsl := 4.2. t2 .dS .Fu2 Pns2:= 2.H]'.dS.Ful' P nsl = 0.4S7.k P ns2 = 0.673.k 'Pns3 := 2.Hi.dS.Fu2 . P ns3 = 0.673. k P'ns2 :=2.7.t]'dS'FuI P'ns2 = 0.673.k P'ns3 :=,2.7.t2.dS'Fu2 P'ns3 '" 0.673. k . Pns:= min(Pnsl ,Pns2,Pns3) tz -= I tl P ns = 0.4S7. k Vuss := 1960.lbf test := iff 1.25P ns < V uss' "OK':, "NG") test = "OK" Pus P dsS.:= -;:;- P 162 IS lb "c dsS = . 6. f -Pues Ns := - Ns = 0.507 . PdsS USE MINIMUM 2 EA. #8 SCREWS AT STUDffRACK CONNECTIONS AT EAVES . V:\Projects\2008\IIS2\DesignVIIS2-c;ol- . RECEIVED MAY 26 2009 By:_t/C/ 2 rdr . . Geomax, Ine S06 N-Ninth St Cottage Grove, OR 97424 tel: 541.942.0126 fax: 541.942.7935 COLUMN UPLIlfT CHANSTORAGE BUILDING SPRINGFIELD, OR Project I~ IS2 4/10/2009 Side Portal Panel StudlTrack Connection Connection Data Thickness of Stud Flange (20 gal lz = 0.035'in Tensile Strength of Beam F~2 = 45.ksi (F"=45 for F,=33 ksi, F"=67 for Fy=50 ksi) Safety Factor for Shear Thickness ofColunn Web (20 gal Tensile Strength of Col. Diameter of Screw (#S) nc = 3 tl = O.035.in Ful,"; 45.ksi dS = 0.16.in Design Uplift at edge of Portal Panel (12' doors) P ns from above Screw Shear Strength Check from Above - , 2 P .=P.S .(6+1).ft+DL.S .(6+ I).ft + DL.(14.7).ft upp'es s", p upp = -6S.2Ibf Design Screw Strength P ns ,; 0.487.k V uss = 1960lbf P dsS = 162.IS6.lbf Determine number of screws required in Single Shear on stud assy at portal panel edge P~i>P .l:i&;=- . PdsS Ns = -0.421 , USE MINIMUM 2 EA. #8 SCREWS AT PORTAL PANEL STUD ASSyrrRACK CONNECTIONS GABLES Gable Column Anchoring . ' , ' Bolt Allowable Tension, 1/2"XS" AB's 3" Edge Dist;, 3" req'd for full load Tributary Length Lpg := 15.ft . Tributary Width Sp = 5 ft Wind Pressure, Eaves P~ = -IS.701'psf ' Pm = -7.232.psf. Uplift on Column P~gc:= (p e + DL).Sp'12.S._ft + (Pm + DL)(Lpg": 12.S.ft).Sp + DL-14.ft-Sp , Pugc = ~951.1S.lbf , Tdb6 = 1263.51bf . Number of Bolts Required -P - . ugc ~:=- Tdb6 Sb = 0.753 _ SET MINIMUM 1 EA 1/2")(8" AB AT ALL GABLE END COLUMNS RECEIVED, MAY 26 2009 By: tlC;< V :\Projects\200S\I IS2\DesignVI IS2-Col- 3 rdr . . Geomax, Ine 806 N Ninth St. Cottage Grove, OR 97424 tel: 541.942.0126 fax: 541.942.7935 COLUMN UPUF.T CHAN STORA~EBUILDING SPRI~GFIELD, OR Project 1-182 4/10/2009 L " Gable ColumnlTrack Connection' Connection Data Reaction' P ugc = -951.18Ibf Thickness of Stud Flange (20 gal lz = 0.035.in . Tensile Strengt~ of Beam Fu2 = 45.ksi (F"~45 foi'Fy~33 ksi, F;~67 for Fy='50 ksi) Design Safety Factor for Shear Thickness ofColunn Web (20 gal Tensile Strength of Co!. Diameter of Screw (#8) . nc = 3 tl = 0.035.in Ful = 45.ksi d8 = 0.16.in .' P ns from above Screw Shear Strength Check from Above Design Screw Strength P ns = OA87.k V uss = 1960lbf P ds8 = 162.186.1bf Determine number of screws required in Single Shear ' -P ugc ~._~ .-:- Pds8 Ns = 5.865 USE MINIMUM 6 EA #8 SCREWS AT COLUMNrrRACK CONNECTIONS AT GABLES. INTERIOR COLUMNS Interior Column Anchoring, Area of Discontinuity, 30 ft Span Purlins 5' DC . Tributary Length Ave Wall HI. Ave Wall Ht: Tributaty Width Wind Pressure, discon and mid roof Lpi := 30.ft He := 14.ft h:= 16.ft Sp = 5ft P e = -18.701'psf Least HorDim J..:= 100.ft a:= min(A.h,.IL) 2a = 12.8ft Pm = -7.232'psf Uplift on Column Pui := (Pe + DL).Sp'Lpi + (DL + 2.5,psf).Sp.He Pui = -2136.678.lbf Allowable Wind/Siesmic Tension.Load on . T dh6 := 2030: IbI . P ovb = 1326.9891bf 1/2"x4" HIL TI QWIK bolt II's set more than. . 3"fromedge . Tdbi:=mm(Tdh6,Povb) Tdbi~ 1326.9891bf .Number of Bolts Required -Pui Nb:=- Tdbi Nb = 1.61 SET 2 EA 1/2"X4" HILTI OWIK BOLT II'S AT EACH INTERIOR COLUMN. MIN. 4" C-C, FIRST TWO COLUMN LINES FROM EAVE EACH SIDE FOR UPLIFT RECEIVED MAY 26 2009 V :\Projects\2008\I 182\DesignVI I 82-Col- 4 By: !J~ rdi . . Geomax, Inc . S06N Ninth St. . cottage Grove, OR 97424 tel: 541.942.0126 fax: 541.942.7935 . COLUMN UPLIFT '.,~,:"<' --.-~'.'".,'-.';_~ t, -7;-' ~.- ~-> c-',r':.":Ck~?"r7'1~';:~~ ..' ". . CHAN S'fORAGEBUILDING spRINGFIELD, OR Projeci 1-1S2 4/10/2009. ColumnlTrackConnection in Areas of Discontinuity Conne<;tion Data '.Reaction . P ui ; -2136.678Ibf . Safety Factor for Shear Thickness of Stud Flange (20 gal ~ ; 0.035.in Thickness ofColunn Web (20 gal Tensile Strength of Beam Fui ; 45.ksi Tensile Strength of Co I. (F.~45 forFy~33 ksi, F.~67 for Fy;50 ksi) Diameter of Screw (#8) Design P ns from abo~e Screw Shear Strength Check from Aliove . Design.Screw Strength . nc; 3 . tl ; 0.035.in Fu2 ; 45.ksi . d8 ; 0.16.in P ns ; O,4S7-k Vuss; 19601bf P ds8 ;, 162.1S6.llif -Pui Determine number of screws required in Single Shear ll.,,'- - Ns ; 13.174 '. .~~. . . . USE MINIMUM 14 EA: #8 SCREWS AT COLUMNITRACK CONNECTIONS FIRST TWO COL . LINES FROM EA YES. INTERIOR COLUMN ANCHORS NOT IN AREAS OF DISCONTINUITY Uplift on Collllllli Pumi:; (Pm+DL)'Sp'Lpi+DL'Sp'H~+DL'Sp"Lpi Pumi; -254.95.lbf Allowable Wind/Siesmic Tension Load on 1I4"xl-1I2" Zamac "Nail-in" pins T dpi :; 275.lbf I -Pumi' NumberofPins Required Npn:; -,.-- Npn; 0.927. . . Tdpi ..' SET'l EA l/4"Xl-l/2" ZAMAC "NAIL-IN" PINS AT EACH INTERIOR COLUMN. EXCEPl FIRST TWO 'COLUMN LINES FROM EAVE EACH SIDE FOR UPLIFT . Interior Column/Track Connection Connection Data' ,t,:; 1000.lbf Reaction . P umi.; -254.95Ibf Thickness of Stud Flange (20 gal ~ ; 0.035.in Tensile Strength of Beam Fol ; 45.ksi (F.;45 for F(33 ksi, F.~67for Fy",,50 ksi) Design Safety Factor for. Shear 'nc ; 3 II ; 0.035.in Ful ; 45,ksi Thickness ofColunn Web (20 ga).. Tensile Strength of Co). RECE)~VED dS;0.16.in P os from above Screw Shear Strength Check from Above MAY 26 2009 Pns= 0.487.k Vuss ;.1960Ibf PdsS; 162.186:lbf . BY;uml tJ~ ll.,,'; - . . . PdsS USE MIN. 4 EA. #8 SCREWS AT INTERIOR COLUMNITRACK CONNECTIONS. 1 EACH STUD . . FLANGE. EXCEPT FIRST TWO ROWS FROM EAVE. Design Screw Strength Determine number of screws required in Single Shear Ns ; -1.572 V :\Projects\200S\I IS2\DesignVi IS2-Col- 5 rdr . Project Name = Kit and Karen Chan Storage Building Date = Wed Mar 25 16:58:27 PDT 2009 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude =.44.0457 Longitude = -122.997483 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (see) (g) 0.2 0.639 (Ss, Site Class B) .. 1.0 0.303 (51, Site Class B) Conterminous 48 States. 2003 NEHRPSeismic Design Provisions Latitude = 44.0457 Longitude = -122.997483 Spectral Response Accelerations SMs and SM1 SMs = Fax $s and SM1 = Fv x S1 . Site Class D - Fa = 1.289 ,Fv = 1.794 Period Sa (see) (g) 0.2 . 0.823 (SMs, Site Class D) 1.0 0.544 (SM1, Site Class D) . Conterminous 48 States . 2003 NEHRP Seismic Design. Provisions Latitude = 44.0457 . Longitude =-122.997483 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 xSM1 Site Class D - Fa = 1.289 ,Fv =1.794 . Period Sa (see) (g) 0.2 0,549 (SDs, Site Class D) . .RECEIVED MAY 26 2009 By: t?~ . . LA TE:R,AL A~A12 YSIS - KIT tHAN StORAGE SPRINGFIELD, OR. Project 1-182 . Page 1 of5 4/9/2009 Geomax, IDe 806N: Ninth St Cottage Grove, OR 97424 541.942.0126 Seismic Analysis Site Class ~ D (Table 1604.5) (Table 1613.5.2) Seismic Use Group ~ 1 Site Class fun Soil Type Short Period Response Accelleration (Lat; 44.0457, Long; -122.99748, Springfield) k := 1000.lbf S, := 0.639 Seismic Design Category Based on Worst Case for Short Period and I Sec. Period Response Accellerations Seismic Site Co-efficient Maximum Considered Spectral Response Acceleration, Short Period Sdc=D (Table 1613.5.6(1) & (2) Fa := 1.289 SMS := Fa'S, (Table 1615.1.2(1) (Eq. 16-37) -Design Spectral Response Acceleration SMS '" 0.824 2 . Sns := -'SMS 3 - (Eq16 - 39) Sns = 0.549 Response Modification Factor ~:= 6.5 (Table 9.5.2.2 ASCE 7-02) Seismic Factor (I.25*SnslR) -1.25. Sns F, := -R F, = 0.106 - (Eq. 9.5.4.2 ASCE-7-02) Building Dimensions Building Length Lb := 100-f! Building Width B := 1l0.f! EaveHeight He := 14.0.f! Peak Height Hp:= 18.0.f! Building Roof Type Dead Load Gable DL := 1.5.psf _ Roof Slope (x: 12) x := 1 Snow Load SL := 25-p,f A = 1l000f!2 - Roof Area A,:= Lb.B Determine Building Weight .( . RoofWt. Wr:'; (Lb'B)'DL (He + Hp) Ww:= DL.2He.Lb+DL. . .2B ._ ~_. 2 He+Hp Wi:= DL.3.B. +DL.Lb.Hp+ 6.51.f!.DL.He 2 Wr = 16500.1bf _ Ext. Wall Wt. Ww =,9480.lbf Int. Wall Wt. Wi = 17046.lbf TotalWt. W,:= Wr+ Ww+ Wi W, = 43026.lbf BASE SHEAR BY SIMPLIFIED METHOD (Eq.16-15) Ve:=F,.W, RECEf'VED cg-server-H\ V:\Projects\2008\I I 82\Design MAY 26 2009 By:-dC~ rdr .' Geomax, Inc 806N, Ninth St Cottage Grove, OR 97424 541.942.0126 Longitudinal Dir . LAT~RAL ANALYSIS KIT tHAN STORAGE SPRINGFIELD, OR. Determine Rho for interior wall carrying longitudinal( I 0 I) Check max value of 10iLw Fw :=Inin Lb 'ft 10.ft -.Ve.Fw Lb Transverse Dir 5 int walls carrying transverse. Check max value of 10iLw .ILmax := . Ve . [10 . . I] Fwt:= min (B ~ 20.ft)'ft . 10.ft Ve.Fwt Lb- 20.ft Determine Rho for Max Wall Load carrying tranverse load Select rmax Compute Rlio fTmax :=:= Ve . rmax:= max( ILmax, Cr~) 20. Pd := 2- . rmax.fA . CheckRhoagainstmax,minp:= if(Pd < 1,I,if(Pd > L5,1.5,Pd)) Seismic; LOlllrltudinal Direction Earthquake Lateral Force Effect . Dead Load Effect (1616.1) . Total Earthquake Load Unit Shear on Longitudinal Shear Walls Siesmic. Transverse Direction Max siesmic Load on lines 1-5 cg-server-H\ V: IProjects\2008\I182\Design Project 1-182 Pagel 0[5 4/9/2009 -1 F~ = O.lft . -I ILmax = 0.01 ft . -I Fwt=O.lllft '. -1 Crmax = 0.014ft -1 rmax = 0.014ft "Pd=-11.73 . P = 1 Q~ := Ve Qe = 4543.496.lbf D :=0 E = 4543.496.lbf E.:= p.Qe + .2,SDS.D '1 vsl:=.E.- Lb vsl = 45.435'plf E . 25.ft Vt'- ,- s .- (Lb - 20.ft) Lb . Vst= 14.198.plf RECEIVE[ MAY 26 2009 By: aeoz: rdr .' Geo#J.ax, Ine 806N:NinthSt Cottage Grove, OR 97424 541.942.0126 WIND ANALYSIS . . LA TERALANA.J- YSIS ' KIT CHAN STORAGE SPRINGFIELD, OR. Roof Pitch )5.,:=.1 Roof Slope Ii := atanCx2) Wind Stagnation Pressure, 16 ft, 80 mph qs :=,16Apsf Simplified NorDinal Wind Pressures Wind Importance Factor Exposure Category B, Ht ~ 14' Design Wind Pressures Determine "a" LONGITUDINAL FORCES' Long Wind Force Check Minimum Wind Press. e ';' 4.764.deg Cqww := 1.3 CqIw := -0.5 Cqr := -0.7 Iw:= 1.0 1 := 0.67 Project I-i82 Page 3 0[5 4/9/2009 Pww = 14.284.psf Pww := Iw'l.Cqww.qs (He+Hp) , a2 := .4. , , 2 a:= if(a' < 3.ft,3.ft,a') a = 6.4ft al :;, .l.B , , , (He+Hp) 1 Fwl := B.Pww' '-, '. ' ',2 2 , ..'. (' He +Hp I)' V 1:= max F'I 10'psf.B. .- w w.' . 2. 2 Wind Shear to Center Long. Wall . Vwl Vwl :=, (Lb) Vwl = 125.70R E C E IVE D TRANSVERSKFORCE RESISTANCE. Transverse Wall 1,5 Load Tributary Width ' Wind Load Check minimum load ' Unit Shear on Trans Wall 1 cg-server-H\ V :\Projects\2008\I182\Design T;"I:= 15.ft Pww.(Twl).(Hp) V'wtl:= '. 2 ' V wtl := max[ V'wtl, lO'PSfep)- Twl] Vwtl Vwtl := -:--- B , a':= mint ~I ,a2) Fwl = 12570.272-lbf Vwl ='12570:272-lbf By: MAY 26 2009 ~ V' wtl = 1928.394.lbf Vwti = 1928.394.lbf ' Vwtl = 17.531'plf rdr q~Ylnax, Ine . 80'G'N. Ninth St Cottage Grove, OR 97424 541.942.0126 Transverse Wall 2 &3 . Tributary Width Wind Load Check minimum load Unit Shear on Trans . Wall 2,3. Check Uplift Overturning Moment Reesisting Moment Net Overturning Moment Transverse Wall 4 Tributary Width Wind Load Check minimum load Unit Shear on Trans Wal14 Check Uplift Overturning Moment . Reesisting Moment Net Overturning Moment . . LATERAL ANALYSIS I<IT""dt-\NSTd~GE SPRINGFIELl), OR. . Project 1-182. Page 4 of.5 .' 4/1 0/2009 T,,~ := ~,.ft . Hp V'wt2 := Pww.-.Tw2 2 .{ .' . (Hp) ] . Vwt2.:= ma V'wt2,IO.psf. :I .Tw2 Vwt2 vwt2 := - . 40.ft V'wt2 = 3213.99.lbf Vwt2 = 3213.99.lbf Vwt2 = 80.3S'plf . 16 Mo:= Vwt2.40.ft.-.ft Mo = 25711.92Ibf.ft. . ..2 . . M,.:= 2.243.psf.40.ft.20.ft.Tw2 + ISpsf.16.ft.40.ft.20.ft Mr = 64060ft.lbf Mn..;=Mr-MQ . '.Mn=38348.08ft.lbf NO HOLD DOWN NEEDED T..., := 10.ft - H V'. P p T wt4:= ww"T: w4 . .J. .' (Hp)' ] Vwt4 :=.mLV'wt4,10'psf'Z' :Tw4 Vwt4 Vwt4 := 40. ft V'wt4 '" 3856:788'lbf Vwt4 = 3856.788-lbf VWt4 = 96.42.plf . 16 . ~:= Vwt4.40.ft.-.ft Mo';' 30854.304Ibf.ft '. 2 . M,.:~ 2.243.psf.40.ft.20.ft. Tw4 + I.S.psf.16.ft-40.ft.20.ft M,. = 73032ft.lbf ,M..::= M,.-Mo Mn = 42177.696ft.lbf - NO HOLD DOWN NEEDED Determine Design Longitudinal Shear .vdl:= max(vSl,VWI) Determine Design Transverse Shear Vdl = 125.703'plf . Vdt := max( Vwtl , Vwt2, Vwt4 , Vst) Vdt = 96.42. plf . SHEAR RESISTANcE OF INTERIOR WALLS (S~e attached sheet for roof shem:calculations) General Shear Resisetance of Cold Formed Steel Walls with studs at 24" OC and GWB sheathing both sides, minimum #6 sere' '8" OC at each GWB panel edge and 12" OC in field. Provide strap blocking at horizontal joints and solid blocking at firsi two. studs 'at each end of shear pailel. . . AISI nominal Shear value for GWB on. Cold' Formed Steel Ibf vn := 2.230.- ft. R E C E IVEf)onFactor Allowable shear MAY 26 2009 By: J1(l~ . cg-server-ID V:\Projects\2008\I 182\Design . Al,:= 2.5 Vn vai:= --:- n TEST "= if(v . > max(vd v ) "OKIl "NG"") . : al I, dt , , lbf vai = 184.- ft TEST::;: "OK" SHEAR LOAD LESS THAN DESIGN SHEAR LIMIT rdr .. . . Geomax' Inc "<"'; n', _, ~. , 806N. Niitth St . Cottage Grove, OR 97424 541.942.0126 .. . L. AT~RA.LANALYS1S .0,-."",_.1. ._".,....k',,,:n:~'., ^ -"" __ ,.,_".,...._",.;....._.:~~"....,.. ......,. ',' ,., Kr!L@IIAN STO&{GE '--, ..",\"",:",!".:'., ','-". .' .". ' SPRINGFIELD, OR. .. ,f .',' Projecd-182 . Page 5 of~' . 4/10/2009 .~' ,:",'...,.' . - , . , , . - - - .' . Zamac j'Nailin" 1/4"~iaXI-1/2"Expansion Pin.'SPliCinl!: for Shear, Interior Lonl!:itlidinl!:al Walls Allowable Bearing Shear in 20 Ga. BasePlate Pl~te Thickness . Pin Diameter Pin to Plate Thickness Ratio' tl := .0346.in Dp := .25.in Dp - = 7.225 t1 Bearing Factor (AlSls table E3.3.3.I-I) (3 at Dp/tl '< 10) Modification Factor (AISItable E3.3.1-2) (Single Shear = .75) . Tensile Strenth ofPlate . Nominal Shear Strength ,5;,,:= 3.0 Mf := .75 Design. Shear Allowable shear in ZAMAC "Nailin" 114"XI-3/8" Select connection design shear Fu := 45.ksi Pn := Mf.c.Dp.tl.Fu .Pn P'd :=- p 2.5 Vap:= .8.297.1bf Pn = 875.813.lbf P'dp = 350.325.lbf Determine Pin Spacing for Longitudinal Shear Pdp:= min(P'dp,Vap) . . . .Pdp. Spr:= - Vdl Pdp = 237.6.lbf Spl '" 22.682. in ., . . SET ZAMAC "NAILIN" 1/4" DIA X 1-3/8" ANCHOR PINS !iil22" OC. MAX LONGITUDINAL CENTER WALL FOR SHEAR Anchor Bolt Spacinl!:,for Shear. Exterior and Transverse Walls Allowable Bearing Shear in 20 Ga. Base Plate' Plate Thickne~s .k:= .0346.in Bolt.Diameter' DI., := .:'i.in Db . Boltto Plate Thickness Ratio - = 14.451 tl Bearing Factor (AlSIs table E3.3.3.I-I) [;;;,.:= 4.0 _ .J..(Db) '. tl Modification Factor (AISI table E3.3.1-2) ~:= .75 Tensile Strenth of Plate ~:= 45.ksi Nominal Shear Strength ~:", Mf'c.Db.tl.Fu Pn Design Shear P db := - 2.5 Allowable shear in 112" AI;l's, 4" Embed. Vab := 0.8.1250.1bf . C = 2.555 Pn= 1491.75.lbf Pdb'= 596.7.lbf V.b.= 1OOO.lbf . Greater than Pdb, use Pdb Bolt Spacinl!:, Transverse and Lonl!:itudinal . .' . '. . Pdb Determine Bolt Spacing for Transverse Shear Sbt:=- . Vdt . SET 1/2"X8" ANCHOR BOLTS AT 60" OIC MAX. ALL E TRANSVERSE WALLS Sbt = 74.263.in t:O~t=IVED cg-server-H\V:\Projects\2008\I182\Design . MAY 26 2009 By: d~' rdr. . .. Geoll1ax, me. ~ 80't(N: Ninth St. COttl.g~ Grove, OR 97424 tel 511.942.0126 . fax:541.942.7935 Project # Project Desc. . Kit alld I<:aren~4~n.;F:arnily .. Si~rage~Bum{m~'." . Spri:n.gfield,OR' 1182 Kit Chan Storage Buildirtg, Springfield, Oregon ROOF SHEAR PANEL DESIGN per SDI MANUAL 1 00'Xl1 0' Building t d h Lv uspan nscrew Ide 2de. Idp 2dp w np ne L nend Safe E nu F~ WT PW Dl D2 v: m CI D4(1) G4(1) DWI Dval ws f pitch phi 0.0200 in. 0.21 ;,;. 1.19 in. 5 ft. 4... 0... 8 ill. 17in. 8 in. 17 in. 36 in. 5m Om 20ft. 4m 2.35.'. 29500 ksi 0.3 :.. 80ksi J I in^3 : 354... 2.984 in^3 1.492 in^3 12:511.in 1.353 in^3' 1.647 --- 9.'128--- 9.128... 269... 315 --- 4.081 in 1.674 in 1.000 in 12.00 in 1.00... . panel base metal thickness (26 gal stitch fastener diameter panel depth purlinorjoist space number of spans per panel number of stitch screws per panel distance to first imd fastener from panel centerline dis\!U1ce to second end fastener from panel centerline distance to first purlin fastener from panel centerline distance to second purlin fastener from panel centerline panel width . . number of purlins per panel . number of stitch fasteners per panel length of panel ' . number of end fasteners per panel end sat'ety factor modulus of elasticity Poisson's ratio Panel'Strength . .".,.t', Project 1-182 . 04/0912009 . rdr WT=4f^2(f+ws) PW=l/t^1.5 . Dl=((h^2)/3)*(2ws+ 3f) D2=D1/2 V=2(dist+ws)+f . m=((h^2)/12 *pitch^2)*[V{ 4 *dist^2.2 *dist*f+pitch^2(3 *f+2 *ws)] Cl=I/(.5*(DI-D2)) . D4(1 )=(24f1C 1)*(Cl/WT)^O.25 G4(1)=D4(1) DWI=G4(l)*(flpitch)*PW' Panel warpingcoustant, Choose from DW(I) distance from bottom edge of rib to centerline of ihite length of slant height of rib . . width of top of rib corrugation pitch Phi '{alue from Table 3.3.2, sm Diaphram Design Manual, paR'E CE'" 'IE D . V:projects/20081I182/designiRoofPanel Shear.ods MAY 2 6 2009 By: u~ ~ ") GeolIlax, Inc. . 80gN. Ninth St. . Cottage Grove, OR 97424 tel 541.942.0126 fax:541.942.7935 . Strength Calculations '> Qf Qs alpl1as lambda ns Sumxe SwW<P alphal , alpha2 Sue. Sumie2 Sumxp2 B Sui N' Sue 1.200 kips 0.483 kips 0.403 --- 0.825--- 0--- 50in 125 in 1.389 --- 3.472 ,-- 1:208 kif 706 1765 15.80 . 0.927 kif 1.333 --- 0.816 kif ~ 0.394 kif Screw Flexibilities Sf 0.009 inlkip Ss 0.021 inlkip Stiffness Coeffid{!nts C 3.591 --- On 1.313 --- sg 12.511 in G' 77.490.k/in . Deflection q width length A 0.06kip/ft 10ft . lOft 0.25in^2 I deltaB deltaS 1800 in^4. 0.000 in 0.001 in delta 0.00 i in .- . Project I" 182 04/0912009 rdr fastener stre,~gth,p~el to frame, Qt= 1.25FyOt(I-.005Fy) fastener strel!gth, panel to panel, Qs~ 115dt ratio of Qs/Qf , ' lambda'" 1-(b~L V)/(240t^O.5) . number of stitch fasteners per panel,ns9lSpanonscrew summation of end support fastener illstIDces, Sumxe",2(lde^2+2de^2) summation !,f pyrliiJ.supportX~t~~er dis~n~es:Sumxp=np( I dp+ 2dp) end support fastener weighting fac.tor, alpha I =Sumxe/w . purlin support fastener weigiIting factor,'alpha2~Surnxp/w edge panel ultimate'shear, Sue=(20alphal+i1poalpha2+ne)oQti'L summation of erid ~upport fastener distances ~quared, Surnxe2'"2(lde^2-t;2de^2) .. "\ '. . summation of purlin, support fastener. distances squared, Surnxp2=np( I dp^2+ 2dp^2) . B~nsoalphas+(2npoSurnxp2+40Surnxe2)W^2 , . interior panel ultimate shear, Sui=(2(himbda-l)+B)oQti'L number offasteners per foot along panel end, N~(nend/w)OI2 comer ultimate shear, Suc~((NB)^2/((LN)^2+B^2))-:O.50Qf design shear, S=(smaller 'of Sne, Sui, or Sne)/Safe V:projects/2008/Il82/designlRoofPanel Sh.....ods ,Kit ah4"~l:i:r:~4 Ch.aIl Family . S'tdfa' ~. Buildin" . ,.,g, .. , g . Spriligfleld, OR ForNo. 12 screws connecting sheets to framing, St=1.30I0^(-3)/t:'O.5 For stitch screws, Ss~3010^(-3)/t^0.5 . connector slip parameter, C=(Etlw)OSf(24U(Zalphal+npOalpha2+ZnsOSflSs)) warping constant, Dn=Dval/(IZOL) . girth of corrugation per rib, s~2(dist+ws)+f stiffness, G'~EtI(2.60sg/pitch+phioDn+C) , ! total lateral shear load width of building, parallel to shear load length.of diaphragm sectiori,perperdicular to shear load cross sectional area of edge purlin diaphragm moment of inertia, I=2A(width/Z)^Z bending deflection, deltaB~5'q.iength^401728/(3840E*I) shear deflection, deltaS~qOlength^2/(80WidthoG') total deflection, delta~deltaB+deltaS USE: Ryerson High-Rib/4, O.OZO" (26ga) roofing, (4) #12 screws each end and each purlin, no stitch screws rec . . . RECEI\/ED MAY 26 2009 By: tZ/