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HomeMy WebLinkAboutBLD2015-00141 - DESIGN ' TSE PROJECR E a yEp JOB#: 21121 / • Engineering A APR 15 2015 BY: ( /i 12810 NE 178TH ST STE 218 WOODINVILLE,WA 98072 A(4 5)481-6601 DATE: 0`(/f`f�rc���p f v Job Name: Grabner#2 Site Address: 11633 Coyle Road Quilecene, Washington 98376 Jurisdiction: Jefferson County w O Z Job ID: Grabner#2 0 Q w ii Design Specifications: 2012 IBC 2 Building Type: Post-Frame _ U 1 WO Design Wind Speed(3 sec gust): 110 mph @ SD Level O Wind Exposure: B 0 Roof Snow Loading: 25 psf Occupancy Category: R: 2.5 %of Snow Incl. w/Seismic: 0 Soil Site Class: D Allowable Soil Bearing: 1500 psf Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv. Lateral Force Procedure Spectral Response Acceleration, Ss: 150 %g Load Combinations: ASD Basic Building Design Parameters EgriC.E: Plana are approved err ., any errors or ornissicr:c,. Ali war. t Roof DL: 3 psf pass inspection in conformancr ,. JEFFERSON COUNTY DCD Wall DL: 8 psf all applicable codes and reg:aleto BUILDING PLAN REVIEW ix APPROVED AS SUBMITTED 41�„ O /i ❑ APPROVED AS NOTED y S j , ' ' ly❑ REJECTED m b `J W f p Date v Reviewer �q � O \ 1!Vt- ��� 44.Ctsr01° "SfONAL��? ■ : 4- 19/15' a N1Ci�EJE Contact the Building Department Uil v5.9.0/b 1 S 114 t at 379-4450 prior to making changes- �,�`' 4-, ,; . Ulu* plans i� - -- --- I - Draw Mow is Circle . - __ e , y,' lase Hall way 999vAe C.Ly,nnvotl.WA%Ptt-at51 FAemcl12s2.e<�.F,a4.F252 Ne e95ax Budding Design F. T 'M JpminbYae eHn Mcx lfl 10.i1�5 FAX N1 vtupH]ia uartwx t2%52 ERMA:Ili cono-wzLrrmnipFw9sLv Q.aar a:Faure my.,d.on n° nvma0-...'r...,__..,�.r -t . o—� P SECHECK S TTT ¶1 :ri- - Mm 06eenne drnM • jfl 6;aa'; . 1_ • i _ • • . • I .,__ xi-l"-- - i. f 'st_ .,k- Y ..r-' _ .+A :at:ILi,'m... .i.:- _-S_' - --_-L... ® � x4 yCS a:tt w-� • U°?. trF`�_D� Z° -C" :It'2tr_, I.FiF T 6,67C • p . ,,/p�,,y��� S(_„) tZ LJl/ cren/i .._. ..., .. f.-.-Lb t...tc, 1 .I c r u e iftW..M. 141,..1-.•__!-..14-..4-4-r•.Rny TAP A? tr!si I -u-v , ba,'Ldlas } •t, u.. Z Typ,..apt, -. ! . . PPviWo_,tee. , ti___ .e.j- she.,690( cfor: SCArb. - __ I8 U✓rc+I ku 6-- ' •-.4.-1._ !'g2 •461i12 ....._ a2•• ; .: -ate:_. ... . . . I ■ . _ I -l-o-� , - e l 77 10 : • 20"X 36 G�,..c2t 4 c L.aq - .. _ w� SiY arT.. Cleft:am&rit i-... .. Yl 3 X1. v �,1'crr7>,.0 .Sl.r (' .FANI,SJ1 tN�iu� l..:u'r. - - ... i' ? .,YNPPw Ra.RJ�rE2 _ . �.. . . . — CD ' .W'� r 'J' r� {�0 _2/.7P'°W. 'FIN/S1{-1 ... BUILDING ELEVATION Ull / oot has verified and approved the orientation of the building to the North and verifies that all n f mil us specified_Mileragraph H of the coo/trot are shown on this drawing and vice versa:.„ __r I IN IIIII II III CestonusName: / Lead p: fie'4/q� Customer Signature Whits-QaIonor Gepy Ornery-081ce COPY 02012 Perms'-13010 Intlu trleo FR-SO a/12 ' TS'E PROJECT: Grabner#2 PAGE: 3 CLIENT: PermaBilt DESIGN BY: Err glrrmarlrr9 JOB NO.: 24214 DATE: 04/14/15 REVIEW BY: Wind Analysis for Low-rise Building,Based on ASCE 7-2010 INPUT DATA Exposure category(B.CorD,ASCE 7-1026.7.3) B WIND SURFACE Im ortance factor(ASCE 7-10 Table 1.5-2) = FOR DESIGN P ( Iw - 1.00 for all Category ,`� • Basic wind speed(ASCE 7-1026.5.1 orable 2C) V = 110 mph Topographic height ht to (ASCE 7-1026.6&Table26.6-1) Ke = 9 Flat Building height to eave he = 9 k / 1 Building height to ridge hr = 12.4 ft l Building length L = 38 k Building width B = 20 ft Effective area of components(or Solar Panel area) A = 50 k2 I B DESIGN SUMMARY Max horizontal force normal to building length,L,face = 7.14 kips,SD level(LRFD level),Typ. Max horizontal force normal to building length,B,face = 3.42 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure qh=0.00256 KR Kn Ka V2 = 18.43 psf where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.26.3-1,pg 299) = 0.70 Ka=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 10.70 ft <60 ft,[Satisfactory] (ASCE 7-10 28.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2) Desian pressures for MWFRS p=qh[(G Oar)-(G C, )] where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). pre;,,= 16 psf(ASCE 7-10 28.4.4) G CRT=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G C ;=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 25B) = 0.18 or -0.18 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 3.00 ft Net Pressures(psf),Basic Load Cases Roof angle 0 = 18.78 Roof angle 6 = 0.00 Surface Net Pressure with Net Pressure with CPI (*GCe I) (-GCR1) GCRT (*GC0I) (-GCw) 1 0.52 6.26 12.89 -0.45 -11.61 -4.98 2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 3 -0.47 -12.00 -5.36 -0.37 -10.14 -3.50 4 -0.42 -11.03 -4.40 -0.45 -11.61 -4.98 5 0.40 4.05 10.69 6 -0.29 -8.66 -2.03 1E 0.78 11.14 17.78 -0.48 -12.16 -5.53 2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40 3E -0.68 -15.79 -9.16 -0.53 -13.09 -6.45 4E -0.62 -14.80 -8.16 -0.48 -12.16 -5.53 5E 0.61 7.93 14.56 6E -0.43 -11.24 -4.61 SE 3 2 2 3 2E 3E 111 40111 IE r r 10 REFERENCE CORNER REFERENCE CORNER,-'/ WIND DIRECTION 2a -WIND DIRECTION Load Case A(Transverse) Load Case B (Longitudinal) Basic Load Cases • IA 5j r r t S E':':-Iry c it TSE Engineering Page: 4 LATERAL ANALYSIS Job ID: WIND Grabner#2 The analysis on the previous page determines the wind force on the total exposed wind surface of the building. For post-frame construction with embedded posts, the amount of wind force imposed on the main force resisting system equals the roof projected area plus 3/8 of the wall projected area. Vt&VI are adjusted by 0.6 for allowable stress values. Calculations that follow adjust the total wind force to the design force on a post-frame building: INPUT: PT= 7140 lbs. (non adjusted) PL= 3420 lbs. (non adjusted) hr= 12.4 ft. he= 9 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr-0.625 he)/hr](PT)(0.6) = 2341 lbs. Controls Longitudinal; VL= ([0.375 he+ 0.5(hr-he)]/[he+ 0.5(hr- he)]}(PL)(0.6) = 973 lbs. SEISMIC The seismic force imposed on the main force resisting system of a post-frame building is based on the seismic weight of the roof plus 3/8 of those walls that are perpendicular to the direction of the seismic force. INPUT: Building Width = 20 ft. p = 1.3 Building Length = 36 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2160 lbs. W end walls = 1352 lbs. W side walls = 1944 lbs. SDS= 2/3 Ss = 1.000 Cs= SDS/(R/I) = 0.400 SEISMIC BASE SHEAR: V= Cs W Transverse= 1642 lbs. Longitudinal = 1405 lbs. SEISMIC DESIGN FORCES: U VT= Cs Wt p 0.7= 1494 lbs. tL V�= Cs WI p 0.7= 1278 lbs. Controls . _ • ' a- .._. Yd O [ ynw.v sans• nnw e,wa era :a, Draw North AVOw,a Cvcte o f CC aderen N2Axs:4tarip�(f545-1535 Building D aon.ee�ar 91. esign fl �9 5- • FaY:fasl,ae��e.aYiezaP-uataa,xs .„ ' Gwnv.2n Lie c*uwr6HUar M+as ww,.,e oa.,a,a„a.� p.,,.eraWe•r,ao rm,w,®„ex PL.f43E CHECK 4Dj5 oOo r Mean-up,dons fit in Bays I^S Wind MPH • �/aI� n , ,,,r....i doll-up dons w,ll nal nR rn,� q Wind Expuswe ') rZ Hoof Pitch / [awe Height _. .-.. a d Clearance DEY II YES 0�FLOOR PLAN ' I , "I) 9' • L f I• ,fir ' � f 1 • 641-04L �I-/oty1 /5 MDOf:L i gir1-11 . 0- 5">04' v h+ L.ew-F I C•2 c- o� Z"`F 2 H I rv-rr-.z,.6.nt,+--r F. Y 6,alc <�,u2 _ i w�ca 2 &tier . �b 1�t0,�'S I t— eklx, ►`eta..iy i4 i i ?2t c *-RP,-/, `Tor i4r lN,SN,Ip.f-l.b-t:a S t err ha(dill , . L'u" 2 TLie 14 A-� : +. pee ie_�, KNcQ-e� Te-'69 scams.,:$G1.6. Iw. UJ�:.R+r k-si6` '(✓tea-t ('G'2r.., ..._. , : r - - .• I i.2 12. i ml :; . 2`• a f� N„37 /bo , I � C -I i8' ....-2.0.N 3t, Go NCR-ETlc SI-a-2 - ta(Sir.4-trI Cr8_6 it 6-s4.4 k , I cs .3A r -2�f's r.1 P, cu.:4' •Gn.l is J(Leaf 3' t.. f v wa•e Aan�>e z f I I aim . 1. L. _ - �- w 4'k faA c TF. & ') j?,?yupn FI a'CO BUILDING ELEVATION r I has verified and ayytmveil LimMientalion of the building to the North and verifies tbatall n / sacifiedin ParagraphB of the coiner are shown on this drawing and vice versa 2 1111111�EI11�E�111 (stoner Name: / Lead g: �/q . Customer Signature • e.,-e Wbite•O tev Call Cea.Y-OBice COPY O 21112 Perna-95n Indust-Res FR-85 OFFI2 TSE Engineering Page: 6 SHEARWALL DESIGN Job ID: SIDEWALL Grabner#2 B l 7-RIDGE VL 4 ENDWALL A_ 1 1VT 21 PLAN VIEW WITH GRIDS SHEARWALL SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (plf) ENDWALL GRID 1 10 1170 117 < (63 pc,4 Nt 1A1111, ENDWALL GRID 2 20 1170 59 /n( / " e f,oocJ SAcwxwe.(4. (2) tjte•pdw °pc" -s RE,A,00,(to a 64 . 4r 1/210 SIDEWALL GRID A 14 639 46 SIDEWALL GRID B 36 639 18 ROOF SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (plf) ROOF GRID 1 & GRID 2 21.1 1170 26 ROOF GRID A& GRID B 36 639 18 p •4. Aa rib 1 l PRO-PANEL 11° PrE4CHNIC�L /Ft EaE4EREAT CM : ATTACHMENT DETAIL GENERAL INFORMATION • --'/4%14 x 1!e"Stitch Screw(1'-0"o.c.) •■ Slope The minimum recommended slope for Pro-Panel tl°roof #9-15 Woodscrew panel is3:12. ►Substructure Pro-Panel II°is designed to be utilized over open structural' framing,or a solid substrate. To avoid panel distortion,use it I a properly aligned and Uniform substructure. I I I I I* rage I Optional Pro-Panel Ile panels are available in a W'rib height with a 1 Profile coverage width of 36'. 0-Length .! Minimum factory cut length is F-0". Maximum recommended pahel length is 45'.0". Longer panels require additional consideration in packaging,shipping,and Anti-Siphon Groove • erection. Please consult Metal Sales for recommendations. • ►Fasteners • The fastener selection guide should be consulted for choosing the proper fastener for specific applications.• FASTENING PATTERN Quantity and type of fastener must meet necessary loading and code requirements: NOTE All panels are subject to surface distortion due to , improperly applied fasteners: Overdriven fasteners will �t/4"-14 x 7!e"Stitch Screw /#9-15 Woodscrew cause stress and induce oil canning across the face of the �, 1'' j T f �, ,� • panel at or near thepointofattachment. 'Availability • Finishes:Acrylic Coated Galvalume°or MS Colorfast45° Gauges:26ga-and 29ga standard • SECTION PROPERTIES ALLOWABLE UNIFORM LOADS PSF • (3 or More Equal Spans) Ga. Width Yield Weight _ Top in Compression Bottom in Compression Inwad OuLoad tward (in.) KS1 PSF boi SXx hoc Sxx left In'/ft In/ft left 2' 2.5' 3' 3.6' a' 5' 2' 2.6' 3' 3.5' 4' 5' 29 38" 80 0.71 0.0067 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 59 41 27 18 , 9 26 38" 80 0.87 0.0090 0.0181 0.0063 0_0170 115 75 52 35 23 12 122 79 55 35 23 12 1. Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-Formed Steel Structural Members" Ixx and Sxx are effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with AISI 2001 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or o CA fastener/support connection and panel weight is not considered. 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. a 4. Allowable loads do not include a 1/3 stress increase in uplift. om 5. Diaphram 306 plf average Ulitmate Shear Strength using the above fastening patina u on 2x supports located 2'on center per ASTMS E455-04 ' albw= a 4Sax1 33 o,fi(3oe)(1.33) 163 Of 5 7"' metal sales Kent,WA 800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 856.640.7653 CL. corporation Temple,TX 800.543.4415 Rock Island,IL 800.747.1206 Bay City,MI 888.777.7640 Longmont,CO 800.289.7663 Sellersburg,IN 800.999.7777 Detroit Lakes,MN 888.594.1394 Antioch,TN 800.251.8508 Jacksonville,FL 800.394.4419 Mocksville,NC 800.228.6119 vvoodland,CA800.759.6019 Indepeburg,PA800.544.2577 Fort Smith,AR 877.452.3915 Rogers,MN 800.3289316 Independence,MO 800.747.0012 Spokane,WA 800.572.6565 Fontana,CA 800.782.7953 WWW.metalsales.us.com W , TSE page: Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall Eave Height Post b Post d HF Post Fb Fc E(10)^6 9 NOMINAL: 4 6 #2 850 1300 1.3 ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0 in. in. CF 1.3 1.1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 20 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1414 1830 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S + 0.75W Loading: D + W P 3002 lbs. P 414 lbs. fc 155.9 psi fc 21.5 psi le 86.4 in. le 86.4 in. le/d 15.7 le/d 15.7 KCE 0.3 KCE 0.3 FCE 1501 psi FCE 1501 psi c 0.8 c 0.8 k.1 1.14 k.1 1.14 k.2 1.03 k.2 1.03 Cp 0.62 Cp 0.62 Fc' 1133 psi Fc' 1133 psi M (in-span) 6151 in.-lbs. M (in-span) 8201 in.-lbs. M (base) 10935 in.-lbs. M (base) 14580 in.-lbs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 349 psi fb (in-span) 465 psi fb (base) 620 psi fb (base) 826 psi Post CSI (in-span)= 0.27 Post CSI (in-span)= 0.33 Post CSI (base)= 0.51 Post CSI (base)= 0.59 f 44 # L !ff O.. v 6.9.07 ) UJ U. • TSE page: 9 Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall Eave Height Post b Post d HF Post Fb Fc E(10)^6 9 NOMINAL: 4 6 #2 850 1300 1.3 ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0 in. in. CF 1.3 1.1 CL 1 Av.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 10 12 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1414 1830 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 75 100 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S + 0.75W Loading: D+W P 1631 lbs. P 225 lbs. fc 84.7 psi fc 11.7 psi le 86.4 in. le 86.4 in. le/d 15.7 le/d 15.7 KcE 0.3 KcE 0.3 FcE 1501 psi FCE 1501 psi c 0.8 c 0.8 k.1 1.14 k.1 1.14 k.2 1.03 k.2 1.03 Cp 0.62 Cp 0.62 Fc' 1133 psi Fc' 1133 psi M (in-span) 5126 in.-Ibs. M (in-span) 6834 in.-lbs. M (base) 9113 in.-Ibs. M (base) 12150 in.-Ibs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 290 psi fb (in-span) 387 psi fb (base) 516 psi fb (base) 689 psi Post CSI (in-span)= 0.21 Post CSI (in-span)= 0.27 Post CSI (base)= 0.39 Post CSI (base)= 0.49 t S ,40 6 IIF1/2 Ate . il- C 0 v 6.9.07 114A . • TSE Engineering Page: (V •/100 tfkr s,ocl*'If I £,Y)90/a if C ORn ex r a!f-5 P= 3864 lbs Foundation Design --> Diaphragm Restraint per 2012 IBC Section 1806.3& 1807.3 w H(ft)=9 --> Bay Width (ft)= 12 Wind Load (psf)= 10.0 lw= 1 w(plf)= 120 Lateral Load Design: Post Diameter: 0.54 ft. 0.0 cu yd Foundation Depth: 4 ft. Constrained? YES Depth Required 2.8 ft. Nonconstrained? Soil Passive Allowable: 150 psf Gravity Load Design: DL(psf) = 3 P= 3864 lbs Snow Load(psf) = 25 Foundation Diameter: 1.5 ft. Span + overhang(ft)= 23 Foundation Area: 1.8 sf Bay width(ft)= 12 Bearing Allowable(Fbrg): 2000 psf Is= 1 Actual Bearing(fbrg)=P/A= 1367 psf Cs= 1 v10.10.04-5.23.05 v5� (r D,Airi,t 1e"R k 'o"Oter *AC'f-61 an_ 0 0 J �I TSE Page: 11 Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof (psf) 3 25 1.0 11.25 ft 0 Tributary(ft) 2 2 Cs= 1.0 Wall (psf) 0 0 Tributary(ft) 0 0 Floor(psf) 0 0 Tributary(ft) 0 0 Other(plf) 0 0 w(TL) 0 6.0 50.0 56.0 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 34 34 281 281 315 315 95 791 886 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10 1'6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15 psi psi psi psi Ci 1 - b d A S I 1.5 5.5 8.25 7.6 21 in. in. in.^2 in.^3 in.^4 fv = 53 psi Brg.Lgth.= 0.043 ft. CL= 1.000 fb = 1410 psi GL Cv = N/A R = N/A A (DL) = 0.08 in. A (LL) = 0.67 in. A (TL) = 0.75 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.61 L/ 203 for LL> L/180 ok fb/ Fb' = 0.96 L/ 181 for TL> L/120 ok USE 2x6 HF#2 @ 24" oc 1.1.. Table 1604.3 Q U v 3.3.03 warkigi • • •• . TSE Page: Engineering Pf= 25 Cs= 1.0 1= 1.0 trib width= 7.5 RAKE BEAM Pu= 3 J, J. w J, I _I, ? T RA RB 1.58 1.58 * 1.58 1.58 r 1.58 1.58 ■ L= 9.5 ft. r INPUT: w(DL) pit 31 31 31 31 31 31 w(LL) plf 188 188 188 188 188 188 w(TL) plf 218 218 218 218 218 218 P (DL) lbs P (LL) lbs P (TL) Ibs 0 0 0 0 0 RESULTS: RA(TL)= 1036 lbs. RB(VL) = 1036 lbs. VA(TL)r 1036 Ibs.(max) VB (TL) = 1036 lbs.(max.) MA(TL)= 0 ft.lbs. MA-B (TL) = 2459 tt.lbs.(max.) MB (TL) = 0 ft.lbs. A (DL)= A(DL) = 0.022 in. A (DL) = A (LL)= A(LL) = 0.134 in. A (LL) = A (TL)= A (TL) = 0.155 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 _ _ Manuf.Lbr. Timber Dimen. Lbr. HF#2 935 150 405 1.3 psi psi psi psi b d A S I Brq.Loth. Co 1.15 3 9.25 27.75 42.8 197.9 0.07 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 47 psi fv = 47 psi fb= 690 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.27 fv/ Fv' = 0.27 fb/Fb' = 0.64 y RATIOS OF SPAN TO DEFLECTION: "'` L/ 853 for LL .' L/ 734 for TL USE (2)2x10 HF#2 v 3.3.03 $1 s 1 1 Page 3 of 13 Job Truss - - Truss Type [City Ply I PERMITTING I STANDARD LOAD/ 12'O.C. BB310113 T&C NO CEI-120' QUEENPOST 1 1 Job Reference(optional) The Truss Co./Td-County Truss,Sumner,Burlington,Pasco,WA/Eugene.OR,TSE 7.430 s Jul 25 2013 MTek Industries,Inc.Thu Oct 31 14:41:08 2013 Page 1 ID:INttSwZxgh yPSTyDWcrLTyVuEE-BznaUHmV5A?r7kTZhUcagyRMY8cV1 NLf5y5gv5yNgy9 10.0-0 144.2 20-0-0 I 5-7-14 ! 412 I 44-2 5-7-14 Scale=1:32.8 5x6= 3 4.00 12 �rI 3xd--'-'15 9 3xd q 2 1 .... q 4x10 sC 4x111 5 1 i .� B1 �a a �. Ii �� 7 6 �� ►/ 5x6= 3x8= I 160-0 I 10-0 100-0 _ _.- -- - -- 1_ Plate Offsets(X,Y):[1:0-5-9,0-1-141,15:0-5-9,0-1-141 I LOADING(psf) SPACING 6-0-0 CSI DEFL in (IOc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase t15 TC 0.64 Vert(LL) -0.17 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -023 5-7 >999 180 BOLL 5.0 Rep Stress!nor NO WB 0.61 Horz(TL) 0.07 5 n/a Na BOLL 0.0 Code IBC2012RPI2007 (Matrix) Weight:105 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD 2-0-0 oc purlins(3-0-2 max.). BOT CHORD 2x6 DF No.2 DOT CHORD 6-10-0 oc bracing:1-5 WEBS 2x4 DF Stud CONTINUOUS IF ACTUAL SPACING OF TRUSS IS 2x6 BLOCKING REACTIONS (lb/size) 1=1817/0-5-8 (min.0.1-15),5=1817/65-8 (min.0-1-15) 2-TRUSSES SPACED 17-0'ac(1-TRUSS Max Horz 1=76(LC 8) EACH SIDE OF ex POST),THE SPACING 10d NAIL Max Uplift1=-622(LC 10),5=-622(LC 10) OF THE BOTTOM CHORD LATERAL BRACING MAY BE INCREASED TO 17-0' (TYPICAL) o,PROVIDED CONTINUOUS 2x6 FORCES (IS)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. BLOCKING IS USED ALONG THE FULL A—A TOP CHORD 1-2=-4234/1448,2-8=-2982)1035,3-8=2846/1059,3-9=-2846/1059,4-9=-2982/1035,45=4234/1448 LENGTH OF THE BOTTOM CHORD PER BOT CHORD 1.7=-1276/3854.6-7=-1276/3854,5-6=-1276/3854 SECTION A-A.CONNECT BLOCKING WITH WEBS 2-7=-1440/545,3.7=-363/984,4-7=1440/545 10d x 3-NAILS SPACED 6'oc ALONG 2x TRUSS EACH BOTTOM CHORD. BOT CHORD NOTES SECTION 1)Wind:ASCE 7-10;Vult=l lomph(3-second gust)Vasd=87mph;TCDL=3.0psf;BCDL=0.6psf;h=25ft;B=45ft;L=246;save=Oft;Cat II;Exp B;partially;MWFRS A-A (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Rep B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)The bottom chord dead load shown is sufficient only to cover the buss weight itself and does not allow for any additional load to be added to the bottom chord. 5)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6)This truss has been designed fora 10.0 psf bottom chord live load noncont with any other five loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable e of of withstanding 622 lb uplift at joint 1 and 622 lb uplift et joint 5. n 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/fR 1. f, 9)"Semi-rigid pflchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. `1 ��--+ LOAD CASE(S)Standard `-\\L, I ,.... 1.,trr. 7.111:r 0 0 �+ C> rs 11/03/13.. Digitally signed by:Terry L.Powell,P.E. 1 1 WARNING!-VERIFY DESIGN.PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. ;:„:--, Design valid Sr use with Mitch connectors This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building.designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to moor,stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer.:For general guidance --�� i�-- regarding fabrication, quality control,storage delivery erection and bracing consult ANSVTPI 1 Quality.Criteia,DS3-SO and BCSI 1 BLilding TRW c tilN Tyr'T1?1°ISS Component Safety Information available from Truss Rate Institute,583 D'Ono fiio Drive;Madison WI 53719 - - as rm t r 1 4D ,,,. J A W N . N m .‘3 _ g_ 0 m -0 N C C) A // pmt\ g.~ - ,' ° n D6 m N r ` �n Z C Q C o o 0 Z n /'%/ z a z O _ Tl m t_d! m r 2 m a. n SPAN Z -< o > m z Am > z �' T ® BLOCK -e erN ' (40' MAX.) y m p p z P! o '�mc y POST SPACING POST SPACING POST SPACING o D o In^o f SD mn > c A °'z' (14' MAX.) (14' MAX.) 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I m W 0 0 m .O rn m °a m Co ''4- O O tA 0 O W O 0 D a a 'n 'a °a a °a 'a 'a V • 'n 'a 'n 0 'n °n 'n 'n z 00 or or O0 00 co o0 o0 ao o • v0 o0 o0 or or 00 or 00 • m• mx m- m• m• m• m• m' m• m• m' m' m• m• m• 0 -0x -0x -0x -0x -0x -0x -0x -0x x x x x x x x x x A _ A r.-. A_. A- 0- A-. A-. •-. A A, A-• A-. A_. A„ A-• A-. A- A- 10 I m I m 1 m 1 0 1 m I m 1 0 Im O 1 0 I m 1 0 10 10 1 m 1 0 1m p O to to o It 0 to .D O O W O O Oi O O a n a a n a a a m 'a a 'a 'a •a 'a 06 06 06 o5 0 0 o. v o' 00 o o' . 3 op 05 0 0 03 op 0 0 op 0 C 01 m' m• m' m• m• m' m' m• m• m• m' m' m• m• m m' m• x L'd x Erd x T x x T x x T x T x T x T x T x T x T x t x T x T x T x 111111 1-'1 III 1:111" 1 EE '- 0 . 4 o o En o : • !NE!!nii!!l : o � :�.; l ! F L N i N. no.date item 'DIN �� 1 06/13 UPDATE TO 2012 IBC )I� T 2ABnif/E' #L `Z�Zr� own d GountrU FOOTING SCHEDULE C l L /J + PosT i2N1�BUIL:1NCS & MISC DETAILS o J€ .,,,,5D1� e,,,v7y -,_ FERM,$LT 110 MPH EXPOSURE B WIND auemy:Our future Depends tai It. PILE COPY • T ® 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 Draw North Arrow in Circle i 1O�Vn C011ntry. Everett:(425)258.4171•Puyallup:(253)840.9552 I I� ' POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 n g D e s i g n (.1) —� ` • ■�A . T ® FAX: (425)742-4378•800-824-9552 -If memo oeere a RMA •ILT Contractor's U .u:TOWNCPF099LT Quality:Our Future Depends On 1t.'" permabi8.com•facebook.com/permabitt r° �, PLfASE CHECK 4_' Wind MPH Rbll-up doors fit in Bays �O� ininnrori„...„11.11 &„ o ll-up doors will not hit Truss LS Wind Exposure qt 1 Roof Pitch 1 Eave Height Z( Snow Load //g Minimum Clearance FLOOR PLAN (DENIM) ,-"N/0 VES NO }(please circle) tt I /6 i iiii I III II v I ° " 0 - ,L-.)04 ' yFi.r6.1 v,.ow-- tr ( V_- Lit Qc Z'y 2.1t 11 .,t1 1Z 04 f" 4.2<G_.N R— l0 ��tiejkc� 1 �ct.�l.-� f t JeLt�f-co,t, 4.1,4 , ,'0-L.,-( - p. 0 ? , TLJ 4 r 1Ns�� Ir� haN l� btu ( crr/s fir', 2 Tlr �°t G t"+' p ee' -.(L_., Lk ti�-ea_ m 69 wc120-c_ Slclb. 1 ,. U v/,c a 4-u v- -r..,L-t_ (I 2.1 v,„F;-6-L _ _ _ _ _ . — _� • ai mi P i2 ' 12 ' 12 ' 1! I 2." Vn R.I 12.,c r= Y 1 ....n.,..._._.-._ 3._. ___1 -_ , . I iw Zu ' .x ?C- 4(. Nc (2-- v; ;.a ,) 4 . ' , x t� 1 W f � ci4cTt/ 1- fa671-.w1fi. Si-1 +- I - z'117 S i r r:d 1 1, 5-.1t.-1- C 11\1 fS 1 1 - OrtrS t D u;2 VW,�c2 r , r,?�F,2 4I . 0 r NL? w r — • r v 77' X ev'' - - - ,ea5i �, — ci2-ri (tit f...4.1 D ou t! 1444.424-- G e,_ N--., t.J j ' ? ' it f h/4 b 7i)vorin �1ti 1 c.J-1 . .c.� BUILDING ELEVATION /; q stomer has verified and approved the orientation of the building to the North and verifies that PP � '�f s specified in Paragraph B of the contract are shown on this drawing and vice versa.I IIIIII 11111 IIll IIII Customer Name: :„.,.....,,/, Lead#: 4/ '1 Customer Signature: 0 8 White-Customer Copy Canary-Office Copy 0 2012 Perma-Bilt®Industries FR-85 07/12 site Flan -Town &Count ® 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 Please Check After Doing Site Plan: ❑Septic and drainfield Q�Lot size ry Draw North Arrow in Circle POST FRAME BUILDINGS Everett:(425)258-4171 • Puyallup:(253)840-9552roperty dimensions 01 Sewer lines I .i' miosimomormmi e Administrative Headquarters: (425)743-1555 [V� N Q,8odieson of water FAX: (425)742.4378 •800-824-9552 Existing buildings Q$elbackS of proposed&existing buildings ©,$OdieS of water qtr o.,KK o,PERMABILT Contractors Lic.S:TOWNCPF099LT proposed building I Main road with name d�Floorplan 6/J Easements Quality:Our Future Depends On te."' Permabin.com•laaebook.comlpermal>ilt ��+��p��,^,�� Q�Access to proposed building ESlopes&Contou s 5'increments) Job Name: CA AO 0Z Job Site Addros: I & i Lit r-ifr /•6 j z 7 Q�I Legal Description: �N (1 p l e- L A Tax Account#: tt p III" e/J L,4T {alb-E: q,75 A< p)yr r='ir"'fF f.uiv:>%Y`2om--t,e-77iI,.i Nu 5.77jeicr'iL.G S 51-0 ' 'A %( -(- TP ---t 4.0 Tb A e- , D o W N'6er CUr-r, sPi,a so A c655;. 215° T i0 0r // •/ 61.E 4q .,.1. i TA ` V r • Ac 5s 144 w`E / r 07 j,�A Fri c .0 .------- S� �.r — %LU` ' _1 e ___________ 'f� 9,5/7 - 1 I ' :„..........7[.....1 r CZ- i Qe 1 [ 1 t 1>(20P0 Sir Ze'u3(. 51‘.1.610(r427) l.10 a.uwI (A 41)0, _-_ _Iii_ �� } I 0 I eewr\.P1 iZI I"L.gw L # & a yid YCdY:' k-• J 6Vf2 T 4-rousE ,�`` Li. ' _ GENE R F} o2 o v5E • • 11 Cre".‘I f (1,.., yGam, feat, „tom r' `_' 1 I DO NOT SIGN iNCOMP E SITE PLAN! ter., Customer has verifieq And approved the I o� b - mg,orientation-of the building to the North,and verifies that all Grid White-Customer Copy Plain White-Office Co r; utilities are shown 9n this drawing in t ,sbrre Id i . •�'" (/ CUSTOMER SIGNATURE I/ ! ,.(-_,/LEAD k 0 2012 Perma-Bilt®Industries FR-34 07/12 1111111111111111111 r • ® 16521 Highway 99,Suite C C.Lynnwood,WA 98037-3161 Town & Country Everett:(425)258-4171 •Puyallup:(253)840-9552 i POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 p��/� ® FAX: (425)742-4378.800-824-9552 BI LT Contractor's Lic.#:TOWNCPF099LT DIVISION OF • RMA permabilt.com•facebook.com/permabilt Quality: Our Future Depends On It."' DIRECTIONS TO SITE JOB NAME: SHIP TO ADDRESS: 11633 a- 41, L i 62-ti wO£nwk w'r q 8 37 `___,' t ' TELEPHONE #AT JOB DROP: 3�to °l72 66 012— Z •O-139-Zo/B THOMAS GUIDE Can a semis turn around at the job drop? �`L+1 Yes ❑No ❑Back-in Only ❑Other Can a two tonz get into the job drop? D�}'4es ❑No ❑Other Can a concrete truck get into the drop? Res ❑No ❑Other Will a 4 wheel drive vehicle be required for deliveries? DiYes I "No El Other Directions TI Lv\1 11914 73 �t /"b/ (I'll t-G�NE I i- So f ON U iM I( Ti) D A t?o!? j t✓t rT DN,c t)vu .p (-04i C le4), Lf 1=c Ww 7-6 74-0r SS i° Siel2viki / /dal 7b oiti4,4 DIRECTION H botti X/ r i�&) C b. 0 j t= —C Npy i / 1 'Truck Dimensions:65'long,8'wide, 121/2' high,and it weighs 35,000 lbs.empty. 2Truck Dimensions:30'long,8'wide, 121/2'high, and it weighs 18,000 lbs.empty. ©2012 Perma-Bill®Industries FR-35 07/12 11111111111111111111 �. Draw North Arrow in Circle � ,To .(`_ Comet ® 16521 Highway 99,Suite C•Lynnwood,WA 98037.3161 U i I lX 1. I'e Everett;(425)258.4171•Puyallup:(253)840.9552 u i I d D g n -�� POST FRAME BUILDINGS Administrative(425) Headquarters:.4171.P Puyallup: 253-1555 �t?�_ ` ® FAX: (425)742-4378•800-824-9552 7 wnercnvar ER GILT Contractor's Lie 4:TOWNCPF099LT Quality:Our Future Depends On IL'" permabilt.com•facebook.com/permabilt PLEASE CHECK 4.,,', ,_ / Wind MPH �(/�) / ter, 06M-up doors fit in Bays --, �`-�� / L7 oll-up doors will not hit Truss ___,/'o� Wind Exposure t `} !2 Roof Pitch I Eave Height ! -1 ` 2c. Snow Load Minimum Clearance ./ FLOOR PLAN (DEni111 �NO YES j(please circle) ,tl i - ry • r a I 1 i ic 34,/ / 1'--' & . I Effnirfiri 0:- c xc( ' VF 6.),,.lrc.t"~ F t ( ..2.- Li'- Dc' 2-` Y2t( 4 Iti t' . .. r' -)1A 7 ( T e,.;--? ; t.,' ]�,c. 01 e:e2 Gt.•I R- co p C't .Q i ;Dcv‘A--\ FackhaQ vIV ✓L , ,AL.[r; -.447- ri.-, To f' 4. t N s to l a h o-N i-1.\ btu' ( d rvs f o 1 G tZ 2 Ti ( r[ f �- P ' t (M,e{�(Z,, w1/4 -e�c � CBwCfIpA-e_ SL0.b, ' (d '. (;v/,[a.4A-uo— 'FT-,1.--L. 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