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BLD2015-00096 - 07 DESIGN
• TSE PROJE�R e ma 4"E D JOB#: ZlLj1�9� Amolms • Engineering • MAR 13 2015 BY: �./_i/A 12810 NE 178TH ST STE 218 7 U� ( �y WOODINVILLE,WA98072 A(425)481-6601 DATE: 03 JL�7s / DT �o �0 Job Name: Brockway %%St Site Address: 684 Seal Rock Road Brinnon,Washington 98320 II Jurisdiction: Jefferson County Job ID: Brockway V\ Design Specifications: 2012 IBC Building Type: Post-Frame Design Wind Speed(3 sec gust): 110 mph @ SD Level (91 Wind Exposure: C Roof Snow Loading: 30 psf Occupancy Category: I 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 REVIEwEDSPial Response Acceleration, Ss: 129 %g CODE COMPLIANCE Load Combinations: ASD Basic Building Design Parameters Roof DL: 3 psf Wall DL: 4 psf JEFFERSON COUNTY DCD BUILDING PLAN REVIEW ` � i� �gr;., . , � Nj APPROVED AS SUBMITTED �; 01' - '''-1, ''f il) ❑ APPROVED AS NOTED v 11 a ,, - ' ❑ REJEC 1 �N v�� �_\vJ t� 4, e1l9�c 1_ ,07, Date '�„ -eviewer AarAll ne'\ OiV[ � ' MAC 2 6 ` l2 rs". N, RIC' VCE: Piens are atsoroved err r Contact the Building Department any errors or om;a,icne. AD we at 379-4450 prior to making changes pass inspection in conformance, uri rit dr, or revisions to the approved plans all applicable codes and ragsia:ions. v 5.9.07 b „,,.... LL T ® 16521 Highway 99, C•Lynnwood,WA 98037-3161 lOWIl country Everett:(425)258-4171 •Puyallup:(253)840-9552 POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 ® FAX: (425)742-4378•800-824-9552 11— ' ERMA BI LT Contractor's Lic.#:TOWNCPF099LT - DIVISION OF permabilt.com•facebook.comipermab -� !7 r- Quality:Our Future Depends On It.T" DIRECTIONS TO SITE j\ JJ \' •• JOB NAME: B f-eay..4//-- c _4I,thlrtVal3PMEHT SHIP TO ADDRESS: (0 e`I S �°� � 614v►veu ,,414- qf./. 3� TELEPHONE#AT JOB DROP: 3w 757 /33'2 THOMAS GUIDE Can a semi' turn around at the job drop? ❑Yes ❑No lld Back-in Only ❑Other Can a two tone get into the job drop? i'YYess ❑No ❑Other Can a concrete truck get into the drop? LKYes El No ❑Other Will a 4 wheel drive vehicle be required for deliveries? ❑Yes No ❑Other Directions - '\ 62 v 0-6A/if 6D jr-al 9 ' D) /A / rrIL (7:4411- / k _ MPG'S' o/'✓ rN S pr ,d►N-l) VQv,rM DIRECTION / iay QvIL g7-viUl1u 'Truck Dimensions:65'long,8'wide, 121/2'high,and it weighs 35,000 lbs.empty. 2Truck Dimensions:30'long,8'wide, 12W high, and it weighs 18,000 lbs.empty. e®kg Pprp,a; INdpstrles � 5 q74 2.. 1 11 1111 1411 1111 11 11 I a iuwEl N.LOUrit 1bs't Highway 99,Suite C•Lynnwood,WA 98037.3161 Please Check After Doing Site Plan: []Septic and drainfield Everett(425)258.4171 •• Puyallup: 253 840-9552 .Pro er dimensions CJ!EIe size Draw North Arrow in Cu POST FRAME BUILDINGS t ) t ) _ P t1 3 Sewer lines ,Elevation of property ��i� m Administrative Headquarters: (425)743-1555 LI Existing buildings ID„Setbacks of proposed&existing buildings [��.Bodles of water ��._ FAx: (425)742-4378 800-824.9552 9 9 �_ o,vsaw o. ERMA BILT Contrdotor's Lic.4;70WNCPFOSSLT E7 Proposed building O'Main road with name dFloerplan Quality:Our Future Depends On IC."' permabi t.com • re cebook.corNperrnabi9 E'Easements of Er Access to proposed building i 7 Sloes&contours 'increments Job Name: Job Site Address: ,F v 'At-- '''''e3 ( � Legal Description:SEALRoe.‹LG7' Sl 5 SL/Csfi .&sr A -in lNGA! . °s'3z 0 Tax Account#: a,vr,y /93/e cm/6l jg 3// L lJGIN-' S iY 'Y / '- 3o ' Z.,ar 5 d;::e— . i.1`i r.. :: 6 - • ;5- res r •f m&- Co iti. rile el e77 dl# Tc c-J f tt.,E5 Sllal iniR 4 77044. l—ro riow m 4r4 725„, 9 o wri SPoLir5 re 5Pe A5(-1 t 'G_oc_g_S 0(2_ f ge L 3 eta /Pi E-rilict b -j415T11■1 la 101?641;1flu5 SL D G 5 : 2Se1 -1 i.,- INe,P'aS51.) .ifiljogizy rau5; 01_.:0 7, 720 ice' c-cc.ss'. 375" Zi 1 1 u u / f� �, ` CQMMJNl DEVELOPMENT r. / 1vEL1 / I SS -.1s�1.-.-�/J / _5 / ((r / 1z� i r c;` `, f ..\\ t ex, •, g_f./ c raiN �pD 57 a ',`E'kt' (5 t}N f. /ST�l��� tJ ° �� \ p HK 1(v x Z Ta I � 1 � r v� ,v�7 5N,c_g u 6 N P 6- y � W I /...,e 4-my filvg& TN.Fina .fEac KVE R N _y t 1 - ` ( t t co ,4 L. r-'c7c':4:. /C2--IN - 8' v t.ki >1' .-- ---- -) E—T--D ..j) .,..,..: .... Ail liv...,47: _. )„.. lifil o ~dam ;]1 • Vii, + 0\ IV r-0„el ,• 0"1 a Z� -y t7 lO NOT SIGN INCO PLETE SITE PLANT ' Iustomer has verlfle•and approved the Iocatiory dca he b lding,orientation of the building to the North,and verifies that all Grid White•Customer Copy Plain White•Office Copy - tifities are shown on this dray mg-ir1'the corre'tt) tiorr ' ' �,•r . :USTOMER SIGNATURE,/_/+ i .,y, ,-, r Y/ LEAD# ©2012 Perma-Bilt®Industries FR-34 07/12 I NIII II'll ID VI r 1 n i / — ` \ \ _ H / G \ H w A Z \ S \ \y .. g > PA r m py ` o ^j I 1 _ ° iv -- ' ----\ O G U R m0 O •j ll m I I > / ._, O b y }�b r m� O / ( ) , A b I o \ J/ yJ _ 11 a q I I / 0009° nw�a �/ 2 3" N. 0 3>� I U I I n � �u� I 11 , �A ' Z 1 �� I I d I<I I2I, 7...________I---' IY j c I^ Y u ,---- a l fY ( r '/„ •. •'\` i I _C RESERVE TRENCH ti r;1'4 c { ` I ' GX / 1`, ; ,' , xy ^ H� �� R I� �. 4„1 2 I \ ' i - \ r�•j• RI p1 r EASEMENT UNE PER SUAVE T! . Lk.- ` 60.08' I 6. P".- I - Ot-� . 120.16' �f� �`t �j-I �� 9 9 9 9 5 m DITCH 'f. �' ,700 ' ° 0 SEAL ROCK ROAD \ �� 0 ° - b5 ^ ao�b ^ FN.O° O 4 Y n 'sY+ nRV ^R Y vi AQnR n tha n I Q N Y A DE 4Y YO _ ��9 r 2aa RECEIVED 2,n N O P. 2 o JUL 24 2009 Q.8 Jefferson County • 9 1:a m Environmental Health 0 X n o 6 "RECORD DRAWING" o N T TAX PARCEL # 992-800-004 & 005 SOILS APPLICATION, INC. so p s o m 'i 863 CARLSBORC ROAD, SUITE A. q n v 83 SANDFILTER SYSTEM FOR SEQUIM, WA 98382 BROCKWAY PH(560)683-6500 FAX 060)883-5652 • • • I • site rian —ar• ` 16521 Highway 99,Sone C•Lynnwood,WA 98037.3161 P ase Check After Doing Site Plan: 0 Septic and drainfield LJ Lot size Draw Ninth Arrow in Circ TOWLl Co (253) Property property Everett: 425 258-4171 • Puyallup: 253 940.9552 ©©©©Pro ert dimensions ['�Sewer lines ,Elevation of POST FRAME BUILDINGS Administrative Head uaners: (425)743-1555 m 4 ( ) Existing buildings ©' etbacks of proposed&existing buildings odies of water ■iminamow1 FAX (425)742-4378 • 800-624-9552 [�Proposed building lJ Jvlain road with name L )•=foorplan IF e ,ro�a,PERMABILT Contractor's Lic.e:TOWrICPF099LT ry Quality:Our Future Depends On la. Otasements g Access to proposed building QSIo•es&Contours 'increments *. permabilt.com • facebook.coMpermabilt ,(����� t r - iT „�r�� > y., Job Name: A- Job Site Address: fI b tom'? i � �a Legal Description: 3' '• . .• ' Z"r77$F � 1• ` e ,. Tax Account#: 7! G is h Co 1 A`S/93/8 Ce v60rw..,E "s s /z/ I "r A L 3 3 t foci' TD.4idt 6.0 57/�LJ 77 m Ica L� 5�� - ,•Jo -To�y._f Pt. s STO(l,hWA7A 1-2, rLoW T 6 u tt, DmwNSPdrt 5,ro5P[. Ast't f3Lo`14S a(2- PRvsL rBe° ril crloic i . r 1 L D(. S : 2s414-4 Ae..ces5: Ind - OLrL : 72 ) iZ -G Ce.S S`,, 3.75- 2 • ii-priE. c7FAvE MAR 26 r 71.15 ;1 1 L_ .1 Jri LnJlii, COUiVTy . ""'t OF COMMUNITY DEVELOPMENT NFL F l P s3 P4Po , ` `/ t ` z� < r urn � / ex. A lox/ 7"c)') o ? `7,',. cD // 160 ' 19, 7D f , f\ .rte- D�/"°�� N ice:/ti'S► s P2oPo.6) Burt-r�cdUGv 1Lk u gh N Ala T eNGk � tS I+� P 'aPE "y •.. � ( /r,t~ Y (P0 -6 -rn 4Ad , i5"r1vi� gI it-Pits E, D i r .QE3e'/2VC F.F, 1 cn t �t 7+f l /70• /._ ----- --- -- eft L mac.Gk. /2-a• . �i. IP 4 l 1'=' - it J 10 NOT SIGN INCOMPLETE SITE PLANI ;ustomer has verified and approved the locatiory he building,orientation of the building to the North,and verifies that all Grid White•Customer Copy Plain White-Office Copy tilities are shown on this dr�a�yrt'�,giA'the correibt atiorpr,' .-; - :USTOMER SIGNATURFf2�'1' -s' '?./1 LEAD p /r ®2012 Perma-Bilte Industries FR-34 07/12 I I1111I111II1111 I J1 . 4 n — 5 ClVtl i 16121 nignxay aa,9ulte0•Lynn woof,we 99997 3151 Draw Nosh Ammv m Cade • 67FROld 2.01 Everett Iarte5e11iarlart lup:I7019os5`aR Building nanwsa.a..e,.ecrcnen:ply 70.,BBa Design �� • FAX(128171219]1•BOO 9949559 CaO.eoe.u urowncrrcoscr • Carla:Orr Nacre Dapsd.NI,- •emiailraOi•FI too mP.mlaaia PL ECPE-0K c O� rffl�,,,1 dh, Il ///^\\\ ol4up doors wlll not hit Truax !Wmd E�osare — ��Root Pitch _ Eave Height / Snow Load �f'Minlmum Clearance FLOOR PLAN [DENIM)'' YES NO IWeace circle) 1 11:11 I t4)!-____,------..__. ----.. ....„--7------i--- T I 4 P t 1 1<___ zr/ T f 3° >1 1 1"=-G` T-' m —t • IC IC' I -8- u' c x I a &" I Y o I o put.--r Fw02 2:OIC euvG. k I Po �icRFf 9 Fo(tn-r oH-r> c.A/ )2, • I s ir.A/2,n,k 2 1 I 10' Gar 2 V ' c I "__ Zf I c - t r,• I z . 2" t.F•1Y31 /la•/;F r. 1 ' h Z. MI 4i M CP C /I • 0 3.,(4, /'7CG ASS )0,,(Z '1 to!L 0.0t -al 1t_IkG. 1'73.7 LIJI NI BUILDING ELEVATION t J _, �.�. usl tOm 107'000 ed end ogroph B ofO hricnlatio t of tahowotdmg to t rowing nd vicei ers that all - iteauspecified in Paragraph B of tha wntrec[ale shown on this drawing avd vice verss _ 11p111111EEM 11111 ClueomerNeme: Lead#:e/i4z° Customer gignamre i�e-QUmmv COPY Cronyp®w Copy 02012 Perms-Ott®Industries FR-9507/12 • --- rige- PROJECT: Brockway PAGE 3 CLIENT: PermaBilt DESIGN BY: "gjo-1°®`-1"9 JOB NO.: 24217 DATE: 03/11/15 REVIEW BY: Wind Analysis for Low-rise Building,Based on ASCE 7-2010 INPUT DATA Exposure category 03,C or o,ASCE 7-1026.7.3) C WINO SURFACE FOR DESIGN Importance factor(ASCE 7-10 Table 1.5-2) Iw = 1.00 for all Category ,`�/� ��///��' Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor(ASCE 7-1026.8&Table 268-1) Kn = 1 Flat Building height to edge h = 10 ft Building height to ridge hr = 14 ft ' Building length L = 30 ft Building width B = 24 ft Effective area of components(or Solar Panel area) A = 50 ft2 I B DESIGN SUMMARY • Max horizontal force normal to building length,L,face = 6.72 kips,SD level(LRFD level),Typ. Max horizontal force normal to building length,B,face = 4.94 kips See Page 4 for Adjusted Wind Forces • ANALYSIS Velocity pressure qh=0.00256 Kh K,,Kd V2 = 22.38 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) = 0.85 Ka=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.86 h=mean roof height = 12.00 ft <60 ft,[Satisfactory] (ASCE 7-10 26.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS p=qh[(G Cnf)-(G Co)] where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). pm;N= 16 psf(ASCE 7-10 28.4.4) G CR r=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G CR;=product of gust effect factor and internal pressure coefficient.(Tab.28.11-1,Enclosed Building,page 258) = 0.18 or -0.16 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAXI MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 3.00 ft Net Pressures(pst),Basic Load Cases Roof angle e = 18.43 Roof angle 9 = 0.00 Surface Net Pressure with Net Pressure with GCR0 (+GCDI) (-GCRI) GC°r (+GC0) (-GC„) 1 0.52 7.53 15.59 -0.45 -14.10 -6.04 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11,41 3 -0.47 -14.51 -6.46 -0.37 -12.31 -4.25 4 -0.42 -13.32 -5.27 -0.45 -14.10 -6.04 5 0.40 4.92 12.98 6 -0.29 -10.52 -2.46 1E 0.78 13.43 21.49 -0.48 -14.77 -6.71 2E -1.07 -27.98 -19.92 -1.07 -27.98 -19.92 3E -0.67 -19.10 -11.04 -0.53 -15.89 -7.83 4E -0.62 -17.86 -9.80 -0.48 -14.77 -6.71 SE 0.61 9.62 17.68 6E -0.43 -13.65 -5.60 f } 2 22 2E 3E EE' 6 ✓S 4E , yr SE 5 REFERENCE CORNER / REFERENCE CORNER," WIND DIRECTION 20 WIND DIRECTION Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases nxoemvv- 2`/2 I7 rf.3& Zip Code = 98320 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.227 (Ss) 1.0 0.478 (S1) Period Maximum Sa (sec) (g) 0.2 1 .284 (Ss) 1.0 0.597 (S1) Period Minimum Sa (sec) (g) 0.2 1 .176 (Ss) 1.0 0.445 (S1) >' cL 0 0 111 • TSE Engineering Page: ''f LATERAL ANALYSIS Job ID: WIND Brockway 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= 6720 lbs. (non adjusted) PL= 4940 lbs. (non adjusted) hr= 14 ft. he= 10 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr-0.625 he)/hr](PT)(0.6) = 2232 lbs. Controls Longitudinal; VL= ([0.375 he+0.5(hr-he)]/[he+0.5(hr- he)]}(PL)(0.6) = 1420 lbs. Controls 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 = 24 ft. p= 1.3 Building Length = 30 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2160 lbs. W end walls = 912 lbs. W side walls = 900 lbs. SDS = 2/3 Ss = 0.860 Cs= SDS/(R/ I) = 0.344 SEISMIC BASE SHEAR: V= Cs W Transverse = 1053 lbs. , Longitudinal = 1057 lbs. SEISMIC DESIGN FORCES: VT= Cs Wt p 0.7= 958 lbs. ' ' VL= Cs WI p 0.7= 962 lbs. ;✓� n,A,]t `�' 141 Hid,w¢y pp,yyryg C•fymwotl,WAOB'J])]Ibt S Ms B aD : �+re'1+2A ZSS-9m•PU;(42,5 7/3-&O 8552 Building Draw North Arrow in Circle nmm�mm�„<ce.aewnm.:Hzs,wa,sss Des i g{{.�� I^/� mar . • . FAY:astoes 7334335.eroazlass] .^?1 C • mm.,monu,•a:rowecvr®scr J • R"°trtp Ou,,,,,,W,d•a,1e• oermseiSsem•Feceix..cenvserTWl w PL CHECK ®QQ ch II-udoors In in O1h �S Find MPH l' L-up tloors wlll not hlt Truss ��Exposure 1.0, /, Rao;Pitch IJ Mini um Cl '{e Snow Load M �sMinlmum Clearapc0• ' 11 FLOOR PLAN IDENl�f)M YES 01<ase circle) :.-../0 • '. -----fi • 1 1. i _ E • r 1,____„..„ ,i..< . 3,.___________>1 • . .. . . • . . • • . . • r. L4;ee,.. , ,,,yS tS ploa i..„, . . . • • .., c).... • . _,.... • IJ 1C 1U' I c . I d .6 tl • 1 . I w [7,tor fLUUd• L1(ln LUNG. �Jp/� I SL(Lek D/Fairm,, I o.t-n on/•• • f/''o��() 1 r D' GF4V V c 1 • — ' • z, I e I 2 v z r� �/31 /7 F f • I ry z• N • q. • •r M CD 3Jt1 /*C ..Sf )no / r-To1NL .'n W «t N6 G�1 fC :. W tl41) J BUILDING ELEVA '' Homer has verified and approved the orientation of the building and v at all n items specified in Paragraph B of the contract are shown on this drawing eoa vxe versa II'IIII'fl'I IIJIIHII Clstomer Name: �'Q /, Lead N:gi Zi'0 Customer Signature: J o a �i LSUwmv Copy Caoery-D®ce Copy 02012 Perms-nun IntlusMea F&BS DT/12 . - .-.._-„v.i"i,» t°r .r 'f f il/..._.—i—`:mot-- ij ii— .4._.. •,r,e.• AMIN TSE PROJECT: JOB#: • Engineering• BY: CTL 12930 N.E. Street Woodinville,,W WA 98072 2 A• (425) 481-6601 DATE: S ARtDISPLFlcE(nerdT OF Po6T-FRAME JL.716. Wrr4t o 46" Oft.N CrIvVALL IP Poor t5 CoNSP RED L RtG ),za. N cH `ARWAt.L, AT `_ \ 0PE-J 1N7WALL . cR _ - Eopmit.t. DISPU .E- ,aG,- 1/ e _ L – (TIM OSHGNko ----/[4:- e-.13L. ot2LamEoTs or sTpcNc,71' I — - ++R CPt1"r,,r, ) Pe� - 6 1 4: SS SiPE-WALL DIs-P-:el 6_ M;E''JT i.).04-, 71. ----------1 -1-¢ -I ' �' a+ k pLAw VtE d OF BLDG, _ --dt.6-1 "� 5Ho Wrtl DISPLACED 4, R&T rF= a F-Rom WIND ,', 2 L S$ Fo Rc c r p ) N o,Vv q L. TO b S r-DG, size. _, : = 1. /mows ÷ a / ) e.) wREp.a A 16 Dt5 FLAcE— Ui 144--07 or , L. G. AT rAV C Um TSE Engineering page: 7 SHEAR & DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN ENDWALL Job ID: Brockway Assumptions: Roof diaphragm is rigid Building has shearwalls on sides and one end Building rotates about its shear center SI DEW ALL B 1 SHEAR CENTER--N RIDGE "OPEN ENDWALL" A_ Note: "Open Endwall" is enclosed but without qualifying 1I P T 2 shearwall segments PLAN VIEW WITH GRIDS VT= 2232 lbs. GRID 1 V(shear on endwall) = 2232 lbs. Endwall Shearwall Length = 24 ft. (�o�✓$b iG W r(ti V (endwall) = 93 plf \ 163 p L Pe 4A1 r I Ap Oo sNz e (distance to shear center) = 13.24 ft. &d((3 Q (shear on each sidewall) = 1231 lbs. GRID A 0 Of Sidewall Shearwall Length = 30 ft. /, V (sidewall) = 41 plf GRID B Sidewall Shearwall Length = 20 ft. V (sidewall) = 62 plf SE (deflection of endwall) = 0.158 in. Ss(deflection of sidewall) = 0.153 in. d = 0.383 in. A= 0.541 in. A allowable per IBC Table 1604.3 = 0.996 in. O.K. Ratio A to H= 0.005 0 V W -J • TSE Engineering page:8 SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: Brockway Endwall Input: Results: A= 19.25 in2 8v H3 = 0.001 in. b 24 ft. E A b E = 1.3 x 106 psi en = 0.02 in. v H = 0.006 in. G = 1 1 x 106 psi G t H = 10 ft. t= 0.0135 in. 0.75 H en = 0.150 in. v (endwall) = 93 plf I = 0.158 in. Sidewall Input: Results: A= 19.25 in 2 8v H3 = 0.001 in. L(AV.)= 25 ft. E A L E = 1.3 x 106 psi en = 0.02 in. v H = 0.003 in. G = 11 x 106 psi Gt H = 10 ft. t= 0.0135 in. 0.75 H en = 0.150 in. v (sidewall) = 41 plf E = 0.153 in. s>4. 0 0 U4 1.10, • E PRO -PANEL II® . TC.rilXCAL REFEJRENCE ATTACHMENT DETAIL GENERAL INFORMATION /--1/4"-14 x 7/e'Stitch Screw(1'-0"a.c.) III.SIope / The minimum recommended slope for Pro-Panel li®roof 1/ ,--#9-15 Woodscrew panel is 3:1.2. .. ►Substructure Pro-Panel Ile is designed to be utilized over open structural framing,or a solid substrate. Tos avoid panel distortion,use V a properly aligned and uniform substructure. i ------ It-Coverage I I I Optional Pro-Panel 0 panels are available in a W rib height with a ! Profile coverage width of 36". ! i i Length ' -�'^ Minimum factory cut length is 6-0. Maximum. recommended panel 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.. Quantity and type of fastener must meet necessary loading FASTENING PATTERN and code receuirements: NOTE:All panels are subject to surface distortion due to improperly applied fasteners. Overdriven fasteners will /1/4"-14 x 7/e'Stitch Screw #9-15 Woodscrew cause stress and induce oil canning across the face of the (' / Y panel at or near the point ofatlabhment. Il i E I 1 1 I T O•Availability Finishes.Acrylic Coated Galvalume°or MS Colorfast45® Gauges:26ga and 29ga standard SECTION PROPERTIES ALLOWABLE UNIFORM LOADS PSF (3 or More Equal Spans) Width Yield Weight _ Top in Compression Bottom In Compression Inward Outward Ga. lin.l KSI PSF Ixx Sxx hoc 6,0i Load _ _ .._ Load In"/ft In a/ft In/ft ins/ft 2' 2.6' 3' 3.6• 4' 5' 2' l 2.6' 3' 3.6' 4' 6' 29 36" 80 0.71 0.0067 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 59 41 27 18 9 28 36" 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." lax and Smt 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 N fastener/support connection and panel weight is not considered. o 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. 4. Allowable loads do not include a 1/3 stress increase in uplift. o 5. Diaphram 306 plf average Ulitmate Shear Strength using the above fastening petteni on 2x supports located 2'on center per ASTM B455-04 r war liaa'/OW� 494 St(A1.33 ,=1O.4(3ora)(i.33): 1631p If CO Kent,WA 800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 866.640.7663 metal sales Temple TX 800.543.4415 Rock Island,IL 800.747.1206 Bay City,MI 888.777.7640 manufacturing corporation 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 Woodland,CA 800.759.6019 Orwigsburg,PA 800.544,2577 Fort Smith,AR 877 452 3915 Rogers,MN 600.3289316 Independence,MO 800.747.0012 Spokane,WA 800.572.6565 Fontana,CA 800.782.7953 www.metalsales.us.com - TSE page:r0 Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall Eave Height Post b Post d HF Post Fb Fc E(10)^6 10 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 10 24 0 3 30 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 12 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 3060 lbs. P 360 lbs. fc 159.0 psi fc 18.7 psi le 96 in. le 96 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FCE 1216 psi FCE 1216 psi c 0.8 c 0.8 k.1 1.04 k.1 1.04 k.2 0.83 k.2 0.83 Cp 0.54 Cp 0.54 Fc' 986 psi Fc' 986 psi M (in-span) 7594 in.-lbs. M (in-span) 10125 in.-Ibs. M (base) 13500 in.-lbs. M (base) 18000 in.-Ibs. S.Mod. 17.65 inA3 - S.Mod. 17.65 inA3 fb (in-span) 430 psi fb (in-span) 574 psi fb (base) 765 psi fb (base) 1020 psi Post CSI (in-span)= 0.33 Post CSI (in-span)= 0.41 Post CSI (base)= 0.65 Post CSI (base)= 0.73 sry . 6 fff'12- v6.9.07 i A g' S • TSE page: (1 Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall Eave Height Post b Post d HF Post Fb Fc E(10)^6 10 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 12 10 0 3 30 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 12 108 144 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S + 0.75W Loading: D + W P 1530 lbs. P 180 lbs. fc 79.5 psi fc 9.4 psi le 96 in. le 96 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FCE 1216 psi FCE 1216 psi c 0.8 c . 0.8 k.1 1.04 k.1 1.04 k.2 0.83 k.2 0.83 Cp 0.54 Cp 0.54 . Fc' 986 psi Fc' 986 psi M (in-span) 9113 in.-lbs. M (in-span) 12150 in.-lbs. M (base) 16200 in.-lbs. M (base) 21600 in.-Ibs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 516 psi fb (In-span) 689 psi fb (base) 918 psi fb (base) 1224 psi Post CSI (in-span)= 0.37 Post CSI (in-span)= 0.49 Post CSI (base)= 0.70 Post CSI (base)= 0.87 W 6 1f f L CL. 0 0 v 6.9.07 W J TSE Engineering Page: 1 z Ty'tee 51oe-w4 /! Post fool-1.g P= 3960 lbs Foundation Design 450 Diaphragm Restraint per 2012 IBC Section 1806.3& 1807.3 w H(ft)=10 Bay Width (ft)= 10 Wind Load (psf). 12.0 lw= 1 (� w(plf)= 120 Lateral Load Design: Post Diameter: 0.54 ft. o.o cu yd Foundation Depth: 5.5 ft. Constrained? Nonconstrained? YES Depth Required 5.4 ft. Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 3960 lbs Snow Load(psf) = 30 Foundation Diameter: 1.5 ft. Span +overhang(ft)= 24 • Foundation Area: 1.8 sf Bay width(ft)= 10 Bearing Allowable(Fbrg): 1500 psf Is= 1 Actual Bearing(fin)=P/A= 1401 psf Cs= 1 v 10.10.04-5.23.05 IA( It° it'vNqiCK x 64 Deep 0 0 w U. J TSE • Engineering Page: 13 ffPrci-( P= 1980 lbs Foundation Design 540 ♦ Diaphragm Restraint per 2012 IBC Section 1806.3 & 1807.3 w H(ft)=10 Bay Width (ft)= 12 Wind Load (psf)= 12.0 lw= 1 w(plf)= 144 Lateral Load Design: Post Diameter: 0.54 ft. 0.0 cu yd Foundation Depth: 5.75 ft. Constrained? Nonconstrained? YES Depth Required 5.8 ft. Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 1980 lbs Snow Load(psf) = 30 Foundation Diameter: 1.5 ft. Span + overhang(ft)=.10 Foundation Area: 1.8 sf Bay width(ft)= 12 Bearing Allowable(Fbrg): 1500 psf Is= 1 Actual Bearing(fbrg)=P/A= 701 psf Cs= 1 v 10.10.04-5.23.05 off rr s� H • r TSE Page: 1`i Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) IS L Roof (psf) 3 30 1.0 9.25 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 60.0 66.0 0 plf plf plf - RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 28 28 278 278 305 305 64 642 706 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 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 = 50 psi Brg.Lgth.= 0.042 ft. CL= 1.000 fb = 1120 psi GL Cv= N/A R= N/A A (DL) = 0.04 in. A (LL) = 0.37 in. A (TL) = 0.40 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv /Fv' = 0.58 L/ 304 for LL> U180 ok fb/Fb' = 0.77 L/ 276 for TL> L/120 ok >4 USE 2x6 HF#2 @ 24" oc Table 1604.3 0 U v 3.3.03 L J __ . t �. it • TSE Page: IS Engineering PF 30 C = 1.0 1= 1.0 trib width= 5 RAKE BEAM PD= 3 No,2ic1 EvipN41I J J, w J, I- I. T ? RA 1.92 I, 1.92 1 1.92 1 1.92 1.92 1.92 RB.[ L= 11.5 ft. INPUT: w(DL) pit 23 23 23 23 23 23 w(LL) pit 150 150 150 150 150 150 w(TL)TL pit 173 173 173 173 173 173 ( P (DL) ibs P (LL) Ibs P (TL) Ibs 0 0 0 0 0 RESULTS: RA(TL) = 995 lbs. RB(TL) = 995 lbs. VA(TL) = 995 Ibs.(max.) VB (TL)= 995 Ibs.(max) MA(TL) = 0 ft.Ibs. MA-B(TL) = 2860 tt.IbS.(max.) MB (TL)= 0 ft.Ibs. A(DL) = A(DL) = 0.032 in. A (DL) = A(LL) = A (LL) = 0.208 in. A (LL) = A (TL) = A(TL) = 0.240 in. A(TL) = BEAM PROPERTIES: MATERIAL Fb FN/ Fc(perp) E x 10^6 _ - Man uf.Lbr. Timber Dimen. Lbr. HF#2 850 150 405 1.3 psi psi psi psi �� 2X 12-F X 501$ b d A S I Brg.Lgth. Co 1.15 1.84 11.25 20.70 38.8 218.3 0.11 CH 1 in. in. in^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 60 psi fv = 60 psi fb = 884 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.35 fv/ Fv' = 0.35 fb/ Fb' = 0.90 RATIOS OF SPAN TO DEFLECTION: L/ 664 for LL L/ 575 for TL C) USE 2x12 HF#2 1- 14 v3.3.03 w/2x6 Ledger J r TSE Page: jb Engineering I Pr= 30 C5= 1.0 1= 1.0 trib width= 6.5 RAKE BEAM P0= 3 4v7-q fM• WO J J, w J, 1 .I. t t RA I RB 1.92 1.92 1.92 1.92 1.92 Ik 1.92 L= 11.5 ft. INPUT: w(DL) plf 28 28 28 28 28 28 w(LL) plf 195 195 195 195 195 195 w(TL) plf 223 223 223 223 223 223 P (DL) lbs P (LL) lbs P (TL) Ibs 0 0 0 0 0 RESULTS: RA(TL) = 1279 lbs. Re(TL) = 1279 lbs. VA(TL) = 1279 Ibs.(max) VB(TL)= 1279 lbs.(max.) MA(TL) = 0 ft.lbs. MA-B(TL)= 3678 tt.Ibs.(max.) MB (TL)= 0 ft.lbs. A(DL) = A(DL) = 0.042 in. A (DL) = A(LL) = A (LL) = 0.298 in. A (LL) = A(TL) = A(TL) = 0.340 in. A(TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10A6 _ - Man uf.Lbr. Timber Dimen. Lbr. HF#2 935 150 405 1.3 psi psi psi psi - b d A S I Bra.Lcth. CD t15 3 9.25 27.75 42.8 197.9 0.09 CH 1 in. in. in A2 in A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv = 60 psi fv = 60 psi fb= 1032 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/ Fv' = 0.35 fv/ Fv' = 0.35 fb/ Fb' = 0.96 w RATIOS OF SPAN TO DEFLECTION: L/ 463 for LL L/ 405 for TL ,, USE (2)-2x10 HF#2 „J v 3.3.03 �•�•! 3.1., TSE Engineering Page: /7 MECHANICAL CONNECTIONS Description of Connection: Truss Block Bolts INPUT: "WW" or "SS" or "B" Connector Main Member Side Member "WM" ? "DS" ? or"L" ? Diameter Bend Yield Specie Thickness Dowel Brq Thickness WW DS B 0.75 45 HF 3.5 4.8 1.5 in. ksi in. ksi in. 36 Parallel to Grain Loading Fern = 4.8 ksi RESULTS: Re= 1 Rt= 2.333333 YIELD MODE Im, Z= 3150 K(theta) = 1 p= N/A YIELD MODE Is, Z= 2700 ci = 4 C2= 2 YIELD MODE II, Z= N/A 03= 0 C4= YIELD MODE Illm, Z = N/A C5= 1.6 06= 1.6 YIELD MODE Ills, Z = 2191 k 1 = 0.782823 k 2 = 1.204761 YIELD MODE IV, Z = 2983 k 3 = 1.947457 k= 1.741464 Z = 2191 lbs. PIK TSE Engineering Page: f MULTIPLE BOLT CONNECTIONS Description of Connection: Truss Block Bolts PARALLEL TO GRAIN LOADING GEOMETRY FACTOR Bolt Diameter= 0.75 in. Bolts per Row= 2 Number of Rows= 1 CA Row Spacing = 3 in. >=1.5D, o.k. Edge Distance = 1.25 in. >=1.5D, o.k. Bolt Spacing = 6 in. >=3D o.k. 1.000 End Spacing = 6 in. >=3.5D, o.k. 1.000 T or C Connection ? T Co = 1.000 GROUP ACTION FACTOR Em = 1.4 x10A6 psi Am = 19.25 inA2 EmAm = 26950000 Es= 1.4 x10A6 psi As= 16.5 inA2 EsAs= 23100000 REA = 0.857143 y= 116913.4 u = 1.028198 m = 0.789051 Cg = 0.998 LOAD DURATION FACTOR Co = 1.15 PENETRATION DEPTH FACTOR p = N/A Cd = 1.000 TRUSS REACTION: Snow= 30 P= 3960 OK 1= 1 Cs= 1 0.79 Span= 24 DL= 3 Bay= 10 OH= 0 CONNECTION ALLOWABLE FORC Z ' = Z * Co * Cg * Co * Cd * Qty. 2191 1.000 0.998 1.15 1.000 2 ^ Allowable Z' = 5028 lbs. CL. (/5r (2) 3*�/ p4 rev)Eitx 0 ui f�u-s • Page 1 of 1 Job -- miss Truss Type Oly Ply 'PERMITTING/ STANDARD LOAD/ 12'0.C. • 8J503128 A01 FINK 1 1 Job Reference(optional) The Truss Company WA.OR TSE 7.600 s Oct 3 2014 MiTek Induseies,Inc. Fri Mar 06 12:53:10 2015 Page 1 ID:iNftSwZxghj yPSTyDWcrLTyVuEE-tYhZLS_gOxKD3eLBTFeMo1 Hlhzeb 7Vd7TzzVhzdcL7 6-7-14 I 12-0-0 17.4-2 24-0-0 6-7-14 5-4-2 5-4-2 6-7-14 Scale=1:38.5 5x6= 3 4.00 12 ii 2x4 9 1024- sloe/2 1 5 elle � BI �� 11L `, b y. ii 8 7 6 1E21 4x12% 4,6= 5x6= 4x6= 4,12 8-$-0 I 166-12 I 24-0-0 I 8-5.4 71-8 _.. 8-5i._-_____ Plate Offsets(X,Y)-11:0-3-13.0-2-81,[5:0.3-13.0-2$1 - LOADING(psf) SPACING- 5-0-0 CSI. DEFL. in (bc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.22 6-8 >999 240 M120 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.67 Vert(TL) -0.38 6-8 >742 180 TCDL 8.0 Rep Stress leer NO WB 0.56 How(TL) 0.11 5 n/a n/a BCLL 0.0 • Code IBC2012/TPI2007 (Matrix) Weight:126 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x6 DF 5S TOP CHORD 2-0-0 oc purlins(2-7-12 max.). BOT CHORD 2x6 DF SS BOT CHORD 6-11-0 oc bracing:1.5 WEBS 2x4 DF Stud CONTINUOUS IF ACTUAL SPACING OF TRUSS IS 2x6 BLOCKING REACTIONS.(10/size) 1=2648/0-5-8 (min.0-2-13),5=2648/0-5-8 (min.0-2-13) EACH SIDE OF SPACED 10'-0*THE SPACING EACH SIDE OF 6z POST),THE SPACING 10d NAIL Max HOR 1=108(LC 9) OF THE BOTTOM CHORD LATERAL (TYPICAL) Max Uplift1=-695(LC 10),5=695(LC 10) BRACING MAY BE INCREASED TO 12'-0- � onPROVIDEDCONTIN000S2x6 ri_ri FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BLOCKING IS USED ALONG THE FULL ht=bt TOP CHORD 1-2=-6177/1687,2-9=5371/1459,3-9=-5341/1496,3-10=5341/1496,4-10=5371/1459,4-5=-6178/1687 LENGTH OF THE BOTTOM CHORD PER Wi� BOT CHORD 1-8=-1468/5700.7.8=439/3901,6.7=439/3901,5-6=-1468/5700 SECTION A-A.CONNECT BLOCKING WITH WEBS 2-8=-1356/584.3-8=-363/1730,3-0=363/1730,45=-1356/584 10d a 3-NAILS SPACED 6"or ALONG 2x TRUSS EACH BOTTOM CHORD. GOT CHOR. NOTES- SECTION 1)Wind:ASCE 7-10:Vult=l lOmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.2psf;h=25$B=45ft;L=24fl;eave=4ft;Cat.II;Exp C;partially;MWFRS cx (! r( (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1,60 ///���� �u/ C� 2)TCLL:ASCE 7-10;P1==30.0 est(Oat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 (�. p 3)Unbalanced snow loads have been considered for this design. 1 r� LLL 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. lr= I, ` 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betvesen l' chord and any other members. (, �1 ''.\ 1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)1=695,5=695. 6 LQ 15 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ) "-.\1 \1 mi 8)"Se -rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. �' 1, rv1 LOAD CASE(S)Standard . . .,,;,r fj�1El0 PIW ,cep Po ►A MAR\---2 6 c015 *-t� ' $ > A. Lf o6Nri r I (>- y )EFfERSG 7d pcPT.OECOMMUtei° VElOPMENI 19v59 . c� I. 106%*. 3/00+�715 Digitally signed by:Terry L.Powell,Pi'rt a' °w !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. .,,; Design valid for use with Mitek 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. q Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure 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 regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/CPI 1 Quality Criteria,DSB-$9 and BCSI 1 Building a Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719 y he i R V a71Sc©.INC. 1 if 4100 /, .. ,m A W N N O m o N m O C - C m N m C A A Z C 0 o HO 0 CO E d x O < C O< T r a Z n __ SPAN m a o m ; I BLOCK Ilii (40' MAX.) 0 > a pi n i O $ POST SPACING POST SPACING POST SPACING o I En ® m (14' MAX.) 04' MAX.) 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PERMABILT 110 MPH EXPOSURE C WIND 0Pdate 06/07/13 \/ e,f1,SPs^ Quality: Our Future Depends T It.^ —�mQWn }� Ei16521 Highway 99,Suite C•Lynnwoetl,WA 96037.3161 Draw North Arrow in Circle__�ttt.r� "7— Everett:(425J 258-4171•Puyallup:(253)840-9552 ST ME BS ' st Headquarters: (425)743-1555 Building Design A�_ Con (actor ie.e.T•800-824-9652 NCPF0 9 LT V omevra ERMA BI LT Contractor's Lit.N:TOWNCPF099LT �� Quality:Our Future Depends On fen.' permabitt.com•fatellook.com/perrnabia PL SE CHECK Wind MPH ,,00� II-up doors fit in Bays �1 / II-up doors will not hit Truss �%� Wind Exposure 74. Roof Pitch Eave Height "To Snow Load /_ 'P Minimum Clearance FLOOR PLAN DENIM YES 4 (please circle) I t'_ /i.) q ) ) - - r' tee` T '_".. _w_._._._. I T ,, , )� I si. , F'.' ' '' '2 k - > 30 . ` y1:3tot • • rE cC / tt• D a J . * 1 n MAR 2 6 2015 j I s I Li F ,�„Z f n„ 71 it I JEFFERSON COUNTY , I ■ (� � DEPT.OF COMMUNITY DEVELOPMENT c t -- f-- Z t I -- K i i/ r- 1 .-C ft- 4 I a 47...,c., ACe6',S it n t voc,Z toi 1.-_L6 ';F„ ._ h.6 I'4i) BUILDING ELEVATION ustomer has verified and approved the orientation of the building to the North and verifies that all ref �” items specified in Paragraph B of the contract are shown on this drawing and vice versa. l llllll lllll llll llll , , ,Customer Name: /J i s. Lead#: es e)2 U Customer Signature: o 8 ” . "), .; rte-Customer Copy Canary-Office Copy 0 2012 Perma-Bilt®Industries FR-85 07/12 • j .., ...„ . , . ,,,.... ,,),4- (,,. r,,,._•• X.., • — ■ *-- --, • i L ' ._.T''''..: V 4,—• —41 i 7 ' . ri ._ ........,... ___ ..........,--_ _ - +__ ......_... _ ...._::, ... , ,_, , ---2 ri i 4 I I,.. .... . i .., ! ‘ i IL_ 1 .4,-T3— 0 t...... ,.....„,. rl -...............................—..L... .„.t,......„.... v ,.. L....di ' . . 4 . BUILDING ELEVATION 1 customer has verified and approved the orientation of the building to the North and verifies that all ' 1 i items specified in Paragraph B of the contract are shown on this drawing and vice versa. 1 Lead#: ::,' ,,I i..., Customer Signature: i _, .,Sillgrie--Customer Copy Canary-Office Copy ©2012 Perma-Bilt®Industries FR-85 07/12 I '