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HomeMy WebLinkAbout17425 81ST DR NE_BLD20090008_2026 _INSPECTION REPORT Permit No.: o!j vc,0s Lot #: Address: f -7 'i 2-�- E i ©,z Contractor: Owner: R-A A v- Date: 3— (o- of ;7PPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. au- -a C4,xd-t:�- x i� Inspector: Date: 9-16 -09 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in G Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: NSPEC ON REPORT Permit No.: Lot #: Address: 1 7V 2S F/Sf fee ME- Contractor: Owner: ulki,P KA Y Date: :FwLAPPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: Date: -2-'2-'1-0 9 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation IK-Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: y INSPECTION REPORT • Permit No.: D 7 OGa8 Lot#: -,'�3 Address: Contractor: Owner: 4Ga Date: :2 - Z�?V_ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. 1.01 Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry Drainage ❑ Insulation ❑ Other: a'`?��� -INSPECTION REPORT • Permit No.: Lot#: Address: Contractor: Rcyar� Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. O 11cli rh ,-Viol Pp/ r iy tiro Inspector: Date• TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry Drainage ❑ Insulation ❑ Other: INSPECTION REPORT r� y7 A Permit No.: r9-000F Lot #: Address: l 71-0-.7 - F5-/ 5'L/?r Contractor: c-/•, • , Owner:_ cr A ern Date: "//"6� APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: Date: v2-fJ o9 TYPE OF INSPECTION REQUESTED ❑ Under-floor ? ieg, ❑ Gas Piping J Footing ❑ Drywall, Nailing ❑ Consultation Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: City of Arlington Community Development Building Division 238 N Olympic Ave. Arlington, WA 98223 360-403-3551, fax 360-403-3447 Certificate of Compliance Permit type: Building Permit#: BLD20090008 Issued: 02/06/09 Regarding: 17425 81ST DR NE This certificate issued to: Jim Rankin This certifies that the following addition to the premises indicated above conforms substantially to the approved plans and specifications heretofore filed in this office as it pertains to the application submitted, pursuant to which the permit was issued and appears to conform to all of the requirements of the applicable provisions of the law. This certificate of compliance is issued for: 384 sq. ft. Shop Building Dated this 10 day of April 12009 zle�llz we�l Building Official r D ignee r.: --1 CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3421 Permit#: BLD20090008 BUILDING Project Address: 17425 81ST DR NE, ARLINGTON Parcel No: 01040900002300 PROPERTY OWNER APPLICANT CONTRACTOR RANKIN JIM RANKIN JIM TUFF SHED 17428 81 ST DR NE 17428 81 ST DR NE 17500 WEST VALLEY HIGHWAY ARLINGTON,WA 98223 ARLINGTON,WA 98223 TUKWILA,WA 98188 Phone:360 403-3601 Phone:360 403-3601 LICENSE#: EXP: Email Email: PLUMBING O. MECHANICAL CONTRACTOR Lick i l Lick 1 p i 1 � SHOP 384 SQ.FT. VALUATION: $14,484 PERMIT TYPE:Residential PERMIT GROUP:Accessory Structure/Gazebo/Shed/Greenhouse NUMBER OF STORIES:0 TYPE OF CONSTRUCTION:V-B NUMBER OF DWELLING UNITS:0 OCCUPANT GROUP:U CODE:2006 OCCUPANT LOAD: 1 BASEMENT:0 1ST FLOOR:0 2ND FLOOR:0 I BASEMENT:0 1 ST FLOOR:0 2ND FLOOR:0 3RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 13RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 FRONT1 RE UIRED: PROPOSED: RE UIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:0 PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: PERNUT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Print Name Datb Release By to ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBC109/IBC110/IRC110. ARCHIVE APPLICANT ASSESSOR OTHER BLD20090008 CONDITIONS • None PERMIT FEES Date Description I ee .kmount ['aid Balance Due 2/3/2009 C-Building Permit Fee $305.50 $0.00 $305.50 2/3/2009 C-Building Plan Review Fee $199.00 $0.00 $199.00 2/3/2009 C-State Building Code Surcharge $4.50 $0.00 $4.50 Total Due: $509.00 $0.00 $509.00 INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. CALL FOR INSPLCTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. None i :. i 01o4 � �t�oo �.3�0 L, EGjN : 5 '�.�T (z o va - S� DaGw oil M Kt>,OVlS fb1.�r 000 t 00 l_o-c VA00Sc-- (006 sT l�3G rt�v� -7 4-4- = t-� °I° 0/0 ,��irJ ~ pO�,J N S PO J T S PA J T� 'T'� I d x•}:� PErttro�,-r�� p�PE ADD 4!Xq-'QuAe�t SPa1.1, PAT'C p C-%A C-b DST A l ��w W 6 I T449s , o 6s/ oO _ fob ,l -aee 1 10 vT►yrC`� \ r ,, G ASE*A 3o G ��� ` l 3Z, RECEIVED ZZ,301 JAN 2 8 2009 N ' - COA PERMIT CENTER MIN. 4" PERFORATED PIPE ROOF INFILTRATION TRENCH DRAIN ------------------------- ------ I I I I I ----------------------------------- YARD DRAIN TU�DON PLAN VIEW SOLID PIPE ORR"T D SECTIONELBOW ROOF DRAIN GEOTEXTILE ON ► A TOP AND SIDES 4" PERFORATED PIPE 6" MIN 4" TEE �- . . . . . ----0.007.^. . 2' MIN WASHED ROCKIty,my W- 4- 1 MIN PLUG WITH 1/2- 1' MIN 3/4"-1 1/2" 1' MIN CENTERED HOLE ----------------- YARD DRAIN OR CB FINE MESH SUMP W/SOLID LID SCREEN 3' MIN MAX 100' 10' MIN -� ►A HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1,000 SQUARE FEET OF ROOF AREA BASED MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING I PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN 3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF LOAM 190 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2 WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. �MVM BY OLIVE DEPARTMENT OF PUBLIC WORKS *IN DATE °'/30/200° STANDARD PLANS STANNUMBERETAIL RESIDENTIAL INFILTRATION TRENCH SD- 14 - 1 I c GLE I Eagle Metal 1 Truss: 04010524 2006IBC 2711 LBJ Freeway JobName: 16F110C OVAL. Suite 140 Date: 02/27/08 03:21 PM M Tm Page: Iof2eBuildT^+System Dallas,TX 75234 g Versi on:4.02 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 4/12 10 0-10-8 0-10-8 0-0-0 0-0-0 1 24in 52lbs 32-0 1 -9.0 0.1081 4.4.74 ffi742 8.7-2 4-4.14 010${ r— 4-4-14 6-0-0 11-7-2 16-0-0 'h } �� : a>�. 221 / •\' 24 4 12 / // 12 4 t7 (V t7 T 4xl 0 \ / +\�. 4xj0- �•' 3x78- 3 - 0-0-0 0-0-0 �— 5-7-4 4-9-6 1 5-74 1 5-7-4 104-12 16-0-0 Loading General CSI Summary Deflection L/ (100 Allowed Load (ps0 Bldg Code: IBC 2006/ TC: 0.93(1-2) Vert IL: 0.36 in L/512 (6-7) L/180 TCLL: 105 TPI 1-2002 BC: 0,98(7-1) Vert LL: 0.3 in L/618 (6-7) L/240 TCDL: ]0 Rep Mbr Increase:Yes Web: 0.25(3-7) Horz TL: 0.11 in 5 BCLL: 0 D.O.L.: 115% /J / BCDL: 10 Simplified 19pk0fxtr Oltrx,Y,M CS3,1•1541 a003-HAS) X114 404 1, .1 Id 0 i 0 0 Reaction Summary �lveN B �n IP 'type BrgConbo Rr)t1YAh Max React hinxGmvUplif MaxMWFRSUpliR Mn71C&CUplil Max Uphill Max Hair. V 'T 1 Pin(Wall) 1 3 5 in 2,201 Ibs -85 Ibs -488lbs -488lbs 7lbs o ti WA AS 0 5 HRoll(Wall) 1 3.5 in 2,201 Ibs -85lbs -488lbs -488lbs ��ti �• o Bearing enh ancers may be required at the following bearings: Brg# BrgArca Rqd Brg Area Rqd Tluss Width ♦ •)Q' ] 5.25 in^2 5.44 in^2 1.55 in .a •J� 5 5.25 in^2 5.44 in^2 1.55 in Material Summary Bracing Summary TC HF#2 2 x 4 TC Bracing: Sheathed r BC HF#2 2x 4 BCBracing: Sheathed orpurlinsat 72"OC,Purl in design by Others Webs HF#2 2x 4 + - Loads Summary 4'4 n 1)This truss has been designed for the effects ofwind loads in accordance with ASCE7-05 wi th the following user defined input: I]0 mph,Exposure C,Enclosed,Gablal-lip, Building Category 11(I=1.00),Overall Bldg Dims 25 ft x 60 ft,h=15 11,Encl Zone Truss,Both end webs considered.DOL=1.33 ;'•Y"' 2)Minimum storage attic loading has been applied in accordance wi Ih IBC 1607.1 EXPIRE;S Member Forces Summary Tab lendeI,sMcmbrID,m CSLIStress,maxax;alfoI-.na Pr.f—Ifdille=FrrnImaxmnI I'm e) �� ~ TC 11 0 170 61 Its 2J 0 815 -4,073 IN 45 0.930 A,751 Ib, 1.2 111811 7SI Ilw }.3 0,915 •LW3Itr 5-9 0170 r4 Ih; 13C S< u.Jat 41)Vt. •7740. I•. 1108 z9z2It, •4.'9I 7.1 0581 4,Y)99. 1.77d11. w'q. A7 11 U2 •L@Tllw f•7 0,250 dM1111tt -220t111 3-6 I)M 1.190 Lt. .22011x)db 11.112 -Ve711w Plate:4xl0- Plate:2x4\ 2 Plate:44- 3 Pla • / A T In —5-3-204 An91e:0 deg g1e:45 deg Angle:0 d g Mgle:45 de "Mor-1 .V MU JAN 2 8 2009 nrar;alt.aa. abJlbnwmidrWalbr<mum+mr.n nn.m9.nw.mrl.b.:tnalwtbnp<,nn.¢nll.n.aa1 nnn..,lm.I•r•,oautn..rnn„rJHlerm.lx.r.l..n K. 1., dc Eagle Metal .m rmd�J,W y bjoyiar —d wiW.cmrr.)auL.mnlrn m-4,4l7 rW 11..nrupm Ibmm.madull M1v.urfdMlhhddrylAtp<r II.Iw,i1JrWJ<upnrr lull n'.a.IrvJnp nut trn nni�.r rannbrnwrl WlllliadNpn .aatur.<u<dr mrlllmlmlrsb.pra.plirWM 4{'/crbk l•.IMldrylade.l'rre,vr<ImabeJ.Julll•<LIaJI+IvaNM lbe nvf..lb..JnnIWIrJnd1.n11abrJ,unleaaUumana.eJ nnn ry,•A.uo nk+Iremt.unvvtA uSnu6ul pvev 271[I,BJFreeway,Sw1e 160 ao�.m.lumlyurcdwe Wa4wp lapl ll l.er.wl.Ja lrbnlluWWrup......e Dnllas,TX 75234 Icmrn.Inmtly..n N•..cmrr.romaamumcrm lmd.prulatW.IWd.pllwd.ern Inn b<•na<dulbrtnn..+m.ny 1..< )r..n.bd lv W.atal wtb um nw raen l.....dJ.m,w lualvr mml.n.el..lro.0 lv la.ole..r nam.d4brcdim.wuramxd aMwslll Nll)('.wwvty pl.Ya bdlbo nrmu6curWb P.yda Mdal l'n+dxn lC WIOMn IINa aWl lwrl{'tN mbWlls.d hm.tt<Jllmt ILm,boa..m aac lout m6hnla4 lr VB IANa)mlirh Jull run pudYl b Iw tidr lr.plb i W Isre dull A•rrwJ+d mPin1.W'a tiu+il i..aanWev wnb W anent.mhml t II ILgn.vu n.,.AyWe nwk.F u n tc Ivw.Jul rmv+bl n)Ln.r.nn..n. IIn nut m d,l.Jnn mp ladm<.gttn.a< ..I Ir•(uvnul erylimuriq mnrnlvlaa.daA by htu n.nt•.unl,bip•+Iva IM mrnbltl'aW u.ado.aavrtvoW kv.m lurl.du lvulJuphupi l.6c ral•nvl.be•ddx MJury J.ipa,ncrANhrlll l.'u?7l1alaa7 2, vov� 1 ,. Eagle Metal Truss: 04010524_2006IBC 2711 LBJ Freeway JobName: 16F110C M E T A L- Suite 140 Date: 02/27/08 03:21 PM TrueBuildTA1 System Dallas,TX 75234 Page: 2 of 2 Version:4.02 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 4/12 10 0-10-8 0-10-8 0-0-0 0-0-0 l 24in 52 lbs 32.0 Plate 4x10- ` Plate US- 6 Plate 3x8- 7 m do Angle:0 deg jot--5.3y4 Angle.0 deg Angle:0 deg Notes: 3)When this truss has been chosm for quality assurance inspectiorl,the Plate PI acement Method per TPI 1-2002/A3.2 shall beused \..q d+t.dope,All bnhmmdnd b+Ara+¢TrntwYl+sic Tt+dnginlrcnuu►.W/bitSn�.vinpun+G+nnU f+nhsd m.puufiwp.ryaciJg16y 147"mwl/oiryw mJpal:.maJm.¢w4nccutA f1'1:11WSYrIIne 1YM11 N's Eagle Meta J'api uw+duJ.N.m�mc,binvi.n�mrd Fu lAc ucmrr�nfmm+:m pnwidudy lMTm.Ihdppa 1]nKu,icm dr116c+wind 1p+Lr WiWnp JNpnu+.rYEnJ,AnpJe:ry,m dWin,aw lwJnr alpm.uanfp Muu atpmro+lrnN..4np inn+.uezcudc n+iuiwu+x AuAup rcM�u,J In Spicabb lcul lodAnpuwlcc l'umf.eW.w clunM dw116[Wodlytaedb,+knuf wllan+d�uatlr,RJwu1}.+ucl.J,+IrrulM.Iswt.J l4.aryl.h..n wli.htnl+um+n uf+.An,dultnn, 2711 LBJ Fr cc vay,Swlc 160 «n0wp,l.aml?t+udrewu:lnr loypu ni.nn wwnu,IW+J lusjpewulpc.wool t�m4nP dulpb.n:y nl:sA+.by rdnn Acnr blll:U'ro Ai+n wmwufnl+mwlwnllinpud oa14n tk=,ppl/kw,t—o rapt of uorprciMl dl Dellas,'D(75234 p.mcacnnb+svq wln f2acl'<.w<nbtimcd cmnn.+ml.rA.pmtu.+Iw,lM dop�I.wN.h.Iluq ba+ppOoJ tlbe m�nanx++bu 'frvwo.A.lhMw4nl x�M1 gum f.w m.+.am+u.u�d�tnupe I.uinla m��mroucNaa doll l.l•r...brat Is.+Iernn.l.nvnn.wf..n�.,l..t.rn nlrou)trcrcn,.prtcfidllrc.mnufcunol lq l:.pla M1/ad l'nd,sa/f`'JIIW)1 nnm.Irl Fe.pl/:J mM1np lass.of lunalesdi l.n,t ILIu•Lmmun..0 l.al w�nA.impA v...lwlelmp.m dnn+rin.+l�lA,hrpwrmoplA TwN•odnnlce«.anvJ.nl.:Nu,Jc.pb,edinsr,nJ.ncununbea.+ml,..nn�dln nn�w.wn..wwlntemwtnponllbrpn,cAAd+o+.,n+nlan.+.np\.++, IAr=.l.nlhwJnn.npiwAmc.repusun .+mda d'•+•l uwnu;nA coN•nl.in nanA A.fn pu.,mpcnnu Jeipn,trv. I t sr a.l+/h.n•1 uc dit,c.nlvnmf 4.nny punrnlu tmldiwpdcwp.,h tl�n.d+Au tw+Jnp dniryw.p.•rntisl�rn tnw�i ctnp,.1 E GLE Eagle Metal Truss: 04010524 2006IBC 2711 LBJ Freeway Job Name: 16F110C SWOON gltiTAt Suite 140 Date: 02/27/08 03:21 PM TmeBmIdTm System Dallas,TX 75234 Page: 1 of 1 Version:4.02 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRDFT/PLY 16-0-0 4/12 10 0-10-8 0-10-8 1 24in 52lbs 32.0 1 ,9 f 0-10 4—74 3.7 2 , ]2 44-14 4148 44-14 6-0-0 11-7-2 16-0-0 �1 4�6- 2x24\ 2x44/ u 4 12 9 4 10. 7 A US• 3x8- 0-0-0 0-0-0 5-7-4 i 4-9-8 5-74 5-74 104-12 16-0-0 Heel to Peak Overal Truss Height Overhang Rake Distance Left Right 3-3-3 Left Right 8-6-8 "-s 0-11-1 0-11-1 Plates Notes BUT Loads Q►y Sze Qty Sias 'fop Chords: 13.33 TOLL 105.0 psf 40 2x4 40 Us Bottom Chords: 10.67 TCDL: 10.0 psf 20 4x6 40 4x10 Webs: 8.00 BCLL 0.0psf Non Struclurnlc 0.00 BCDL: 10.0 psf Tl OL: 9-5-7 T2 OL: 9-5-7 Bi OL: 16-0-0 _ 14-4-6 71.6/ 9-4-4 1 71.6/ 71.6/ 9-4-4 v 71.6/ 18.9/ 15-3-0 0.a\ 9 901 16-0-0 01 (10) 2 X 4 HF #2-10' (10) 2 X 4 HF #2-10' (10) 2 X 4 HF #2-16' Bl 0-9-12 B1 0-9-12 W1,W4 OL: 1-9-3 SCARF: 0-10-4 _- _ 3-4 SCARF: 0-10-4 3-4 1-5-11 45\ BUTT: 0-0-4 �0-4 SFAT: 0-0-4 0-4� 63.4/ 1-5-5 45/ 1-7-7 (20) 2 X 4 HF #2-2' W2,W3 OL: 3-4-11 3-1-3 a5/ 45\ 3-4-11 — 26.6\ - 2-11 7 �45/ (20) 2 X 4 HF #2-4' �� Eagle Metal Truss: 04010524E 2006IBC 1Lr 2711 LBJ Freeway JobName: 161`110C M E T A L Suite 140 Date: 02/27/08 03:22 PM TrueBuild—System Dallas,TX 75234 Page: I of 2 Version:4.02 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 4/12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 49 lbs 31.3 17.9-0 Q 1Q 8 8.0.0 8-0-0 0 10 6 ------_~—— 8-0 0 16-0-0 4x6- 4 3 ` 5 N2 411 2 x ` 1214 n M � 7 N A 3x4- ` 3 x4- 0-0-0 o-o-o t 16-0-0 1 16-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: IBC 2006/ Y'C: 0,66(6-7) Vert TL: 001 in L/999 (7-8) L/180 TCLL: 105 TPI 1-2002 BC: 0.19(7-8) Vert LL: 0 in L/999 (7-7) L/240 TCDL: 10 Rep Mbr In crease:No Web: 0,13(2-12) Horz TL: 0in 7 BCLL: 0 D.O.L.: 115 BCDL: 10 Matrix 'q!N BI I'In1;de1'r O'IXY-A.W 1N- ,bL11) (40o1)1.0) 0414,2-101 G Ok W kSy/ 0 Reaction Summary JT Iv PC BrUCombo Bl Wlddh Maxltcract Ave Rewl MaxGmvU lit MaxMWFRsU lia MaxC&Cll lit Max U 'n MaxHoriz I Ci�lWntioas 1 813 Its 275 plf -59lbs 2241bs -2241bs 7lbs i d� Material Summary Bracing Summary ., TIC HF#22x4 TCBracing: Sheathed or purlinsat 6.3-0,Purlin design by Others r ' f BC HF#2 2 x 4 BC Brxing: Sheathed or purlins at 72"OC,Purl in design by Others ` '- r,,�('.•... 9 Webs HF Stud 2 x 4 Loads Summary 1)'Ibis lrlsshas beendesigned forthe effects ofwind loads in accordance with ASCE7-05 with the following user definedinput: IlOmph,Exposwe C,Enclsed,Gable/Hip, I'h��•� Building Category II(I=1.00),Overall Bldg Dims 25 ft x 60 fl;h=15 ft,End Zone Truss,Both end webs considered.DOL=1.33 7;.:'�4V•1!L L• 2)Minimum storage attic loading has been applied in accordance with IBC 1607.1 Member Forces Summary Tablendicecstv-bm ]D,—CSI/Sues.— r.—,(—­Tr,r­ied.ma Expine r= TC 13-1 0.249 64 Its 2-3 0.422 .Its h. 4•5 0215 •1141t. 6-7 0664 5761bn (-2400ai)—'—•-- -2 0664 5761N •D1t1 a.1 34 0115 •1WIM 56 0AM -Ilslhl 7.14 02W (A IN F -9 O,I99 -2S0. %10 ' 115 t. 11.12 .I 1151t. b9 0119 II51I. 10-II 0.0'd) 1152. 12-1 0,189 •Rs lbt Wd. 2.12 0.129 414 410 O,ORa -MI,IN 6.8 6141t. 1.11 0098 4571hs S9 0.0)tl 45711. Plate:3x4- 1 Plate:2x4 2 Plate:2x4 3 Plate:4x6- "I' T -! A MIr t7 1 1 � -[- a I j%—4-14—i4 Angle:0 deg Angle:90`d g Angle:90 deg Angle:0 del A.np�a4dM..lnpp al/IbrlumldrJ ulkawlmaaMm,M 1Madwtptokr m'I+f,Wdt.nlillp,awlav,.141wt0 Ilnlwed maprdbc4lm.pnntdNby,kTw.Up.pnv undpafi.nrdin aaada.e alb l7•r 121M)J mdllle 7e01 N)x d,.pn.wld.a N.wgaw.Ainyaa nruawd lmlk.,cwaadudmam'aaa / pa,r p -p+n4.11nay.l'ndiy rlW naa<.wrp'rnw n.nrnr lfwl'hia deal+� Eagle Metal ) Iwn.sab,IkTI..a+.or. lAm+.laamA.u1.ad;bW y n.lNldn tra rklwddn a. � n,wlamaaceWa mmin.mlawbap wyah Il ary•1elbk lao,llwldlageoka cwrpe«aw tlal4w111.41ad1ykseJM lkrodarnm aknikgl,AMlt nllckd.m4r.Alvwsnold.Ikuwp Aawe.liv l+NtW oglnrtW ladmd.allmaa 2711 DA CreX 75234 160 awyawna Mly la'dw.taaU.p lwph!loan mdmlrtmllrodkrcintla.moral lnlbn4 deapabaaiay.l.cb'alra dAtn Iletd brllC�-Ol la n•aanrnrkd Na.Ia.aJINIpmW n.val IA anI.plJy lade M..nf aetpMM mcl.a rll dl Dnllns,'IX 752)4 1rn.anMGle+eplmlt••.C'tm,.rd'madem,YwaYaal lmdapwlr'tlwnik tb�Ideds Aollnolbe+pplednthe Nuwe:al+ny Info T'n¢w s IND be lmd1Wwish ma.1a 1+ 4m1--tidrmnp,l uanav mnntwcdmml dollklP.o1-«.I Ik Nia a47rkar4,on,Wca_,d dhnwr:(v"TL'aamrtur r4l*-Atoll'mnulul+IW III Md.]PW,sladt5A.10{711L+ro atwl hall/ad mbWa Gwad low rt r+da halt II.I.Ammarnaar lard.Lpha lw,,lb 4.ta{Inio)Irl/.la alull'wl lnmllelw tlic l4.11-oh 1k 14..4 Ii Nc 'drd raja.rn4'm l4_'Jdt nvmdnnerllh le­1 I.k.al+aum ekq--hd,,,t.11k 1.miY1lomNapllOnt algl+.la Ih a•+Im the 4,aninµ nl amid avp mm�pl'ala.�lh It,r40 Iw 1,l,,.:avr.agnl'Id,".1— lkwlobillf•nd uw anus 'wml Gamey r.-W.W'kk"p pI,fe ro1m•ikllb cflk WIdt,d..,od,rat A l\l 1111->AL'Ot, Eagle Metal Truss; 04010524E 2006IBC '� 2711 LBJ Freeway JobName: 16F110C nn MY n L. Suite 140 Date: 02/27/08 03:22 PM TrucBtoi1dT"1 Systan Dallas,TX 75234 Page: 2 of 2 Verson:4.02 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 4/12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 49lbs 313 Plate: 4 5 Plate 4 1 `+ Plate:3x4- Plate:2x4 Q J � V V N m c� Angle:90 de g Angle:90 deg Angle:0 deg 14-4-14--)04 gle J'o dug--� Plate:2x4 1 Plate:2x4 10 Plate:2x4 Plate:2x4 12 ;_1-41 Ltele dow M \ Notes: 3)Gable requires continuous bottomchord bearing 4)Gable webs placed d 24"OC,UN.O. 5)Athach gable webs with 2x4 20ga plates,U.N,O. 6)For out-of-plane wind loath ng,refer to BCSI-B6 published by the Wf CA. 7)Whm this truss has beenchosm for quality ass nuance i nspecti on,the Plate Placement Method per TPl 1-2002/A3,2 shall be used �em+nIcMrn Jll\. h/+hIWMJd Y ( y aoes, rp. rcanuaa,tme.M.\rremu.IhKnµn.ahrumue,mr<wle,M.u11w1 o11mMYrA.naII1N N\.I S Eagle Metalrnm M u MpM ry e Ma.mlpn 1M.J ul. 2711L13Jrrmtl,aySm1 e 160 uJns4rllnp la4rl liramtl.lu+m laenllnJbrw.irllm wvnl Eetlhep de•(Thm.nµw.<hr.h.aJsn-Beta wlll'11111 Im mwnmadN lmehwNrnµntJan[an I\rm.nh'\rh be}cu+.r,y.r K<w.ru dl Dallas.TX 75214 (c.mwnlbump rrn(J<e.Cereu\e1lmWamMrtrU krd.p—6Al b,dbW 4+ndr rollq h<ep(4Nuits lMmwale,Tlm< Trvwa rrlhMndd .am rrr ltrcrc<Im lanmddumupr IwWurntevcamml Jellb lP�n ke\1 11saK.AIaMeltm,m+<n med Mhrrw�lll Nlljl:tnm<V lJeka Jill be nnnn4.mrd hl r�t(<11ad Pnd"re II�.W-IOW111Mm.hel kn(1lad mhcfc/nr.n(\peMrad jell Iialy dnnm.r<.K 1.tJ wiJ111'c laKllh CW rll.vlul�nl�ee fall mt lnn119 co In lJae hxph Thr(iaU Aallhr<MaeJ mjMM eml'niy�a<Jw caoJu.<vkA Fe wr mM.mrm o(111 1►-p.e.m•.<Joyrlu,mlnepeu+lh inr'tdrl lorecnl uidtlt.l."Mn1a The celm lb.Jrsewprmlua<.aaai,atue •J(nJomm�d<nMrrenry tu(vaYl�IY.ul.l lwMNecrerP�vat Set Vt.laran IMn\aAll1'nnd ur"IIM.cmlen nl ru„lpmanl,larlJmp Je,p.r.be ra(aa,h.IlhWl/e WJruy•Leilrv+.ryrAMtr113•J(412 C1e1\a7 �; ��� Eagle Metal Truss: 04010524E 2006IBC 2711 LBJ Freeway Job Name: 16F110C M O T A L Suite 140 Date: 02/27/08 03:23 PM TrueBmIdTm System Dallas,TX 75234 Page: 1 of 1 Version:4.02 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRDFT/PLY 16-0-0 4/12 2 0-10-8 0-10-8 1 24in 49lbs 31.3 17-9-0 11 0-10-8 8-0-0 16-0-0 41- 4 3 5 �2 4 1h 2 ' 6 1214 M C C N m B S 3xi. A A 0-0-0 0-0-0 16-0-0 Heel to Aeak Overall Truss Height Overhang Rake Distance Left Right 3-3-3 Left Right 8-6-8 "-8 0-11-1 0-11-1 Plates Notes BDFT Loads Qty Siu Qty Siff 'Gable black plotesize 2x4,typical. Top Chords: 13.33 TCU— 105.0 psf 36 2" 8 3x4 ButtomChords: 10.67 TCDL: 10.0psf 4 4x6 Webs: 7.33 BCLU 0.0psf Non Structurals. 0.00 DCOL: 10.0 psf TI OL: 9-5-7 T2 OL: 9-5-7 81 OL: 16-0-0 14-4-e 71.6/ 9-4-4 71.6/ 71.6/ 9-4-4 v /71.6/ 18.4/ 1S-3-0 " 15.4\ 901 901 16-0-0 (2) 2 X 4 HF #2-10' (2) 2 X 4 HF #2-10' (2) 2 X 4 HF M2-16' B1 0-9-12 B1 0 9 12 C OL: 2-4-12 SCARF: 0-10-4 3-4 SCARF: 0-10-4 3-4� 71.6\ BUTT: 0-0-4 0-4 SFAT: 0-0-4 0-4 901 2-4-12 71.6/ (2) 2 X 4 HF Stud-3' Gable Block: B (4)1-9-5 2' 1 A (4)1-1-5 2' r Eagle Metal Truss: 04010524 2006IBC 2711 LBJ Freeway JobName: 16F110C Suite 140 Date: 02/27/08 03:22 PM METAL TrueBuildT^'System Dallas,TX 75234 Page: 1 of 1 Verson:4.02 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 4/12 10 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 521bs 32.0 Critical top chord panel (1-2) Combined stress index 0.93 Critical bottom chord panel (7-1) Combined stress index 0.98 JT# MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH I T1 4,3991bs 14.47 in^2 116 B1 -4,819lbs 16.73 in^2 134 2 Tl -1,027lbs 221 in^2 18 At -1,027Ibs 1.45 in^2 12 3 Tl -3,817lbs 4.86 in^2 39 T2 -3,8171bs 4.86 in12 39 W2 1,190 lbs 2.93 in^2 24 W3 1,190lbs 2.93 in^2 24 4 T2 -1,0271bs 221 in^2 18 W4 -1,0271bs 1.45 in^2 12 5 T2 4,399lbs 14.47 in^2 116 BI 4,819lbs 16.73 in^2 134 6 BI 1,4821bs 3.46 in^2 28 W3 1,1901bs 2.93 in^2 24 W4 -1,0271bs 1.98 in^2 16 7 BI 1,482 Ibs 3.46 in^2 28 WI -1,027lbs 1.98 in^2 16 W2 1,1901bs 2.93 i13^2 24 1.Plate areas above calculated for forces in members shown. 2.All members analyzed for minimum 375 Pound force. 3.Chord forces on interior joints represent changes in connection force between adjacent panels. 4.Positive force is tension.Negative force is compression. 5.Member forces are for 1 ply of multiple ply trusses. 6.Areas and#teeth represent the minimum required per plate on each side. (y Page 1 of 10 Structural Calculations for Owner: Jim Rankin 17425 81 st Dr. N.E. Arlington, WA 98223 Project: 16' x 24' Ranch Garage Project# TS-576325 P.O. # 576325 Invoice# 417379 Tuff Shed Store: #170 Tukwila, WA 98188 Client: Tuff Shed Inc. 1777 S. Harrison Street Suite 600 Denver, Colorado 80210 Structural Engineer: Steven B. Brown, P.E. 4885 Riverbend Road, Suite B Boulder, CO 80301 (303) 442-2009 Date: January 21, 2009 B, E,q WAS/y-VlZ2 RECEIVED WAN 2 8 20or5 ' COA PERMIT CENTER -EXPIRES ~ V Cl �`'�J Page 2 of 10 Jim Rankin Design Criteria Building Code: 2006 IBC, 2006 IRC Allowable Soil Bearing Pressure 1500 psf Loads: Seismic Zone N/A Roof Dead Load Wind, 3 second gust 85 mph Exposure C Trusses/Rafter; 2.5 psf Roof Dead Load 10 psf 1/2" Plywood 1.8 psf Roof Live Load 30 psf Asphalt Shingle 2.5 psf Loft Dead Load 0 psf Misc. 3.2 psf Loft Live Load 0 psf Total 10 psf Materials: Hem Fir#2 Fb 850 psi Seismic Use Group/Category=I F, 75 psi Site Class D E 1.3x106 psi Basic Seismic Force Resisting System Microllam LVL Fb 2600 psi light bearing walls/shear walls of wood F„ 285 psi Seismic Analysis Procedure E 1.9x106 psi Per ASCE 7-05 LamHeader Fb 525 psi 12.8 Equivalent Lateral Force Procedure 700, 1000, 1100 F 140 psi for seismic design of buildings E 0.9x106 psi Seismic Data LamHeader Fb 1000 psi Coordinates 800, 1200, 1300, F„ 140 psi 48.15394 degrees north 48 9 2000 E 1.2x106 psi 122.1217 degrees west 122 7 LamHeader Fb 1500 psi Ss= 1.048 900, 1400, 1500, F„ 190 psi S1= 0.358 may control if>/= 0.6 2100, 2200 E 1.9x106 psi Site Class D Concrete f'c 2500 psi Fa= 1.081 1/2"A.B. Shear Capacity 625 lb Fv= 1.685 1/2"A.B. Tension Capacity 475 lb Seismic Design Category D 5/8"A.B. Shear Capacity 1375 lb Sds=SsxFax(2/3)= 0.759035 5/8"A.B. Tension Capacity 750 lb Cs=Sds/(R/I)=Sds/(6.5/1)= 0.116775 Chk that Cs>/= 0.01 If S1>/= 0.6g Cs= 0.5S1/(R/I) = .5S1/6.5= 0.027538 Oils Page3/10 6 z Z — Z m� II O 0 a Z O LL ti e! I' 0 io I � z s � a P I � tag!'Fo 0 � m I ��ci I Z Steven B. Brown, P.E. Consulting Engineer Project: Jim Rankin Project#: TS-576325 Page: 4 of 10 Subject: Head us Designed by: SB Date: 1/21/2009 Checked by: Date: Beam 2' Header End wall Loads: Roof Dead Load 10 psf Live Load 30 psf Total Load 40 psf Beam Span, L 2,25 ft Tributary Width 2.00 ft Other Load, w2 50,00 plf Uniform Load, w w=Trib Width*TL+w2= 130.00 plf C. Defl. Limit Max Moment M=w L 2/8= 82.27 ft*lb L/ 2401 Max Shear R=V=w L/2= 146.25 lb #2 Hem Fir Microllam 2x4 W 5 1/2 IV Fb v C+f Fb,,, C+f Fb' ,psi= 1466.3 850 1.5 Fb' ,psi= 3324.7 2600 1.11 F ',psi = 86.25 75 F ',psi= 327.75 285 E, psi= 1,300,000 E, psi= 1,900,000 b= 3.0 in b= 3.5 in Sreq= 0.7 in' S= 6,1 in' OK Sreq= 0.3 in3 S= 17.6 in' OK Areq= 2.5 in A= 105 in OK Areq= 0.7 in A= 19.3 in OK Ireq= 0.5 in 1= 10.7 in OK Ireq= 0.4 in 1= 48.5 in' OK hfeQ= 1.3 in h= 3.5 in OK hreq= 1.1 in h= 55 in OK Use 2 2x4 #2 HF Use 2 5 1/2 ML Each M.L. is 1 3/4"thick Beam 8' Header End wall Loads: Roof Dead Load 10 psf Live Load 30 psf Total Load 40 psf Beam Span, L 8,25 ft Tributary Width 2,00 ft Other Load,w2 50,00 plf Uniform Load, w w=Trib Width*TL+w2= 130.00 plf I CID I Defl. Limit Max Moment M=w LZ/8= 1106.02 ft*lb 1,151 L/ 24 Max Shear R=V=w L/2= 536.25 lb #2 Hem Fir Microllam 2x6 W 51/2 Fb,v Cf Fb,v Fb' ,psi= 1270.8 850 1.3 Fb' ,psi= 2990.0 2600 Fv',psi = 86.25 75 F ',psi= 327.75 285 E, psi= 1,300,000 E, psi= 1,900,000 b= 3.0 in b= 35 in Sfeq= 10.4 in3 S= 15.1 in3 OK S,Q= 4.4 in' S= 17.6 in' OK Areq= 9.3 in A= 16.5 in OK Afeq= 2.5 in A= 19.3 in OK Ifeq= 25.3 in 1= 41.6 in OK Ireq= 17.3 in 1= 48 5 in' OK hfeQ= 4.7 in h= 5.5 in OK hreQ= 3.9 in h= 5.5 in OK Use 2 2x6 #2 HF Use 2 5 1/2 ML Each M.L. is 1 3/4" thick Steven B. Brown, P.E. Consulting Engineer Project: Jim Rankin Project#: TS-576325 Page: 5 of 10 Subject: Designed by: SB Date: 1/21/2009 Checked by: Date: Anchor Bolts Assume walls take shear in proportion to their length. Reaction Rv is the same for each segment in a wall line. Anchor Bolt Diameter, in 1/2 Width I, Width I, Pwind L Pwind d L Wall A Wall C R) p� Segment Lengths, ft = Segment Lengths, ft = L L Rv Rh Rv Rv i Rh Rv Width= 0 ft Width= 16 ft Total, ft 0 Height= 8.1 ft Total, ft 16 Height= 8.1 ft Rh=Pwind= #DIV/0! lb Accts for torsion Rh=Pwind= 2660.0 lb Rv= #DIV/0! lb Accts for.6 rf, wall wt Rv= 118.2 lb #DIV/01 Neg value is excess dl Rv<475 --> 1/2" AB A.B. Interaction #DIV/0! A.B. Interaction No Holdowns Required #DIV/0! #DIV/01 #DIV/01 2660/5/625)A1.67+(118.2/475)A1.67= 0.86 <1 OK #of 1/2"A.B. _ #DIV/0! #of 1/2"A.B. = 5 A.B. Spacing= #DIV/0! A.B. Spacing_ 3.2' O.C. Shear due to torsion +1 Width I, Width I, Pwind Pwind 2660 Ibs x 12716' = 1995 Ibs L Wall B Wall D L t 0 p) Segment Lengths ft = Segment Lengths, ft = 24 Rv 1 Rh tRv Rv 1 Rh IRv Width= 24 ft Width= 24 ft Total, ft 24 Height= 8.1 ft Total, ft 24 Height= 8.1 ft Accts for torsion Rh=Pwind= 1994.5 lb Accts for torsion Rh=Pwind= 1994.5 lb Accts for.6 rf, wall wt Rv= -364 lb Accts for.6 rf, wall wt Rv= -364 lb Neg value is excess dl Rv<475 --> 1/2" AB Neg value is excess dl Rv<475 --> 1/2" AB A.B. Interaction No Holdowns Required A.B. Interaction No Holdowns Required 9/5/625)A1.67+(-363.8/475)A1.67= -0.13 <1 OK a94.49/5/625)A1.67+(-363 8/475)A1.67= -0.13 <1 OK #of 1/2"A.B. = 4 #of 1/2"A.B. = 4 A.B. Spacin = Code Min of 6'O.C. A.B. Spacin = Code Min of 6' O.C. Soil Bearing Pressure Footing Width, in= 12 Soil Bearing Pressure Under Footing=(Roof& Loft DL+LL) Width/2 +Wall Wt x Wall Ht+ Footing Wt Soil Bearing Pressure Under Footing= 626 psf < 1500 psf Good Steven B. Brown, P.E. Consulting Engineer Project: Jim Rankin Project#: TS-576325 Page: 6 of 10 Subject: Lateral Analysis Designed by: SB Date: 1/21/2009 Checked by: Date: Wall Height, ft 8.1 Building Width, ft 16 Building Length, ft 24 Roof DL, psf 10 Wall DL, psf 10 Seismic Zone N/A Roof Pitch, in/ft 4 Roof Height Above Top of Wall, ft 2.67 Shortest Wall, ft= 2 Seismic Fa from 7-05 Table 11.4-1 Wind 2005 ASCE 7-05 Base Shear Eq. 12.8-1 ASCE 7-05 Wind Pressure Eq. 6-17 2006 IBC Load Combinations 1605.3.1: 0.7E p=gGCp G=0.85 V= Cs*W(0.7) qz= .00256GKz Kt Kd Vzl p= 1.18 Wind Speed= 85 mph Exposure C Cs= 0.11 CID v.alls= 1 3 Kzt= 1.0 Reference page 2 for calculation of Cs Cq roof= 1.2 Kz= 0.85 1= 1 qz= 15.7 psf R= 6,50 per Table 12.14-1 Pwalls= 17.36 psf G included in qz W=RoofDL x Width x Length+2(Width+Length)Height/2 x WaIIDL Proof= 16.02 psf W= 7080.0 lb Minimum Wind Wall Shear (Wind Against Gable End) Seismic Wall Shear V=Pwalls x Width x (Wall Ht/2+Roof Ht/2) V= 867.8 lb V= 1494.9 1 b V includes p=1.3 Wind Controls 4.00 Shear Diaphragms ----, 12.65 i12 Roof 2 67 ft ♦ P wind roof Pwind wall=Pwalls x Wall Ht/2 x Building Len/2 Pwind wall= 843.5 1 b P wind wall Pwind roof=Proof x 4/12.65 x Building Width/2 x Building Len/2 Pwind roof= 486.4 lb 8.1 ft 2 Ptotal=Pwind wall+Pwind roof CM Ptotal= 1329.8 lb Wind Load Along Top of Long Wall,w= 110.8 pIf 16 ft M roof diaphragm= 7,979 ft-lb Vrf diaphragm accts for torsion V roofdiaphragm= 166.2lb/ft 8d@6" and 12"° Field Using 15/32" Plywood=223 pIf allowable Chord Stress= 95.0 psi < 525 psi OK for#2 Hem Fir hord Splice Nailing= 5 - 16d Nails Each Side of Splice 3/8" Smartside panel siding Drag Strut Nailing= 8 " O.C. wl 16d 8d @6= .82 x 220=180 plf allowable Minimum Shear Wall Nailing Requirements using Smartpanel 8d @ 6" Edges and @ 12" Field-has Look. Up pIf Capacity Gable Walls Wall A Length, ft= 0 Smartpanel with Wall C Length, ft= 16 Smartpanel with V Wall A, pIf= #DIV/0! #DIV/0! #DIV/o! V Wall B, Of= 166.2 Min Nailing Accts for torsion Bearing Walls Wall B Length, ft= 24 Smartpanel with Wall D Length, ft= 24 Smartpanel with V Wall c, Of= 83.2 Min Nailing V Wall D, Of= 83.2 Min Nailing Accts for torsion IAccts for torsion Reference page 7 for side wall shear transfer via blocking and toe nails Steven B. Brown, P.E. Consulting Engineer Project: Jim Rankin Project#: TS-576325 Page: 7 of 10 Subject: Designed by: SB Date: 1/21/2009 Checked by: Date: Wall Height,ft 8.1 Building Width,ft 16 Building Length,ft 24 Roof DL, psf 10 Wall DL, psf 10 Floor DL, psf 50 Truss!Rafter Ties Wind Uplift= (12/12.65*0.9*PW1ed-0.9*Roof pL)*WidthE3uild;"9/2*2 Wind Uplift= 74.86 lb Uplift<365 lb. Use H2.5 Ties Overturning 4.00 --- � 1 Upwind 12.6 i 12 2.67 ft P wind 8.1 ft DLWant16 L t R, Rz W[;,=(90%)(Roof+Walls+Floor)for 1/2 the Building WDL= 13284 lb Pwind=P total (see Lateral calcs) Pwind= 1330 lb Up wind=(vert component x Cq) P Area/2=12/12.65 x.9 P Width xLength/2 Up wind= 2626 lb M P wind x Ht+ U wind x Width/2 MOT= p MoT= 31,781 ft*Ib Mres=WDL x Width/2 Mres= 106,272 ft*lb MadMOT= 3.34 OK 1.5 x MOT= 47,671 ft-lb RZ required to make Mres/MOT=1.5--> (1.5 MOT-Mres)/Width RZ req= -3662.6 lb Toe nailing at side wall Reference NDS, Section 11.5.4, IBC 2305.1.4 3-8d toe nails per block in 24"truss spacing Hem Fir 90 lb x.82 x 1.60x1.1= 130 lb/nail 130x0.83=108#/toe nail 108#x 3 nails=324 Ibs over 2'spacing= 161 plf> 150 plf maximum allowed Use 150 plf allowable shear at side wall Compare to 83 plf calculated shear at Wall D=Okay CD= 1.6 Cdi=1.1 Ctn=.83 .82 in equation above is to adjust values to Hem-Fir Steven B. Brown, P.E. Consulting Engineer Project: Jim Rankin Project M TS-576325 Page: 8 of 10 Subject: Duratemp Designed by: SB Date: 1/21/2009 Checked by: Date: Duratemp Siding &CDX Shear Wall Nailing Schedule Based on I.C.C. Report No.: ESR-2760 and 2006 IBC Table 2306.4.1 Allowable Allowable Nail Shearon Shearon Thickness, Nail Size, Spacing, Hem Fir Doug Fir in d in Studs, plf Studs, plf 1/2 8 6 242 260 1/2 8 4 353 380 1/2 8 3 456 490 1/2 8 2 595 640 1/2 10 6 288 310 1/2 10 4 428 460 1/2 10 3 558 600 1/2 10 2 716 770 Notes; 1) Values based on nailing through full thickness of Duratemp, 15/32". 2) Values for Hem-Fir based on footnote a of IBC Table 2306.4.1 (Specific gravity= 0.43) 3) Use 16d common nails at bottom plate nailing into wood framing below. Spacing=(121 x 1.33 x 12)/(Actual Wall Shear), in inches 4) Duratemp shall be installed per I.C.C. Report No.: ESR-2760 5) Duratemp shear panels shall be nailed with common nails at all edges as noted and nailed at 12"o.c. at intermediate framing members. 6) Nails shall be common or galvanized box nails. 7) In Seismic Design Categories D, E, F,where calculated shear values exceed 350 plf(ASD), foundation sill plates and all fram'g members receiving edge nailing from abutting panels shall not be less than a single 3" nom. member Paae, 9f1 Project Name = Rankin Conterminous 48 States 2006 International Building Code Latitude = 48.15394 Longitude = -122.1217 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 (sec) (g) 0.2 1.048 (Ss, Site Class B) 1.0 0.358 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 48.15394 Longitude = -122.1217 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.081 ,Fv = 1.685 Period Sa (sec) (g) 0.2 1.133 (SMs, Site Class D) 1.0 0.603 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 48.15394 Longitude = -122.1217 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.081 ,Fv = 1.685 Period Sa (sec) (g) 0.2 0.755 (SDs, Site Class D) J Conterminous 48 States 2006 International Building Code Page 1i1f0 Latitude = 48.15394 Longitude = -122.1217 MCE Response Spectrum for Site Class B Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Period Sa Sd (sec) (g) (inches) 0.000 0.419 0.000 0.068 1.048 0.048 0.200 1.048 0.409 0.341 1.048 1.193 0.400 0.894 1.398 0.500 0.715 1.748 0.600 0.596 2.097 0.700 0.511 2.447 0.800 0.447 2.796 0.900 0.397 3.146 1.000 0.358 3.495 1.100 0.325 3.845 1.200 0.298 4.194 1.300 0.275 4.544 1.400 0.256 4.893 1.500 0.238 5.243 1.600 0.224 5.592 1.700 0.210 5.942 1.800 0.199 6.291 1.900 0.188 6.641 2.000 0.179 6.990 Conterminous 48 States 2006 International Building Code Latitude = 48.15394 Longitude = -122.1217 Site Modified Response Spectrum for Site Class D SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.081 ,Fv = 1.685 Period Sa Sd (sec) (g) (inches) 1.0 0.402 (SD1, Site Class D) MIN. 4" PERFORATED PIPE-, ROOF INFILTRATION TRENCH DRAIN I I I � I I - ----------------------- YARD DRAIN DOWN PLAN VIEW SOLID PIPE OR "T TURNED SECTION ROOF DRAIN GEOTEXTILE ON A TOP AND SIDES 4" PERFORATED PIPE 6" MIN 4" TEE 2' MIN -0.007 WASHED ROCK 1' MIN PLUG WITH 1/2" I 1' MIN - - ------ 1' MIN CENTERED HOLE -t+ 3/41; 1/2" ! FINE MESH e==jKYARD DRAIN OR CB SCREEN SUMP W/SOLID LID 3' MIN MAX 100' 10' MIN A HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1,000 SQUARE FEET OF ROOF AREA BASED t MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING I PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN 3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF LOAM 19090 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2' WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. G1T Y O� APPROYM BY L arvE DEPARTMENT OF PUBLIC FORKS STANDARD DETAIL DATE 04i30i- STANDARD PLANS NUMBER • • Kr STM SPEC tONG't0� RESIDENTIAL INFILTRATION TRENCH SD- 14 7 �� t 1 �- .= i RESIDENTIAL ADDITIONiALTERATION PERMIT APPLICATION ` Department of Community Development City of Arlington • 238 N Olympic Ave. -Arlington, WA 98223 - Phone (360)403 3551 - FAX(360)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: Residential Addition E] Residential Alteration Also Including: E] Plumbing ® Mechanical Project Address: Parcel lD 010 A-0 C(000 0 #; L- Lot#: Subdivision: >o --,waot:) t.�>✓ayow Project Description: Q13l3111> \(oXZ,4-02 � 4-5 Fi) yJc�('.�� luatfon: 1 Owner: - t VA a_ts p l IJ Phone Number: Address: i-Z A-I-r- S<15_'� b 4-- 'N,6 - City: 1-\?-L.-I WJ 6%10��Y State: u�� Zip Code: Contact Person: _T_L+-(2-L? Phone Number: Cell Phone: 2-0 r`- L,0, - 2-ori 5 Fax: ZtZS- LS\-n11c1-� E-mail: Address: 125700 —2- vn.1.1L-C City: State: 16--Al- Zip Code: G e STM Building Area (Sq Ft): 15t Floor: lij'it 2"d Floor: 3rd floor: Deck: Garage/Carport: Basement: Project Valuations Contractor: Phone Number: Address: `-1'50a L^) ` y��-t- � N"�� Yit�KW1l.A City: Stater Zip Code: L F'1� Contractor's License Number: 19-7� -Expiration:— Plumbing Contractor: Phone Number: Address City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: < << b. Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: - I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will.b) in accordance with the laws, rules and regulation of the State of Washington. RECEIVE® Applicants Signature Date v,-\� rC(� JAN 2 8 2009 Print Applicants Name FOR STAFF USE ONLY &OR �gd6yjj /Permit# Accepted By AmountReceived Receipt# Date Received WEB Forms-285 Page 1 of 2 04/08 sb 1 i Community Development Permit Center FACSIMILE TRANSMITTAL SHEET TO: FROM: Terry Campbell City of Arlington—Amy Rusko COMPANY: DATE: Tuff Shed FEBRUARY 6,2009 FAX NUMBER: TOTAL NO.OF PAGES,INCLUDING COVER: 425-251-9795 2 PHONE NUMBER: SENDER'S REFERENCE NUMBER: 360-403-3550 RE: YOUR REFERENCE NUMBER: Jim Rankin's Site Plan ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE NOTES/COMMENTS: Hello Terry, I am sending you a copy of the site plan for Jim Rankin's shed installation. His job address is 17428 81s' Dr.Arlington,WA 98223. If you need any more information from us please let us know at 360-403-3551. Thank you, Amy 04 CITY OF AP COMMUNITY DEVELOI V� PERMIT i PHONE 360.403.3551 FAX 360.403,3418 ti Its �—Z5 $1 D�.' ��-- • 3� � ��- PafZC L; O I o 0 plc�o Oc, .3 c L E G�N1, . 5 '�-3 T 3 1 P--O 5 a va'z--c-F—R- S 0 0 0 fl' <) 0 L O`C 7�3 -V et w EQ tJ N tom,k 1 N v T fL C. cf B n o/o �-o7 C,ov�R-A� 3 7 4- 0010 SPoo'r5 ¢oJ r� 70 Idx4' PERFO MA-rCD P I PE Al4b 4�X +'Q V Ae.Y SPAI,L 2 / ti 3 ' 00 v.ls�I►�G /Z' � S�IE � pV�� r = t p 6s r o0 r aeE f to' t`V U rlLl'C� tAe 8� AY ' 3$ RECEIVED 'JAN 2 S 2099 N • E , CAA PERMIT CENTER b1d20,09A0008 (bfecht/PT-LIV1"" - Permi,Trax by Bitco Software Page 1 of 1 BLD - Building Permit Ver: 2009A Priority: Normal #BLD2009A0008 owner; IRANKIN J�A - RANKIN, JIM status: JAPPLIED address: post date: 1/28/2009 l+ 17425 81ST DR NE, ARLINGTON cl,,i.i scree—, Seiecl `screen... functions: Select Permit Function... • Accessov )'C:rccribouse Reviews Add Review Remove Review Uprint CIO-:e Review ID Descrllstaa Due Date (#) Req? Dona? ASSIGN 1014 P-Public Works I LTAYLOR 2/4/2009 0 Y N ASSIGN 1016 P-Public Works 11 _— f-!:T 2/4/2009 0 Y N ASSIGN 1026 P-Utilities Fees IRSHEFINI ') 2/4/2009 0 Y N ASSIGN 2000 C-Building I KWENTZ 2/4/2009 0 Y N ASSIGN j 2008 C-Community Development I BFECHT 2/6/2009 0 Y N ASSIGN 2012 C-Natural Resources BBLAKE 2/4/2009 0 Y N ASSIGN 2014 C-Planning I , YPAGE 2/4/2009 0 Y J N ASSIGN 2016 C-Planning 11 I KSHEF,'A/\, 4 2/4/20091 0 1 Y N ASSIG� http://coaweb2/permittrax/PermltTraXMaln/\vIl'crin 1 tConsoleReviews.aspx?COMMENT=... 1/28/2009