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Application- Permit
GARFIELD COUNTY BUILDING PERMIT APPLICATION !08 8" Street, Suite 401, Glenwood Springs, Co 8!60! Phone: 970-945-8212/ Fax: 970-384-3470 /Inspection Line: 970-384-5003 www.2:arfield-countv.com Parcel No: (this infonnation is available at the assessors office 970-945-9134) 2 3 4 5 6 7 Height: r I" 8 9 !0 oNew ~Iteration o Addition II Garage: o Attached Detached D lSDS 12 Driveway Permit: Owners valuation of Work: $ NOTICE AltPh: AltPh: oCommunit Authority. This application for a Building Permit must be signed by the Owner of the property, described above, or an authorized agent. If the signature below is not that of the Owner, a separate letter of authority. signed by the Owner, must be provided with this Application. Legal Access. A Building Permit cannot be issued without proof of legal and adequate access to the property for purposes of inspections by the Building Department. Other Permits. Multiple separate permits may be required: (1) State Electrical Permit, (2) County ISDS Permit, (3) another pennit required for use on the property identified above, e.g. State or County Highway/ Road Access or a State Wastewater Discharge Permit. Void Pennit. A Building Permit becomes null and void if the work authorized is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of 180 days after commencement. CERTIFICATION I hereby certify that I have read this Application and that the information contained above is true and correct. I understand that the Building Department accepts the Application, along with the plans and specifications and other data submitted by me or on my behalf(submittals), based upon my certification as to accuracy. Assuming completeness of the submittals and approval of this Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detailed on the submittals reviewed by the Building Department. In consideration of the issuance of the Building Permit, I agree that I and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s)). I acknowledge that the Building Pennit may be suspended or revoked, upon notice from the County, if the location, construction or use of the structure{s) and facility(ies), described above, are not in compliance with County Regulation(s) or any other applicable law. I hereby grant permission to the Building Department to enter the property, described above, to inspect the work. I further acknowledge that the issuance of the Building Permit does not prevent the Building Official from: (I) requiring the correction of errors in the submittals. if any, discovered after issuance; or (2) stopping construction or use of the structure(s) or facility(ies) if such is in violation of County Regulation(s) or any other applicable Jaw. Review of this Application, including submittals, and inspections of the work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors. omissions or discrepancies. As the Owner, I acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without limi architect designer, engi · CKNOWLEDGE TH DATE STAFF USE ONLY Special Conditions: Adjusted Valuation: Plan Check Fee: Permit Fee: O O Manu home Fee: Mise Fees: \O,lQDO.= . \to. ___.> - ISDSFee: Total Fees: F\tD. DO Balance Due: J\T§ate: ISDS No & Issued Date: \00 DC> Setbacks: OCC Group: Cons! Type: Zoning: B(G34~NVt rnHl PLNGDEPT: \D '2-Y 00 APPR(\l)' AL' DATE APPROVAL DATE I Garfield County Building & Planning Department 108 8th Street, Suite #401 Glenwood Springs, Co. 81601 Office:970·945·8212 Fax: 970·384-3470 Inspection Line: 970·384-5003 Building Permit No. 11155 Parcel No: 2123-361-22-001 Locality: _____ C_anyon CrE)e_k_Estates 2nd Amended, Block 18, Lot_6~ __ _ Job Address: ________ 45705 Hwy 6 & 24, GWS Use of Building: . _ re-roof ---------------- Owner: Panter, Richard_ Contractor: Foxworth G41braith Fees: Plan Check: Septic: Bldg Permit: $ 100.00 Other Fees: --------··------·- Total Fees: $ 100.00 Clerk: jthompson Date: 10/24/2008 ---------------I ';?) ;T I~« f ,.en.h:. ( ;;, a ,:j,u"'<?rU'<_ I Ji().J--~~ ;tod-tvtifi ,~ cJI..e Unlf;=-rt--t >drv~ De~/ s 1..~/~ t:} /1-P 03>v,1a1'r7 (f"''";,,_,i_f _C:JCcr:J- ~ A r-e-~of r?rth .J;-14"' ~$; QS>, ~).:? I S9f' {p/Lrrtvv•/ ff'n7 C-a. c)-1 fu f) 2__ To: Garfield County Building Permits Permit No. 11155 Enclosed: 2 copies of Structural Engineer Letter 2 copies of Truss changes Check for $50 . Richard J. Panter 45705 Hwy 6 and 24 Glenwood Springs, CO 81601 I will be around my home Tuesday 91h of Feb after II A.M. for the rest of the day. If you need a better time my home phone is 947-5203. 0 L~?..¥!t engineering, inc. lallridgeun~c-2 vail, colorado 81657 (970)476-2170 lax(970)476-4383 May22,2009 Garfield County Building DepaJtment Glenwood Springs, Colorado Subject Panter Garage/Apartment Buiding Remodel 45705 u.s. Hwy. 6 Garfield County, Cololado 81601 Permit# 11155 Dear Sir/Madam: This letter is ID confinn that I have reviewed the roof roodificalb1 1D the Garage/Apartment building located on the Panter Property at the above noted address. I have detetmined that the existing s1ructure wil be capable of supporting the new manufactured truss roof system, as Welt as the local40 pound per square foot~ load. Fwthennore, I have reviewed the double LVL beam and post system used ID support the roof overhang at the enby, and found that these new elements wiU also support the axle required live and dead loads. Please feel free ID give me a call if you have any questions or comments on 1his maHer. TMB!dn SET POINT. ON UNE REBAR & CAP LS #26950 ·--· REBAR & '\~l'•P LS #26950 LOT 69, BLOCK 18 3. 715 ACRES± COMMON OPEN SPACE (TRACT C) 1'~ 30' ACCESS S 51 "01' 42" loJ <,s. &_,1' EASEMENT · 95.16' #~6'..9c;? l ----------- S'o ----------------...:...------ Cl EXISTING 10' WATER LINE EASEMENT AS DESCRIBED POLE SE" CAl c. MITek Industries, Inc. Re: J0809050 Jack 7777 Greenback lane ' Suite 109 -- Ci1rus Heights, CA, 9561 0 Telephone 916/676-1900 Fax 9161676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth Galbraith (Delta). Pages or sheets covered by this seal: R29638922 thru R29638923 My license renewal date for the state of Colorado is .:7-o .>( B I / .s 0 )( <-/. / c:... JB - November 24,2008 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this compooent for any particular building is the responsibility of the building designer, per ANSitrPI-2002 Chapter 2. Job .,. .. Truss Type Q~ Ply Jack 'R29638923 J0809050 T03 COMMON 7 1 ..k>I>Relaercel"""""" Foxworth Gallfaith Truss Company, Delta, CO, p 7.060 sAug 62008 MTek Industries, Inc. Thu Nov 2016.13.16 2006 age 1 &-Tf-7 S-7-7 &-7-7 6-7-7 $-1-7 ...., Sc:ale•l"$53 s Plate Offsets ex Yl: LOADING (psf) TCLL 40.0 (Roof Snow--40.0) TCDL 10.0 BC~i 0.0 BCD 10.0 1-7-4 7-7-4 1!1110 tl REMOVE EXISTING MEMBER CAREFULLY Sot&= z.W' t\M ]!LIM G.l-12 ,..., ,~, GENERAL REPAIR NOTES: THIS REPAIR IS FOR TRUSS INSAL.LED BACKWARDS AS SHOWN ABOVE. 'gg~~~ 1) INSERT NEW 2X6 HF No.2 OR BlR MEMBERS AS SHOVliN CUT TO FIT. 2) ATTACH 112" COX, STR. 1, Pl YWOOO GUSSETS TO EACH FACE OF TRUSS INITH 1Dd COMMON NAR.S( 0.148" X 3.0") g fl' O.C., 2 ROWS FOR 2X4MEMBERS AND 3 ROVVS FOR 2X6 MEMBERS WTH MtNIMUM AMOUNT OF NAILS SHOVVN CIRClED PER FACE OF EACH MEMBER. NOTE: 15132, EXP. 1, 32116 SPAN RATED 0.$.8 MAY BE SUBSTITUTED FOR PLYWOOD. .... 0.2-12 12:0-6-1.0-2-01 12:1..()..1 0-2-0L (3:Q...5...0 1).5.41. [7:0-4-0 ()...4..81 19:0-3-13 Q.3.0li9:1-1G-3 Edqel 19:0...2-10 0-8-01 111:6-4-12 Edge1 l13;0.+().0-3-41 SPACING 2-0-<1 CSI DEFL ., (loc) lldeft Ud PLATES GRIP Plates Increase 1.15 TC 0.46 Vert(LL) -0.31 11-12 >999 360 MT20 169/123 Lumber Increase 1.15 BC 0.95 Vert(Tl) -0.56 11-12 >711 240 Rep Sb'ess Ina YES ""' 0.96 Hooz(TL) 0.18 9 nla nla Code IRC20061TP12002 (Mabix) WeWlt 1731b LUMBER TOP CHORD BOT CHORD WEBS 2 X 6 SPF 2100F 1.8E 2X4SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD ""'BS Structural wood Sheathing directly applied or 4-2-0 oc pufins. Rigid ceiling diredly applied or2-2-0 ocbracing. tRowalmklpt 4-14,6-12 1-7 ... VVEDGE 2 X 4 VN1 Stud •excepte .f..14,5-13: 2 X4 SPF 1650F 1.5E left: 2 X 4 SYP No.3 SLIDER Right 2 X6 SPF 2100F 1.8E 3-0-8 . ;·, IMITek ............. tt>at.,_e<sand-crossbradngbe instaled during lruss erection, in accordance with Stabilizer lnslalation guide • REACTIONS (lblslze) 14--ao541Q.5-8., 9=188610-5-8 Max Horz14=-85(LC 6) Max Upift14=-726(lC 5). ~7(LC 6) Max Grav14=3058(LC 2), 9=2056(LC 3) \ ,.,I FORCES (lb)-Max. Comp.Max. Ten.-M forces 250 (lb) or less e~whenL. TOP CHORD 2-15=-547/1221, 3-15=-53311351. 3-tQ::.-56611475, 16-19=-563/1490,4-1~111683, 4-5=-19721376, ~l-98/540, &-17=-4637ns7, 17~20=-46561748. 7-20=-47201743, 7-18=-51081878, 8-18'"-51451871, 8-9--52621868 BOT CHORD 2-14=-11671551, 13-14=-11511551, 12-13=-20812295, 11-12=-51613930, 9-11=-77914940 WEBS 3-14=-8341308, 4-14a-36531723, 4-13=-75f757, 5-13--681/194, 5-f2:c..201f1428, 6-12=--15001328, 6.1 f=--1061787. 7-11=-627/243 NOTES 1) Vllilld: ASCE 7-05; OOmph; TCDL=4.5p&f; BCOL=4.5pst; h=25ft; Calli; Exp C; encfosed; M'AIFRS (1ow-rise) gable end zone; cantieverleft and right exposed; end vertical left and right exposed; LumberOOL=1.33plategrip OOL=1.33 2} TCLL: ASCE 7-05; Pf=40.0 psf(ftalroofsnow); Categcxy II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow lOads haVe been considered forlhiS design. """"ll!Ji9~r':~~;ij():e' 4) This lruss has been designed for 17eatef of min roof 6ve lOad of 20.0 psf or 2.00 times ftat roof load of 40.0 psf on overhangs non~ With other live loads. 5) This lruss has been desg1ed for a 1 0.0 psf bottom chord live load nonconam!fll with any other ive loads. 6) Provide me<:hanical connection (by olhers) ot truss lo bearing plale capable ofwithSiandng 100 lb upift at jOinl(s) except (jl=lb) 14=726. 9=367. 7) This lruss is designed in accordance with the 20061nlemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI1. LOAD CASE~) standard November 24,2008 Job r .... Truss Type Qty Ply Jack R29638922 JOB09050 T03B COMMON 4 1 Job Refe<ence "'"""""" FoXWOfth GalbraHh Truss Company, Delta, CO, 7.060sAug 62008 r.fiek niJst'ies,tnc. lbuNov20 16:13.182008 Page 1 6-11-7 fJ-7-7 REMOVE EXISTING MEMBER CAREFULLY &-7-7 a..o= ... -·1:65..3 " 8111&flftl8H = 5.1• = 1-16-0 " 1·7-4 S.M tai= • . ., GENERAL REPAIR NOTES: THIS REPAIR IS FOR BEARING AT JT.Z MOVED TO 7-10-0 AS SHOWN ABOVE. 1) INSERT NEW 2X6 HF No.2 OR BTR MEMBERS AS SHO~ CUT TO FIT. 2) ATTACH 112" COX, STR. 1, Pl VWOOD GUSSETS TO EACH FACE OF TRUSS WITH 10 0. COMMON NAILS ( 0.148" X 3J1') I!) 6" O.C •• 2 ROWS FOR 2X4 MEMBERS AND 3 ROWS FOR 2X6 MEMBERS VVI1H MINIMUM AMOUNT OF NAILS SHO'It'N CIRCLED PER FACE OF EACH MEMBER NOTE: 15132, EXP. 1, 32/16 SPAN RATED O.S.B MAY BE SUBSTITUTED FOR Pl YVW>OO. 3) ATTACH 2X4 SPF 1650F 1.5E SCABS AS SHOVVN TO EACH SIDE OF TRUSS VIJITH 18d COMMON NAILS ( 0.162" X 3.5") 2 RO\NS 0 s-O.C. ADD 112" PlYWOOD SHIMS WHERE SCABS NOT OVER PI..AY\\000, USE SCAB NAILS FOR GUSSET NAILS, 00 NOT DOUBLE NAIL 1-7...( Plate Offsets (X,Y): [2:0-2-9.Edge). [2:1--3-14,0.2...0). (2:0-2-13,0..2...0), [4:0-4-0,0-4-8). {S:0-4-0,Q-4...8). (10:0-2-13,0...2-8). (10:1-10-3,Edge). (1Q:0.3.0,0-7-8). (12:0-3-0.0-3-0}.(14;0.8-0 ().3.()1 - LOADING (psf) SPACING 2-G-0 CS1 DEFL In (loc) .... Lid PILAlES GRIP TCll 40.0 (Roof Snow--40.0) Plates lnaease 1.15 TC 0.39 Vert(LL) -0.51 13--14 >942 360 MT20 1691123 -TCDL 10.0 Lumber lnaease 1.15 BC 0.82 Veri(TL) -0.9712--13 >496 240 MT18H 169/123 ~~~; ~ LUMBER TOP CHORD BOT CHORD WEBS Rep S1nJss Ina YES -~~ Code IRC20061TPl2002 2X6SPF2100F1.8E 2 X 4 SPF 2100F 1.6E 2 X 4 VWI Stud •except" 5-13,6-13,7-13: 2 X4 SPF 1650F 1.5E ..... 0.43 (Malrix) SUDER left2X6 SPF 2100F 1.8E 3-0-4, Righl2 X6 SPF 2100F 1.8E 3-0-4 REACTIONS (lblslze) 2=2468J0-5-8, 10=2468J0..5..8 Max Ho<z2-85(LC 5) Max Upift2--432(LC 5}, 10=-432(LC 6) Max Grav2,.2471(LC 2), 10=:2471(LC 3) Fcz€";es (lb)-Max. Comp.JMax. Ten. -All forces250(1b) or less except when Shown. H<Nz(ll.) 0.34 BRACING TOP CHORD BOTCHORO WEBS TOP CHORD 2-3=-657411 079, 3-15=-6447/1089, 4-15->-642011095, 4-19=-589W904,·16-19=-58381906, 5--16=-58161918, 5-6=-43261671, 6-7=-43261671, MJ-58161918, 17-2Q=.58381909, 8-20=58991904, S..1fi=...642Q'1096. 9-18-...644711090, 9-1Q:::..6574/1080 BOT CHORD 2-1 ...... 106916189,13-14:-31115294, 12-13=-72615294, 10..12=-98516189 WEBS 4-14=-6581268, 5-14=-361584, 5-13:-18601369,6-13-198/1692, 7-13=-18601369, 7 -12=-371584. 8-12=-6581269 NOTES 10 nla nla Wei111t 1761b ~wood sheathing directly applied or 3-7-13 oc purlins. Rigid celing dlrectty appled or 7-6-14 oc bracing. 1 Rowatmidpt 5-13,7-13 I MITekii!OOIIIIIIellds 1hat S-IllS and requRd cross bradng be mtaled dufing truss erectioil, in accordance with Stabilizer lnslallation guide. 1} Wind: ASCE 7...o5; OOmph; TCDL:=4.5pst, BCDL=4.5pst, h=25fl; Cat II; Exp C; enclosed; MWFRS (Jow.rise) gable end zone; cantilever left and light exposed; end vefticat left and right~; lumber00l=t.33 plalegrl) DOL=1.33 2) TCLL: ASCE 7-05; Pf--40.0 psf (flat roof snow); Category II; Exp C; Fuly Exp.; Ct-= 1 3) Unbalanced snow lOads have been considered for this design. 4) This truss has been designed for geat:er of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 pst on overttangs nor><oncuiOIIJ~ with other live lOads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed tor a 10.0 psf boHom chord Uve load llOOCOfJQJrrentwilh al)' other lve loads. 7) Provi<le mechanica1 connection (by olhe<s) of 1russ 10 benJg-capable ofwlhS1andng 100 I> uplift at-s) ex<epl-) 2--432, 10-432. B) ThiS truss Is designed in accordance wfth the 20061ntemational Resldenlial Code sections R502. t 1.1 and R802.10.2 and referenced slandard ANSVTPI1. LOAD CASE(S) Standard November 24,2008 :~·- "'· :~ I {i "?.__ ••. _. ~~. ~~-·~-·· ••• ; • ··.7 ••••• ·-· ; ••. ~ •• ~ ·~. ·~-~ .-.,.,~-· ..... _.~. ~ ·-~: ·:··· •• -••••••• -~ .•• ·-·· ~--:-~ •• _. -~-·-~ ·-. ~ •••••• ~--~ • .-.I ••• -.;.· ••••••••••••••• ·--·_.• --~! :· I _. • :' I ~.: , •. -: ·. •,. • ::.. ·J'· I ;: .- ;.~- . . • >: ' . . . . . . . . • . . .. . . . . . . .. . :· . . ' .. ,, . . . •.. - . :·; • .. -;-· 'ii ; . ,, ·r • . •· -:-. :-· . . . f • . :· : . . ----- --· - ----·- 1"9+40 Highwa.Y92 ·Delta, CO 81+16. 970-87+-5522 . FAX: 970-87+-1 jOO F ACKAGE. FKE.F AR.E.D E.XCLUSIVE.L Y FOK: jack. +5705 Hw_y 6. Glenwood Springs, Co. October J, 2008 Froject #j0809050 . . . • . • :.· . • . . . . • . . . . : . . . . . .. . : . . . . •' . . • . : • . ~--· : . . . . . . . . . : :: . • ,, . . . .. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _._. _. _._. _. _. _._. _. _. _. _. _. _. _. _. _. _. _. _. _. _._. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _._._._._.I_._._._._. 0 _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _. _._. _. _. _. _._. _. _. _. _. _._. _. _._. _._. _. _. _. _. _. _. _. _. _. _. _. _. 0 _. _. _. _. _._. ... FOXWORTH GALBRAITH 19440 Highway 92 • Delta, CO 81416 (970) 874-5522 • (970) 874-9865 (Fax) ROOF TRUSSES JOB NAME: Jack MODEL: Jack DELIVERY I~STRUCTIONS: deliver with goose neck SPECIAL INSTRUCTIONS: DATE 10/06/08 LOT# SUBDIV: TAG: JOB CATEGORY: ROOF NONE NONE ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PROFILE QTY PITCH TYPE PLY TOP BOT 10 HEIGHT BASE 0/A LUMBER OVERHANG CANTILEVER STUB SPAN SPAN ~T~O~P~BO~T1-~,~.,=T~~R~IG~H~T-+~,.~,T~~R=IG~HT~~,~.,=T~~R~IG~H~T~ ITEMS ITEM TYPE SIZE LENGTH PART NUMBER NOTES FT-IN-16 ~-L __ Hanger One H2.5T _____ _j___________ , _________ _j ______ _j 84 i Stabili?~ _ __l__ Truss~abilizer__l __________ _j ____________ ._ .. , __ _l ______________ ___L _____________ __j THE ABOVE LISTED ITEMS HAVE BEEN RECEIVED IN GOOD CONDITION. (EXCEPTIONS NOTED) RECEIVED B"-Y'-: ------------------ DATE~: ______ _ THANK YOU FOR YOUR BUSINESS. Re: J0809050 Jack MITek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth Galbraith (Delta). Pages or sheets covered by this seal: R29364542 thru R29364547 My license renewal date for the state of Colorado is June 30,2010. September 24,2008 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSlfTPI-2002 Chapter 2. Job Truss Truss Type Qty Ply Jack R29364542 J0809050 T01 GABLE 2 1 • fo '" Foxworth Galbraith Truss Company, Delta, CO, Dean McFate 7.060 s Aug 6 2006 MITek Industries, Inc. Wed Sep 24 14.01.37 2008 Page 1 TRUSSES IN THIS JOB A TIIC ACCESS LOAD NOT CONSIDERED {20 PSF 24~WX42~H) 0-2-12 ... 5>10 = 0-2-12 Plate Offsets (X,Y): [3:()..3-12,0-5-0), [7:0-3-12,0-5-0], [11:0-3-8,0-3-0], [13:0-3-8,0-3-0], [17:0+8,0-0-8], [20:0-1-8,0-0-8], [23:0-1-S,Q..0-8], [36:0-1-8,0-0-8], [39:0-1-8,0-0-8], (42:0-1-8 0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCl.L 40.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.1211-12 >999 360 MT20 169/123 (Roof Snow=40.0) TCDL 10.0 lumber Increase 1.15 BC 0.58 Vert(TL) -0.24 12-13 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.97 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2006fTPI2002 (Matrix) Weight: 172 lb LUMBER TOP CHORD BOT CHORD WEBS 2X6SPF2100F1.8E 2X4SPF1650F1.5E BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 WW Stud "Except* 3-13,7-11: 2 X 4 SPF 1650F 1.5E 2X4WWStud REACTIONS (lb/size) 14=2010/0-5-8, 10=2010/0-5-8 Max Horz 14=69(LC 5) Max Uplift14=-443(LC 5), 10=-443(LC 6) Max Grav14=2077(LC 2), 10=2077(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. TOP CHORD 1-2:0/5, 2-3=-225/337, 3-49=-2745/357, 49-50=-2644/364, 4-50=-2621/371, 4-5=-2205/344, 5-6=-2205/344, 6-51=-26211372, 51-52=-2644/364, 7-52=-2745/357, 7-8=-224/337, 8-9=0/5 BOT CHORD 2-14=-283/222, 13-14=-237/167, 12-13=-330/2538, 11-12=-260/2538, 10-11=-237/192, 6-10=-283/220 WEBS 3-14=-1933/453, 3-13=-441/2662, 4-13=-336/141, 4-12=-695/125, 5-12=-7/453, 6-12=-695/125, 6-11=-336/141, 7-11 =-438/2662, 7-1 0=-1933/453 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.5psf; BCDL=4.5psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI1-2002. 3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced ai1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joinl14 and 443 lb uplift 10. 1 0) This truss is designed in accordance with the 2006 lntemational Residenlial Code sections R502.11.1 and R802.10.2 and "'''"""';<! standard ANSI/TPI1. LOAD CASE(S) Standard ond Is for on hdlvldual bumdlng component. i rruss designer. Broc!ng shovm I erector. i i perrnonent bracing I I ~~~~~rm~t?Ji~ g~rgGr~'~1n1:1~~ ~~Wifufl,~~ mcb~0n~~ -Ill' ,,,,, Job Truss Truss Type Q!Jf'i!ll11 ~~1~W'! .rack'!' ' R29364543 J0809050 T01A COMMON 1!3 '! -, 1 Job I ,:11 ) -~ ~: Foxworth Galbraith Truss Company, Delta, CO, Dean McFate ,.,, 20 MITek Industries Inc. WedS ep 2414:01:38 2008 Pa e 1 Plate Offsets <X Yl: LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 fHHO 3>:4 II ll-212 3.50 fi2 " 5x12 = ... 13:0-3-12 0-5-01 [7:0-3-12.0-5-01. 111:0-3-8 0-3-01.113:0-3-8.0-3-01 SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.30 lumber Increase 1.15 BC 0.51 Rep Stress !ncr YES WB 0.97 Code IRC2006fTPI2002 (Matrix) 5.<10 = " 3><10= ... ., ' " S..t2= Ud 360 240 nla 29-4-12 PLATES MT20 Weight: 139 lb l-3-4 0--6.0 " ~" 0-2-12 3-0-8 GRIP 169/123 5eelo•t53.0 LUMBER TOP CHORD BOT CHORD WEBS 2X6SPF2100F1.8E 2X4 SPF 1650F 1.5E BRACING I TOP CHORD': : Strilctl!hll wood sheathing directly applied or 5-8-13 oc puriins. BOT CHORD'· R)gJd-ceili,i,tl directly applied or 6-0-0 oc bracing. 2 X 4 1/'Nr/ Stud ~Except* 3-13,7-11: 2 X4 SPF 1650F 1.5E , 1 )·: Mirek recommends that Stabilizers and required cross bracing be c·~-. irl$\QH~-Curing truss erection, in accordance with Stabilizer I . i REACTIONS (lblsize) 14=2010/0-5-8, 10=2010/0-5-8 Max Horz 14=69(LC 5) Max Uplift14=443(LC 5), 10:-443(LC 6) Max Grav14=2077(LC 2), 10:2077(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension ----~~\1llr~e·}r'~-~~~~~·itlf-~·:--· TOP CHORD 1-2=015, 2-3=-225/337, 3-15=-27451357, 15-16=-26441364, 4-16=-26211371, 4--5=-2205134~~:~~;,~228~.-6-17:-2621/372, 17-18=-26441364, 7-18=-2745/357, 7--s=-2241337, 8-9=0/5 · ~~,m 'i -~ BOT CHORD 2-14:-2831222, 13-14=-237/167, 12-13=-330/2538, 11-12=~260/2538, 10-11=~2371192, 8-10=-~283/220' _ WEBS 3~14=-19331453, 3-13=-441/2662, 4-13=-336/141, 4-12=-695/125, 5-12=-7/453, 6-12=-695/125 1 a-11:;:;-3367141, 7~11=-438/2662, 7-10=-1933/453 ' NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.5psf; BCDL=4.5psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint14 and 4431b uplift at joint 10. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSifTPI 1. LOAD CASE($) Standard A WARNJNG--verqy design.parametft'8 and R&ID NOJEB ON 1HIBAND INCLUDBD Jm'EPrRBFBRBNCBPAGB Jfll-74'13 BBFORB UBB. Design vaUd for use onlywilh Mile!<: connectors. This design Is based only upon poramefef] shown, and is loran individual building component. Apprlcabffityof design paramentersand proper L-'lcorporatlon of component 1s responsiblity of bulldL-'Ig designer-not lrv5S designer. Btucillg shown is lor lateral support of Individual web members only. Additional temporary bracing to lmtxe stobilify di.King construction Is the respoosibillity of the erector. AddiHonal permanent bracing of the overall shucture 1s the responsbmty of the bu~ding designer. For general guidance regordlng ~~~1~grm9i'r?~,7 gegrg~1~t~~~~~~~~~1rfJ\~~ ~d0~~~ ~::'~ad~~~af~?r~~llty Cr11erla, Dsa-89 and acsn BuDding camponent September 24,2008 Job Truss Truss Type Qty Ply Jack R29364544 J0809050 T03 COMMON 7 1 '"' Foxworth Galbraith Truss Company, Delta, CO, Dean McFate 7.060 sAug 6 2008 MITek Industries, Inc. Wed Sep 24 14:01:39 2008 Page 1 6-11·7 6-1-7 6x10 II 4x8::0 1-1~ , .. , , .. , &-7-1 , .. , 6-7-7 " 6x10 = 6-11-7 6><12= ~· 0-2-12 Plate Offsets {X,Y}: [2:0-6-1,0-2-0], [2:1-0-1,0-2-0], [3:0-5-0,0-5-4], [7:0-4-0,0-4-8], [9:0-3-13,0-3-0], [9:1-10-3,Edge], [9:0-2-10,0-8-0], (11:0-4-12,Edge], [13:0-4-0 0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL In (Joe) Vdefl Ud PLATES GRIP TCLL 40.0 (Roof Snow=40.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.3111-12 >999 360 MT20 169/123 TCDL 10.0 lumber Increase 1.15 BC 0.95 Vert(TL) -0.55 1H2 >711 240 BCLL 0.0 Rep Stress loCI' YES WB 0.96 Horz(Tl) 0.18 9 nla nla BCDL 10.0 Code IRC20061TPI2002 (Matrix) Weight 173 lb LUMBER TOP CHORD BOT CHORD WEBS 2X6SPF2100F1.8E 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Rowatmidpt 4-14,6-12 WEDGE 2 X 4 WW Stud *Except• 4·14,5-13: 2 X 4 SPF 1650F 1.5E Left 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer SLIDER Right 2 X 6 SPF 2100F 1.8E 3-0-8 REACTIONS (lblsize) 14=3054/0-5-8, 9=1886/D-5-8 Max Horz 14=-85(LC 6) Max Uplifi14=-726(LC 5), 9=-367(LC 6) Max Grav 14=3058(LC 2), 9=2056(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension Install ali TOP CHORD 1-2=0/6, 2-15=-547/1221, 3-15=-533/1351, 3-19=-56611475, 16-19=-563/1490, 4-16=-551/1683, 4-5=-19721376, BOT CHORD WEBS NOTES 5-6=-3198/540, 6-17=-4637/757, 17-20=-4656n48, 7-20=-4720/743, 7-18=-5108/878, 8-18=-5145/871, 8-9=-52621868, 9-10=0/6 2-14=-1167/551, 13-14=·115/1551' 12-13=-208/2295, 11-12=-516/3930, 9-11=-779/4940 3-14=-834/306, 4-14=-3653/723, 4-13=-75/757, 5-13=-681/194, 5-12=-201/1428, 6-12=-1500/328, 6-11=-106/787, 7-11=-627/243 1) Wind: ASCE 7-05; 90mph; TCDL=4.5psf; BCDL=4.5psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2} TCLL: ASCE 7-05; pf---40.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3} Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf boHom chord live load nonconcurrent with any other live loads. 6) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint 14 and 367 lb uplift at joint 9. "t'lt~~: 7) This truss is designed in accordance with the 2006 lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced r .. standard ANSifTPJ 1. /l~tui LOAD CASE(S) Standard A WARN1NG · Vnify deU.pparameter. and R8AD NOTBB ON 1HISAND INCLVDBD M11BKRBFBRBNCBPAGB JfJJ-7413 BBFORB USB. Design vakl fOf use anlywilh Mirek connectors. This design Is based only upon parameters shown, and is for on fidividuat buDding component. ApplicabiUy of design poromenlers and proper Incorporation of component Is resporuibmty of building designer-not fruss designer. Bracing shown is fOflale!'OI support of Individual web members only. Additional temporary bracing to Insure stab11ty di.Ning construction Is the respons!blllily of the erector. Additional permanent b!'Ocing of the overall structure is lheresponsblity of the buUding designer. For general guidance regarding ~~~~:ro'r!n~~~~ g~grg~1~'7r'~1~i''~~~ ~~~ftufit~~ &\ldo%':,~~ 5.1~~~~.1a~lo~'~~91u9~trty Criteria, DSB-st ond BCSII Bufldfng component September 24,2008 7777 Greenback Lane, Suita 109 Citrus Hel his CA 95610 Job Truss Truss Type Qty Ply Jack R29364545 J0809050 T03A GABLE 1 1 IJob Rofe"'""' '"''"'" Foxworth Galbrai m n De th Truss Co pa y, Ita, CO De an McFate 7.060 s Aug 6 2008 MITek Industries, Inc. Wed Sep 24 14.01.41 2008 Page 1 1>-11-7 6-7-7 7-7-4 10.16 ~ 6•10 II , ... , 6-1-7 " ~= , ... , " 6x10 = :1:<10 = 6-11-7 , ... , G-2-12 1-7-4 ..,. Scale•t67.2 Plate Offsets (X,Y): [2:0-6-1,0-2-0], [2:2-6-8,0-2-10], (3:0-5-0,0-5-4], [4:0-10-0,0-S.7], [5:0-1-14,0-3-15], {6:0-5-0,0-1-0], [7:0-4-0,0-4-8], [9:0-2-14,0-8-0), [9:1-10-3,Edge], [9:0-3-13,0-2-8] f11 0 5-00 2 81 f11 0-4 12Ed 1 [130-4-00 3-41 " " ge, " LOADING (ps1) SPACING 2-0-0 CSI DEFL in {loc) Vdefl Ud PLATES GRIP TCLL 40.0 (Roof Snow--40.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.30 11-12 >999 360 MT20 169/123 TCOL 10.0 Lumber Increase 1.15 BC 0.80 Vert{TL) -0.52 11-12 >741 240 BCLL 0.0 Rep Stress lncr NO WB 0.96 Horz(TL) 0.17 9 nla nla BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 2461b LUMBER TOP CHORD BOT CHORD 2X6SPF2100F 1.8E 2 X 4 SPF 1650F 1.5E -*Except* 9-11: 2 X 4 SPF 2100F 1.8E BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-2-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-14, 6-12 WEBS OTHERS WEDGE Left: 2 X 4 WW Stud *Except* 4-14,5-13: 2 X 4 SPF 1650F 1.5E 2X4WWStud MiTek. recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation uide. SLIDER Right 2 X 6 SPF 2100F 1.8E 3-0-8 REACTIONS (lb/size) 14=3054/0-5-8, 9=1886/0-5-8 Max Horz 14=-85(LC 6) Max Uplift14=-726(LC 5), 9=·367(LC 6) Max Grav14=3058(LC 2), 9=2056(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1·2=0/6, 2-3=-547/1351, 3-71=-566/1475, 71-72=-563/1490, 4-72=-551/1683, 4-5=-1972/376, 5-6=-31981540, 6-73=-4642/758, BOT CHORD WEBS NOTES 73-74=-4660/749, 7-74=-47251744, 7-8=-5156/880, 8-9=-5273/670, 9-10=0/6 2-14=-1167/551' 13-14:-115/1550, 12-13=-20812295, 11-12=-515/3928, 9-11=-781/4951 3-14=-835/306, 4-14=-36531723, 4-13:-751757, 5-13=-682/194, 5-12=-200/1426, 6-12:-1497/328, 6-11 =-1 06/794, 7-11=-636/244 1) Wind: ASCE 7-05; 90mph; TCDL:4.5psf; BCDL=4.5psf; h:25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI!TPI1-2002. 3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs oorHx>noum~ with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7261b uplift at joint 14 and 367 lb uplift at joint9. 1 O) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced standard ANSI!TPI 1. LOAD CASE(S) Standard A WARNJNG. Verl.Jil dt:sJ.gn.p~fli'S and R&D NOTBB ON WISAND INCLVDBD lfiTBKRBFBRBNCBPAGB Hll-7413 BEFORE USB. Design void for use only with Mile~ connectOI'S. This design is bosed on!)' upon porometers shown, ond Is loran i'ldlvidual building component. Applicobifrtyof design paramenters and prpper Incorporation of component Is respanslbllty of building designer-not fn.Jss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to inwre stabHily during construction Is the responslbintty of the erector. Additional permanent bracing of the overoll structure Is the responslb!ity of the bu1dlng designer. For general guidance regardi'lg ~~~9~~:n~~ ~~g~!~~~~~si~~~ ~~~ft~ ~do%':t<;W; f%!;~ad::~'W.~?1u9~11ty Clllerla. DSB-89 and BCSII BuDding Component September 24,2008 7771 Greenback Lane, suna 109 Citrus Heiiihts CA 9561 0 Job Truss Truss Type Qty Ply Jack R29364546 J0809050 T03B COMMON 4 1 Foxworth Galbraith Truss Company, Delta, CO, Dean McFate 7.060 s Aug 6 2008 MITek Industries, Inc. Wed Sap 24 14.01.42 2008 Page 1 6-7-7 6.7-7 6-11-7 ...., Scolo•1.65.3 1-7-4 9-2-2 G-2-12 3.60112 " 5x16t.IT18H = 9-2-2 " 8•18 t.IT18H = " ~t6!.1T18H = 9-2-2 5•14 = 4.<8 ~ 0..2-12 1-7-4 Plate Offsets (X,Y): (2:0-2-9,Edge), (2:1-3-14,0-2-0], [2:0-2-13,0-2-8], (4:0-4-0,0-4-8], [8:0-4-0,0-4-8], [10:0-2-13,0-2..S], [10:1-10-3,Edge], [10:0-3-0,0-7-8], (12:0-8-0,0-3-0], [14:0-8-0 0-3-01 LOADING (psQ SPACING 2-Q-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 (Roof Snow=40.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.51 13-14 >942 360 MT20 169/123 TCDL 10.0 lumber Increase 1.15 BC 0.82 Vert[TL) -0.97 12-13 >496 240 MT18H 169/123 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.34 10 o/a o/a BCDL 10.0 Code IRC2006fTPI2002 (Matrix) Weight: 176 lb LUMBER TOP CHORD BOT CHORD WEBS 2 X 6 SPF 2100F 1.8E 2X4SPF2100F1.8E BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-7-13 oc purlins. Rigid ceiling dlrecUy applied or 7-6-14 oc bracing. 1 Row at midpt 5-13, 7-13 SLIDER 2 X 4 WW Stud *Except* 5·13,6-13,7-13: 2 X 4 SPF 1650F 1.5E Left 2 X 6 SPF 2100F 1.8E 3-0-4, Right 2 X 6 SPF 2100F 1.6E 3-0-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=2468/0-5-8, 10:2466/0-5-6 Max Horz2:85(LC 5) Max Uplift2:-432(LC 5), 10:-432(LC 6) Max Grav2:2471(LC 2), 10=2471(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1·2=0/6, 2-3=-6574/1079, 3-15:-6447/1069,4-15:-6420/1095, 4-19=-5899/904, 16-19:-5836/908, 5-16=-5816/918, 5-6:-4326/671, 6-7:-4326/671, 7-17:-58161916, 17-20:::-5838/909, 8-20:-5899/904, 8-18=-642011096, 9-18=-6447/1090, 9-10:-6574/1060, 10-11=-0/6 BOT CHORD 2-14::-1069/6189, 13-14=-811/5294, 12-13:::-726/5294, 10-12=-985/6189 WEBS 4-14=-658/268, 5-14=-36/584, 5-13:::-1860/369, 6-13:-198/1692, 7 -13=-1860/369, 7 -12=-37/584, 8-12=-6581269 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.5psf; BCDL=4.5psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left ard f1ght exposed; LumberDOL=-1.33 plate grip DOL=-1.33 2) TCLL: ASCE 7-05; Pf--40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 2 and 432 lb uplift at joint10. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI1. LOAD CASE(S) Standard A WARNJNO-. VerV'il daignparamd-. and R&D N01ES ONJJIISAND INCLUDBD M1TBK RBFBRBNCB PAGB 1111·7413 BBFORB U8B. Design varld for \.IS& only with MiTek connecton. This design Is based only upon parame!erS shown, and is for an Individual building component. Applicability of design poramentms and proper hcorporotion of component Is responsiblity of bullding designer· not truss designer. Bracing shovm Is for lateral supporl of Individual web members only. Ado'~ional temporary bracing to Insure stabifrty durtng construction Is the respansibillity of the erector. Additional permanent brochg of the overall structure is the responsibiflty of the buldlng designer. For general guidance regarding ~~~9~~rln~~~~~ge~rai~1 ~trrg~~n1:~~~~~~r .. fJi~~ ~d0~~~n% &..~~~~od:oN;,t~~?1u9~1Jty criteria, osa-89 and acsn BuRdlng component September 24,2008 Job Truss Truss Type Q~ Ply Jack R29364547 J0809050 T03C GABLE 1 1 IJob "~" "" . ·" Foxworth Galbraith Truss Company, Delta, CO, Dean Mcfate 7.060 s Aug 6 2008 MITek Industries, Inc. Wed Sep 2414.01.432008 Page 1 1-1(}.{1 1-7-4 9-2-2 ()..2-12 &-7-7 3.50!12 " 5x16MT18H = 4"" II 6-7-7 6>.10= " Hx16MT18H = 9-2-2 6-7-7 " S:.16MT18H = 4>:4 II 6-11-7 0-2-12 ...., Scalo•1.6S.3 1-7-4 Plate Offsets (X,Y): (2:0-2~9,Edge], (2:1-3-14,0-2-0], [2:0-2-13,0-2-8), (4:0-4-0,0-4-8), [5:0-10-0,0+15], [7:0-10-0,0-3-0}, [8:0-4-0,0-4-8], [10:0-3-0,0-7-8], [10:0-2-13,0-2-8), [10:1-10-3 Ed 1 r12 o-s-0 0-3-0l r 12 0-0-4 o 1-s1 r14 o-s o 0-3-0l r14 o-0-4 o 1-a1 raa o 1-s o-0-aJ rs1 o 1-s o-0-81 ge, ' ' -' -' ' LOADING (psf) SPACING 2-().{) CSI OEFL In (Icc) 1/defl Ud PLATES GRIP TCLL 40.0 (Roof Snow=40.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.51 13-14 >941 360 MT20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.97 12-13 >496 240 MT18H 169/123 BCLL 0.0 Rep Stress lncr NO WB 0.43 Horz(TL) 0.34 10 nla nla BCDL 10.0 Code IRC2006fTPI2002 (Matrix) Weight: 244 lb LUMBER TOP CHORD BOT CHORD WEBS 2X6SPF2100F1.8E 2X4SPF2100F1.8E BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-7-9 oc purlins. Rigid ceiling directly applied or 7-6-9 oc bracing. 1 Row at midpt 5-13, 7-13 OTHERS SLIDER 2 x 4 ww Stud •except• 5-13,6-13,7-13:2 X4 SPF 1650F 1.5E 2X4WWStud Left 2 X 6 SPF 2100F 1.8E 3-0-4, Right2 X 6 SPF 2100F 1.8E 3-0-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=2468/0-5-8, 10=2468/0-5-8 Max Horz2=-85{LC 6) Max Uplift2=-432(LC 5}, 10=-432(LC 6} Max Grav2=2471(LC 2), 10=2471(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension Installation uid TOP CHORD 1-2=0/6, 2-3=-6587/1085, 3-67=-6461/1095, 4-67=-6432/1101, 4-71=-58981902, 68-71=-58361906, 5-68=-5811/916, BOT CHORD WEBS NOTES 5-6=-4326/670, 6-7=-4326/670, 7-69=-5811/916, 69-72=-58361907, 8-72=-5898/902, 6-70=-643211102, 9-70=-646111096, 9-10=-6587/1086, 10-11=0/6 2-14=-1075/6202,13-14=-813/5298, 12-13=-728/5298, 10-12=-991/6202 4-14=-6671273, 5-14=-321571, 5-13=-1867/371, 6-13=-200/1699, 7-13=-1867/371, 7-12=-32/571, 8-12=-667/273 1) Wind: ASCE 7-05; 90mph; TCDL=4.5psf; BCDL=4.5psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS {low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DQL:1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the pla_ne of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI1-2002. 3) TCLL: ASCE 7-05; Pf=40.0 psf {flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 limes flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otheiWise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 2 and 432 lb uplift 10. 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A WARNIMT · Verify df!sig,q pmv:mtt:ters t171d R&D NOTES ON1tliS/JND JNCLUDBD lf1'1JfK RBFBRBNCBPAGB Jfll-7473 BBFORB USB. Design vafld for use only with MiTe~ connectors. This design Is based only upon paromelei'S shown, and Is for on ind!vldual buflding component. Applicability of design paramenia~ and proper incorporotlon of component is respomibifity of building designer-not lrvss designer. Brocing shown is for lolefol support of lndlv!duol web members only. Add~lonoltemporory bracing to insure stabnity dU!hg conslfVCiion Is the responslblllltyof the erector. AddiHonot permanent bracing of the overall stnJcture Is the respomlbllily of the building designer. Forgenefol guldonce regording t~~9~rTn~"tf:~ ~~~~~t~M~;3_;1~~~ ~~~JfJ~~ ~0~on~Wi ~~!~~od:J4~1af~9i~~ltly Criteria, OSB·89 and BCSI1 BuUdlng Component September 24,2008 f ' ' Symbols PLATE LOCAnON AND ORIENTA nON ·~ Center plate on joint unless x, y offsets ore indicated. Dimensions are in tt-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. o-l.t16" For 4 x 2 orientation, locate plates 0-1 11~' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available In MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ?/ BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T. 1 or Biminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPil: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. DSB-89: 8CSI1: Building Component Safety Information. Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. r::; it) ( ·, Numbering System (Drawings not to scale) I 6-4-8 I dimensions shown in ft~n-sbdeenths 2 3 TOP CHORDS C2~ 4 WEBS 0 ~~ ~ xu 0 u ~ :r: ~ uu 0 ~ ~t::::::£~~~~~~;;~~::::::::~§E~:Jo BOTTOM CHORDS ~ 8 7 6 JOINTS ARE GENERALLY NUMBERED/LEJTERED CLOCKWISE AROUND THE TRUSS STARTING AT TliE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENnFIED BY END JOINT NUMBERS/LmERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352. ER-5243, 96046. 95-43.96-31. 9667A NER-487. NER-561 95110. 84-32. 96-67. ER-3907. 9432A 5 © 2006 Milek® All Rights ReseiVed MITek Engineering Reference Sheet: Mll-7473 i'J~ A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSil. 2. Truss bracing must be designed by on engineer. For wide truss spacing. individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shalt not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fwe retardant. preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPil Quality Criteria. "' r< .. "' 0 0-6 ~ .. -a-~~ ,~·" TRUSS PLACEMENT PLAN ,. , tt-t.- 1"'1". (/ -_f-~ I :J3•.Z,./ ~4.1 "' 33-7-0 15-1-12 ,., got>· I ~~ rn==r------- ' ' !V _ _,£_ ! ~~~ T01A(16)~ j__ ~-_____ _, ___ _J • __ Qne 13_ow_.f!LT_I)J~s Stabll~rs __ m'=i==d '!'";--..>-~"'; ~.~~ I ' "'\ .~ ~· ' ~ ==-____:____ =-:::;:-==--' ~-=- ·-~---·-_ ---~e_fl~-~"':~~~ta~~--_';_- ' : .: 1: ~-OneRow.ofTrussStabilizers.: ~~ :-T~B{~~ I . 1-. : _T03:{75J <'I 81 ,_IIi: _QI)Il60W'91 I(Uss ::'!tab!l!?em; --·-·-:11 1-, i l! I 9 I * I ,, ~ _L _ _;_ --:~ : ; • ' 1 1 ( ' ! ~ + .. -. _c=c~= --~-~ ~-' ··-ro,;.~o.iiru;;s•;,".;,,--~.~1 ' ., ' • .! < I il '-=+-l ~---:1 ·'-'---.;rl'J ' . , !I~ : jl . . . ! I l ''. --- J?e-e> ,.J p r" 7..f'"--z. R-r.. "' I!' 7S'. :J H Hardware: (84) StabiRzers {62)H2.ST H2.5T typ•cal at all bearings u.n.o CUSTO~ER: OCR JOS: j~ck. AcldttL.o"" ADDRESS: 45)'05 >twy "' DATE: se:p 1...G,::wor? JOB It: 'B.0~03050 DRAWN BY: R5 .... FOXWORTH GALBRAITH TRUSS DIVISION 194<10 !iwy. 92 Detla. co 81416 97().374-5522 97().1174-1JQO F No. 11155 Assessor's Parcel No. 2123-361 -22-001 Date 10/24/2008 BUILDING PERMIT CARD Job Address 45705 Hwy 6&24, GWS I Canyon Creek Estates, Lot 69 Owner Panter, Richard Address 45705 Hwy 6&24, GWS Phone # 970-947-5203 Contractor Foxworth Gal braith n-Address 19440 Hwy 92, Delta Phone # 9 10"'874-~5~ Setbacks: Front Rear RH LH Zoning ____ _ re-roof-~ ~.:::V ~ L--INSPECTIONS ~"'V Soils Test Weatherproofing ____________ _ Footing ____________ _ Foundation ___________ _ Grout _____________ _ Underground Plumbing ______ _ Rough Pl~mbi l).g -=----=--~---- Framing 3.-"f/0 Insulation------------ Roofing------------- Drywall ------------- Gas Piping ___________ _ NOTES Mechanical ______________ _ Electrical Rough (State) _________ _ Electrical Fi nal (State) __________ _ Final /Checklist Completed? ___ _ Certificate Occupancy # ________ _ Date ____________ __ Septic System# ____________ _ Date -------------- Final ___________ _ Other _______________ __ (continue on back) EXTERIOR Address No.-------------- Drainage----------------- Decks-support & clearance to wood -------- Decks--stairs & rails ------------- Exterior locks ----~---------- Flashing around doors & windows-------- Insect screens ______________ _ INTERIOR GARAGE Fire wall separation-------------- Service doors-Ht." min.------------ Door (20 min.) w/auto closer-1%" min. ______ _ Mach. equip. 18" above floor· _________ _ No opening into sleeping area _________ _ BASEMENT-CRAWL AREA Access ________________ _ Insulation----------------- Headroom/Stairs ______________ _ Ventilation ------------------ FINAL CHECKLIST MECHANICAL ROOM Boilerc ______________ _ Hot water ____________ _ F.A. gas/oil ___________ _ Floor drain ___________ _ Clearance ____________ _ Air con. system __________ _ Hot water heater---------- Combustion air· __________ _ Gas piping, valves _______ _:._ __ LPG Drain------------- FIREPLACE/STOVE Clearance to combustibles•-------- Termination of chimneyc ________ _ Combustion air· ___________ _ Hearth (12" or 20" on sides) _____ _ Glass doors ___________ _ Certified by: _______ ~--- REMARKS STAIRWAYS Headroom (6'6") ----------- Railing & guardrails ---------- Width _____________ _ Rise & run------------- KITCHEN Clearance above grill _________ _ Exhaustmn _____________ _ Broiler exhaust (1 hr. chase)-------- BEDROOMS Egress _______________ _ Smoke detector------------ BATHROOMS Exhau&ffin __________________________ __ Shatterproof glass ___________ _ OTHER COUNTY OF GARFIELD -BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone(970)945-8212 Job located at lf-)'70 S: ~ 6 -f.?: I( Permit No . ...L,ar-+'l..v:s;LJ...~£.____------------ I have this day inspected this structure and these premises and found the following corrections needed: Ci( Call for Re -lnspection 0 $50.00 Re-lnspection Fee must be paid prior to Re-lnspection You are hereby notified that the above correction must be inspected before covering . When correction(s) have been made, call for inspection at 970-384-5003. Date /1-/Z-a.? 20 ___ _ Building Inspector ~ Phone (970) 945-8212 BUILDING PERMIT GARFIELD COUNTY, COLORADO INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB Date Issued ) 0 · 2 4 • Of, Permit No. __ \......,.)L-.:JII.__~~6------ AGREEMENT In con sideration of the i ssuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; con struction and erection of the proposed structured for which this· permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building department and IMMEDIATELY BECOME NULL AND VOID. Use re • roof Address or Legal Description ~ l5Jt5 Hw~ lr~ 21.J 6 W 5 • Owner ~n\er, Q.ilXJon{ Contractor~-"' G«(~tih Building Pe rmit Type 12f£ 1 dcttlia.l This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection INSPECTION ~ RECORD Footing - ----Driveway Foundation I Grouting Insulation Underground Plumbing Drywall Rough Plumbing Electric Final (by State Inspector) (Prior to Final) Rough Mechanical Septic Final Gas Piping FINAL 6 -;J.__~r-) :2-~~ ?!' ~ .. / Electric Rough (by State Inspector) • (You Must Call For Final Inspection) (Prior to Framing) Notes Framing 3--9'-/0 0~ ~ {oM~) (to include Roof in place & Windows & Doors installed & Firestopping in place) THIS PERMIT IS NOT TRANSFERABLE For Inspection Call970-384-5003 Office 970-945-8212 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 DO NOT DESTROY THIS CARD APPROVED I 0. ~ -op, Date ~