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Plans (119) 1 VCiL\3 5 aS 2-% ' t 1c AXA .� I II .Ar qr�, e 8 ' K £vlilek3 1,"`11 13 E 1{ a S' )II t5 3_•. 6 JY MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON PATIO COVERS The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2778518 thru K2778519 r My license renewal date for the state of Oregon is December 31,2017. OFFICE COPY REVISION ��.ED PROF& 44, sPiP 0GINEF9 /0 cc 89200PE 1 OREGON t, �lV� <0 D' 14 AER • trl� January 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC c LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16RTR LOAD DURATION INCREASE= 1.15 1-2=1 0) 36 2-5=(-47) 62 3-5=1-233) 167 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3=1-97) 82 WEBS: 204 KDDF STAND 3-4=1 -7) 3 F LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL= 25 PSF Ground Snow (pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 EDDY ( 625) "a For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSP LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAx LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.195" @ 3'- 9.5" Allowed = 0.438" 7-02-040-Q3-12 MAX TC PANEL TL DEFL= -0.250" @ 3'- 9.7" Allowed = 0.656" 1 ,( ( SEASONED LUMBER IN DRY SERVICE CONDITIONS 1. 12 MAX RORIE. LL DEFL = 0.001" @ 7'- 2.2" 4.00 1 " MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 4 Design conforms to main windforce-resisting 3 "/ system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ,O in the plane of the truss only. .-1 I 0 N N t 1 II p�� 5 M-3x4 M-1.5x3 1 1 j 7-02-04 0-03-12 1 1 1 1-00 7-06 4 c O PROpe R1 NGINEE'9 4SjgP L' :9200PE Ifr JOB NAME : POLYGON PATIO COVERS - P2 /� Scale: 0.5695 lime WARNINGS: GENERAL NOM. unlesoNe, R noted: I. OREGON �Q ''' 1.Buller and erection contractor shMdd be advised of ail General Notes 1.This design b based only upon the Ammeters sown and b for anindMdel Truss: P2 and warnings before conMuotbn comments. building component.Applirabiey ofdeeign paremelara and proper LIQ�� 14,•,(Bl6 1. 2.214 compreselom web bracing must be lntelled whereshown.. booporatlon of component bole rawonsNlMof ms building designer. a�� 3.Additional temporary bracing to enure debility a.ag construction 2.Doerrod lO me eared bsbmtlwNs b be wbrally braced at wine respoefoliyofthe erector.Additional pmmaserd bracing of conti.mwalsitrin such mh espluMeabated(TC).dttlwybnpmby M 'd?A fl- eoespeusstersorauebasacingaquirednp(0C)eas s dryml(BC). 4("( V DATE: 1/23/2017 No overall Mumbrabedbesy component until 3.hImpact bbpbgorMoral sopen. required vderawtown.+ SEQ.: K2778518 4.No bed Mould be applied b any component soy seer en bracing and 4.InRINa0on of bum is tiereepcneny of Neoapefse contractor. testae=are complete and al no lime would any beds greater than .Design assumes buses am b be Wed In a nen-corrosive erMrenasn, design tippled any component. and are forYytdawn-6 at e.e TRANS ID: LINK 6.Melon asonesbabsngwrsupports sham.Shire ornudge g EXPIRES: 12/31/2017 5.CompuTrus has no control ow all assumes no responsibility tor Me modem. bbketbn handing.wtbrasnand Meteledm ofcompomals. i.Desgn ensu es asppte drainage is provided. January 23,2017 B.This design le mottled ebbed to me Imitations sal form R by 8. on Msn. all be located on both fes of busk and plated so their caner TPIAdTCA In SCSI,copies eI winch MI be bmbhed upon request. ism coincide wielded canter Ines. ,...:-.:a_.�.,:..,a"�,�:.,.. ;;.:.F,. . r..=..'.-. ..-,..:,:>A,. n _..amu., .- ::; r. r•ii,1- .n .t -:... ..,_ _ LIFBH�tge&IM[gln"a"._,,...�.«na- mP u. - .ek.M......-...,,u -..=.'u cox e_.. ._ _ .. . .�..,".-...,...,_., b,..� a Dgw bolab abs of prate M inches. This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1116BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x4 RODE NILBTR SPACED 24.0" O.C. 2-3=(-97) 82 3-4=( -7) 3 WEBS: 2x4 KDDF STAND a LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ) 625) OVERHANGS: 12.0" 0.0" LL= 25 PSP Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.99 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (non). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. '* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" MAX TC PANEL TL DEFL= -0.250" @ 3'- 9.7" Allowed = 0.656" 7-02-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' l' 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 4.00 MAXD HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 4 Design conforms to main windforce-resisting M-3x5 3 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �111111. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 ,O in the plane of the truss only. .-i ? o' .� o Truss designed for 4x2 outlookers. 2x4 let-ins N t of the same size and grade as structural top chord. Insure tight fit at each and of let-in. M-3X5 Outlookers must be cut with care and are permissible at inlet board areas only. _......„„idd o h-rn 1 �� -� t 2 P� ,,, o M-3x4 M-1.5x3 y 1 l 7-02-04 0-03-12 l y 1-00 y 7-06 �`�ED PRQp `St 44�NGINEF9 V<?f, :9200P JOB NAME : POLYGON PATIO COVERS - P1 ,11P,. .. � Scale: 0.5695 1. � C '�I. WARNINGS: GENERAL NOTES. mb.o o4rmMa noted: OREGON ` 1(/ 1.&ilderabaedlu5 contractor shook'be misleadctadC Gemini Nobs 1.This design b betel eWl open the ammeters tlpwnaed Is bran Individual rDem kp A Truss: P1 and wemeG.belle wrrwwun commences. building component.Applicability ofdesign ammeters and proper 2 1.zvt compression yob bracing mull be Metalled whet.Mown•. IncerporatlonMwnpaWM bthe respon.N®yotm.building designer. O 4e 14 O A4 3.Additions!temporary bracing to insure YamWyduer construction z.Design awucetem top and bottom enerMmM Wendy braced at Fp ` 0 b the resporebSM el dm evader.Addidowl Permanent black's of cntinuoustheeGAIS a spill d.MatIg(TC)ind%ordrywae(10'oo.respectively mews braced ihroughout tholf BC) A. RIO- DATE: 1/23/2017 tan overall structure 68,.responsibility of the buNAp deYooer. 3.2e impact bdddbg or'keret basing required Were Chown•• 4.No Road should be applied b any component Wester al bracing and 4.bWllelbn°those b the resporeNdly Moa resAdieeadractor. SEQ•: K2778519 I Designasumeshones aratubeused menomm�wheemam'ment. listeners era complete InlMwtY"a,54 any loadsand arelo"dry codition'°orae. TRANS ID: LINK desgnloedtbeapplied toany component. 6 DnyRnassumes full bearing Melsupports sham.Shin orWedge 8 EXPIRES: 12/31/2017 D CompuTrus hes no control over and assumes no mponWddy los the necermem. abdoeOun,Mndbp.shlpnwld and m.telaNee M conpoerds. 7.Design memos adequate drainage is prawded. January 23,2017 6.MI669Idn b furnished subjected the fmhMlmw tan faith by 8.PlaMshanbe booted on boli'bees Mimes,end placed so 554,center TP6 W YCA in SCSI.wpbs M veld'will be furnished upon request. Own coincide with pint calm hies. 9 llipb indicate Yee M pot In hobos. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 si4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury i�� Dimensions are in ft-in-sixteenths. 11114‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0-116" 4 wide truss spacing,individual lateral braces themselves 0 by may require bracing,or alternative Tor i 3111111111111 . re bracing should be considered. rip Ore U 3. Neverexceedthedesignloadingshownand never 4. °°1:1- stack materials on inadequately braced busses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate F" designer,erection supervisor,property owner and plates 0- hid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 8. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 4.11•••11111= connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20120 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or Upon reQUest shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol mbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS ir by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w Indicates location where bearings 18.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.Eal 1/114 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.DSand pictures)before use.Reviewing pictures alone is not sufficient. BCSI: Design ldg Standard for Safety I � e BCSI: Building Component Safety Information, � 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013