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Plans (410) • -7 -- 002,6 mit 9 �C� 4 L-v\ Mil 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 My license renewal date for the state of Oregon is December 31,2017. REFERENCE ONLY NOT APPROVED WITH THIS PERMIT �tiR 0O PROFFS 7GIN \ F9 �'j� 2 89200PE 9' ,i OREGON 4y -14 20'' `.4 �FRR]U- 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 COMBER SPECIFICATIONS TC: 2x9 KDDF C1TBTR TRUSS SPAN 7'- 6.0" BC: 2x4 KDDF #068TR LOAD DURATION INCREASE = 1.15 IBC 1-15 MAX 36 2-5 F-47ES 93-5"(-233( 067 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=( 0) 2-5=(-47) 62 3-5=(-233) 167 2-3=(-97) 82 TC LATERAL SUPPORT <= 12"0C. DON. LOADING 3-9=( -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF BEARING OVERHANGS: 12.0" A TOTAL LOAD = 92.0 PSF MAX TIOT MAX TIOZ PRO REQUIRED SPG( ASPECIES) 0.0" LOCATIONS REACTIONS REACTIONS SIZE 0 N. 0'- 6.0" -36/ 307V -32/ 9OR 5.50" 0.72 KDDFP) 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V ** For hanger0/ OH 5.50" 0.99 KDDF ( 625) specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7_02_09 MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.938" 0-`03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x,3 9 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=9.2,BCD L=6.0, ASCE 7-10, (Ail Heights), Enclosed, Ca .2, 15%, MiElE7gir), load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads so in the plane of the truss only. seo N en co o _ I 2 0 5 M-3x9 M-1.5x3 l 7-02-04 y y y y 0-03-12 1-00 7-06 y ,t�E0 PROres �c� 0NGINEF�9 s/o 2 It. :9200PE 9' JOB NAME : POLYGON PATIO COVERS - P2 Scale: 0.5695 � ll!!!!!!!4:15 cc WARNINGS: �� 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted. Truss: P 2 and Warnings before construction commences. 1.This design is based only upon the parameters shown and is for an individual 7G OREGON 0 L(/ 2.2x9 compression web bracing must be installed where shown+. inbcorpogration component.Applicability of resdesponnsibility parameters and proper c rporation of componentis the resp ibilily o/the building designer. �O a?� �O� ��'\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �l *A 1 DATE: 1/23/2017 is the responsibility of the erector.Additional permanent bracing o/ 2'o c.and at 1'Y o.c.respectively unless braced throughout their length by I't the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired here s and/or drywall(BC). N. 1199 . SEQ. : K2778518 4.No load should be applied to any component until after all bracingand 3 2x Impact bridging Crus or lateral bracing ty f required where shown* fasteners are complete and at no time should an loads a 4.Installation of truss is the responsibility of the respective contractor TRANS I D: LINK design loads be applied to an y greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y component. a and are for"dry condition"of use. ge S.CompuTrus has no control over and assumes no responsibility for the gn assumes full bearing at all supports shown.Shim or wedf fabrication.handling,shipment and installation of components. necessary. EXPIRES: 12/31/2017 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8. TPIMTCA in RCSI,copies of which will be furnishedu uponPlates shall be located on both faces of Truss,and placed so their center January 23,2017 p request lilcoincidewithbojoint center MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC LU: 2x4 KDDF CATIOR TRUSS SPAN 7'- 6.0" BC: 2x4 KDDF d1&HTR LOAD DURATION INCREASE = 1.15 IHC 2025 MAXMEMBER FORCES-4 ) 43-5D)-233) 167 BC: 2x4 KDDF 41AND SPACED 24.0" O.C. 2-3=( 0) 36 2-5=(-q7) 62 3-5=(-233) 167 2-3=(-97) 82 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP OCATIOG MAX VERT MAX HORS SIG ROQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS 5I5E 07I N. F ( 625) LL = 25 PSF Ground Snow (Pg) 0 0.0" -36/ 453V1 -32/ 96H 5.50" 0.72 KDDF ( 625) 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 (050). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 'un spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, MAX LL DEFL = 0.002" @ -I'- 0.0" AllollowedR= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ` MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.436" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" f ,( SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 12 MAX BORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" 4 7'- 2.2" M-1.523 4 Design conforms main r g M-3x5 3 5 system and c components andclraddingcriteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, 1111111 Truss designed forwi rid loads f rn the plane of the truss only. F rn o Truss designed ne:; :7tfto4 for 4x2 outlookers. 2x4 let-ins nsN ochfotrdhe sInamsuereseandgre esachsterudctoufrallett7 n.M-3s5 Outlookers mucut ith care and a re .1 permissible et board areas only f 1o o M-3x9 M-1.Sr,3 J 7-02-04 y y J. J • 0-03-12 1-00 7-06 l �`��'�'� PRO c. v'‘yGINE�c'Y/ 02 :9200PE - 17 44 It " JOB NAME : POLYGON PATIO COVERS - P1 .�/" Scale: 0.5695 �� j� WARNINGS: GENERAL NOTES, unless otherwise noted. • /yam Truss: P 1 1.Builder and erection contractor should be advised of all General Notes 1.This design '7 21 OREGON K and Warnings before construction commences is based only upon the parameters shown and is for an individual /A• 2.2r4 compression web bracing building component.Applicability of design parameters and propers. ref✓ g must be installed where shown+. incorporation of component is the responsibility&the building designer. �O .A �O� ���\ 3.Additional temporary bracing to insure stability curing construction 2.Design assumes the top and bottom chords to be laterally braced at �7 w DATE: 1/23/201 7 is the responsibility of the erector.Additional permanent bracing of 2'en.and at 10 o.c.respectively unless braced throughout their length by Y the overall structure is the responsibility of the building designer. 2xcontinuousIactsheathing sten as acing plywood aired ogre s and/or erywall(BC). R L� SEQ.: K2778519 4.No load should be applied to any component until after all bracing d 3 In Impact oftrugortherelbracingrequiredwhereshown++ fasteners are complete and at no time shook an loads g an 4.Installation of truss Is the responsibility of the respective contractor. TRANS I D LINK design loads be applied to anyy greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ppcomponent. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design eel nssumes full bearing at all supports shown.Shim or wedge if a fabrication,handling,shipment and installation of components. ry' EXPIRES: 12/31/ 2017 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIIWrCA in SCSI,copies of which will be furnished upon8.Plates coincide with ith join on center erlines of truss,and placed so their center January 23,2017 request. lines shall be located center lines. (1 L)-E 9_Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6 70.For basic connector plate design values see ESR-7371,ESR-1985(MTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4 v ' Center plate on joint unless x, 6-4-8 I I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal In ur Dimensions are in ft-in-sixteenths. ) Y IFIN44,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C2-3 Q' 16 c 2 Truss bracing must be designed by an engineer.For iIiij !: 2 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 16, 11iii'Ailli' 3. Neverstack materials exceed thone design inadeqloadivatelyng shownbraced and never trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 F plates 0- 'h� BOTTOM CHORDS designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each -.� required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO local ons arets anoint and embed d e - byKnotANSI/TPI s andnI at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 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 shown and/or SYP values as specified. by text in the bracing section of the representsby AWC in the 2005/2012published NDS SP represents ALSO approved/new values 13.Top chords must be sheathed orpurlins 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, BEARING or less,if no ceiling is installed,unless otherwise noted. w-- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ) \ ? reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise. ® �� MI R' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/I-PH: National Design Specification for Metal 19.Review all portions ofuse.this design(front,back,wordsalone Plate Connected Wood Truss Construction. and pictures)before Reviewing pictures DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, MiTek.. Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Y 6X6 6X6- �_,4_____ _.i2LLTB ___ _-.1___ _ N U O cr N O H- I O Q 0 8 4 51.2 P3 STHD14 S9.0 4X10 HDR (2)2 - ,auciSTH 1 _ 2x LEDGE D . (2)KING S ..JD �j- in — --- 11 W/ TRI STU it - 11 I 1 � EACH SI E MI . I _ /_I 1 j MAIN LEVEL SHEAR WALLS Plan 3413 ,R) UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN-Optional Roof at Patio E ®��,�y �T r €11 PATIO WIDTH VARIES PER LOT REFERENC Y r NOT APPROVED WITH THIS PERM D,, w W Patio 3(1'-0"r Y-10" 1'7-11y" 1°• m I I tY 6-0 5+0 F 2_6 5-0 SH I 6-0 9-0 SL o 1.. I 1 a I 12 I I D2D i N 1 Plan 3413 (R) MAIN LEVEL PLAN 1/4"=1'-0" AMERICAN MODERN-Optional Roof at Patio 34'-0" PATIO WIDTH VARIES PER LOT OIMIIIIMIIMIIIM 6x6 PT\$T 6I, PT POST Al A THICKENED r JSLAB EDGE 1 w I o I m 3W' CONC. SLAB T Im D !I!: W� ��® a. �`0` CO STHD74 07 ^sTH„- j— --_ __-,-,±D,.ii, ® 11. Plan 3413 _R) FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN-Optional Roof at Patio PROJECT NAME: River Terrace ARCH. JOB NO.: 1503 BULLETIN DATE: 03-15-16 SCALE: 1/4" = 1'-0" PAGE: PREPARED BY: Alexia Fukui REF. SHEETS: A3, A6, A7 MA-10 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. LEGEND: ''''.."...."*^..........-- . , =3 SANITARY SEWER i., (..,,111111111-1t:v •-• STORM DRAIN IL - - - - - ILL - - t - lt _w_ WATER LINE I),SI,11 12564 SW man Sheet . MANHOLE45 U Trsg Z!;',7'32 X CATCH BASIN 0ATE REVISIONS 6,1.2.7 .. .. . DATE DESCRIPTION Ilk 19t50 r : sel', STREET UGHT 7iiI1 E ill --- --- ___--- ill A-1 . co... STRAW WATTLE PERIMETER 1 1 I il I =..____I I I ' q I EROSION CONTROL , 11111. FLOW DIRECTION ARROW , , 4 I 4.,.. p. r 4 I 1 rr::---7---17'. CSTORNESTETRUSECCITIOIONN&S,CEEumENTS I V 4.00 4. -.— 46 --.I 4.4.,./ 1 I 3,780 SF t I BI 1 1 B 3413DR g/ 4.:BUILDING: .1 / 1 , • SETBACK SUMMARY - FRONT SETBACK: 12' SIDE SETBACK: FF.343.51 /I I I • STREET SIDE SETBACK: I /1/4 i /1" I 1 FRONT GARAGE SETBACK: 20' GARAGE' FRONT PORCH SETBACK: B' 1 1 I It E 1 I I REAR SETBACK: 15' REAR COVERED PATIO SETBACK:10' .-"I FE_I-1/ r1 pr- --1.-_..i- -1"------ , , r L// e? PUE,TYP. PORCH 20.IA, 34.„.. _ _ T i [ LOT COVERAGE: - - RIVER 12.29'' LOT AREA:r.° 3,780 SF TERRACE _ (2)YELLOWWOOD/ BUILDING FOOTPRINT: 1469 SF L.. ''.. . 341.0 EAST l COVERED PORCH: 114 SF WATER, I t , 2:411. 1 , , , COVERED REAR PATIO: 112 SF ;., l''; I CANTILEVER LIVING SPACE: 0 SF 46.JS Zr, STORM LATERAL r.i. F., DECK AREA: 0 SF PLOT PLAN ..„ .. TOTAL COVERAGE: 1,695 SF js) r44.8 % .76 a . IMPERVIOUS AREA: 2,195 SF E- POLYGON NORTHWEST(503)221-1920 2S1W6 RENEWED.LOT 46(R-7,MEDIUM) i" ---- RIVER TERRACE EAST 16894 SW FRIENDLY LANE 1 INCH A 20 FEET 1