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Plans (39) ,., . ...... , 101. , MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2857-A REV 11-1-17 ROOF DESIGN INFO 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: K3872004 thru K3872009 My license renewal date for the state of Washington is May 16,2019. 1 ALL ,.q rwAsI 14>, / SIIP November 1,2017 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 J LUMBER SPECIFICATIONS TRUSS SPAN 15'— 5.0" TC: 2x4 DF #!&OTR !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-08-08 7-08-08 T 12 f 6.00 p I IM-4x4 12 pent Q 6.00 o $9200PE 9r ////////////////////////////////////////////////////////////////////////////7/7////////////////////////////////t . G_O . tx 6 -+ o � !* o p p P M-3x4 - .�"1 fl-:1l_ M-3x4 '-- --- -` y y EXPIRES: 12/31/2017 1-06 y y 15-05 X11-06* 01vo`''ff ,g, WAS �.# JOB NAME : LENNAR 2857—A REDWOOD AMERICAN — Al �s �a�P Scale: 0.4713 ,400p/j 0 A C �WARNINGS: GENERAL NOTES, unless otherwise noted: TrussAl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 1 and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component s the responsibll ty of the building tleslgner, k / 3.Atltlton&temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / i I is the respons billy of the erector.Additional permanent bracing of 7 o c and at 7tl o.c respectivety unless braced throughout their length by 51'3110- `'4 DATE: 11/1/2017 the overall structure's there continuous sheathing such as plywoodaheadNng(TC)and/or drywall(BC). 70{� ^,�J responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4�G 13981 ` SEQ. : K3872004 4.Na bad should beapplied toany component until aferall bracing and 4 Installation oftussistheresponsbbyoftherespectivecontractor 3G fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are la be used in a non corrosive environment, Cq TRANS ID: LINK design bads be applied to any component. and are fordry candnon.of use Q1vA� "�1 5.CompuTrus has no control over and assumes no responsibility for the 6 nea� "y' ssaes full beanng at all supports shown.Shim or wedge if fabrication,handling.shipment and Installation of components. / 6.This design Is furnished subject to the limitations set forth by T.Plates assumesadequateothfceisgrossed November 1,2017 e.Plates shall be bin on both faces of truss,and placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 15'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER 4PDFIFI4ATIONS 1-2=( 0) 76 2-6=(-32) 595 6-3=(0) 360 BC: 2x4 DF k1413TR LOAD DUSPTIEN INCREASE C 1.15 2-3=(-786) 140 6-4=(-32) 595 S3-9=(-786) 190 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"01. DON. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 818V -81/ 81H 5.50" 1.31 DF ( 625) 15'- 5.0" -139/ 819V 0/ OH 5.50" 1.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1./180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 16'- 11.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 11.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.067" @ 4'- 4.4" Allowed = 0.523" MAX TC PANEL TL DEFL = 0.146" @ 11'- 0.7" Allowed = 0.785" MAX HORIZ. LL DEFL = 0.006" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 11.5" Design conforms to main windforce-resisting 7-08-08 7-08-08 system and components and cladding criteria. ,' 12 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1IM-4x4 Q 6.00 load duration factor=l.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. PRo $92OOPE c' fl �OREGON � <(r le © 9 �� /�/JSf yip' • �Q- 1 M-3x4 M-1.5x3 M-3x9 r��l RILV. 11111111111111 b 1 y EXPIRES: 1213./2017 7-08-08 7-08-08 )' y b k 1-06 15-05 1-06 , OR.RILLs, • ''#�',Q 4 •�. WA$ JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - A2 r' ' 1c.,,... 0�� Scale: 0.3836 • ,:di E�A A WARNINGS: GENERAL NOTES, unlessthnoted, J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shown ands forindividual Truss:• A2 and Wernngsbefore construction commences. incorporation ldigcomponent ecomponent omponl b'I'ty fd g paraoftersandp p /Yj r - of compone t thepo billy of the building designer 2 2x4 compression web bracing mt be instalredwhere shown+ 2 Design assumes the topand botth ds to be laterally braced e $ 3 Addtlonal temporary bracing to tstability during construction 2 . and at lP o.c.respectively less braced throughout their length by ,4,51398„‹,X "Y s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(eC) � '0ISTSV' DATE: 11/1/2017 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE : K3 8 7 2 0 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respens b ldy of the respective contractor. O�w T L` 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment !1L S� and are for"dry condition of use. TRANS ID• LINK design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge f 5 CompuTrus has no control over and assumes no responab Ity for the necessary labrcalon handing shipment and installation ofcomponents. T Design assumes adequate drainage sprovided . November 1,2017 E This design is fumiehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 TPIIWTCA in SCSI,copies of which will be furnished upon requestlines coincide wdh joint center lines. r 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,Ens-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 4 LUMBER SPECIFICATIONS TC: 2x4 EF FICATI; TRUSS SPAN 28'- 9.5" LOAD DURATION INCREASE = 1.15 IBC) 2015 MAX MEMBER FORCES-2419/GD6-C3-(0) 2x6 DF SS T2 SPACED 24.0" O.C. 1- 2=( 0) 76 6- 6=(-2977) 3419 6- 3=(0) 330 BC: 2x4 DF #1&BTR 2- 4=(-1190) 458 6- 7=(-2977) 3907 WEBS: 2x4 DF STAND 3- 9=( 0) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON. 3- 7=(-1467) 474 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 9- 5=(-1967) 1254 TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '- 11.5"0. "" -193/ 758V -4319/ 4319H 5.50" 1.32 DF ( 625) 28'- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. -988/ 1475V9/ 9H 166.00" 2.36 DF ( 625) 28'- 9.5" -1425/ 13911VV -4319/ 4319H 166.00" 2.15 DF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL -0.054" @ 7'- 9.6" Allowed = 0.725" MAX TL DEFL = -0.066" @ 7'- 8.5" Allowed = 0.967" MAX HORIZ. LL DEFL = 0.060" @ 15'- 4.5" MAX HORIZ. TL DEFL = 0.065" @ 15'- 4.5" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER TO (GOND. 3: 150.00 PLF SEISMIC LOAD. STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. system and n componentsms to landlcladdingrcriteria. 19-04-12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-08-08load duration factor=1.6, ,� 6-08-04 19-09-12 'I Truss designed for wind loads 12 T in the plane of the truss only. 6.00 =M-4x4+ 12 ... sD Pd'i.O ttn y Q 6.00 z: ; : : ::4 ;. ti/��RILL , M 1 0 - EXPIRES: �+ r�� P M-3x8 M-16 5x3 7 o EXPIRES: 12/31/2117 M-3x9 M-3x4+ ). y l M-3x + 7-08-08 7-03 13-10 y y 1-06 28-09-08 y y 1-06 JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - B1 a� ,dv , o , ,, its Scale: 0.2189 . A4r` jam /��'v �a WARNINGS: GENERAL NOTES, unless otherwise noted. IF./7" `!4 TTUSS' B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlytheA, and Warnings before construction commences balding upon parameters shown and Is for r a 2.2z4 compression component.Appfrabil Applicability of design i ty ft ars and proper press on web bracing must be nstalled where shown+. Mcmparabon of components the responsibility of the building designer. am/ 3.Additional temporary bracing to stability during construct on 2 Design assumes the top and bottom chortle to be laterally braced at , / 1 I is the respons bitty of the erector.Addtlonal permanent bracing of T o c and at 1O'o.c.respectively unless braced throughout their length by + -..,51398 ' DATE: 11/1/2017 the overall structures the responsibility of the bilking deagner conbnuctrhging ogatehasacingoduined inere shwneerywall(BC). f(^� SEQ. : K3872006 4.No load should be apples to an3,in Impact oftrue orlateralbracingrequiredherespresveco++ Dy yn - - y component until attar as bracing and 4 Installation sheat i Is the h as plywood sheat the ing(T the contactor. ',TC]'A ♦�3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosne environment, TRANS I D: LINK design tootle be applied to any component. and are for dry oondnion of usest©NAL£ 5.CompuTrus has no control over and assumes no responsibility for the a Design ssumes full bearing at all supports shown Shim or wedge if fabrication,handling.shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIM/tiCA in BCSI,co f which will be furnished u B.Plates shall be located on both laces of truss,and placed so their center November 1,2017 pies o pori request. linea coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 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 Pacific Lumber and Truss-BC TRUSS SPAN 39'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER 4PEFIFICATIONS1- 2=) 0) 76 2- 8=(-334) 1731 8- 3=( 0) 311 TC: 2x4 OF SS&B3R; LOAD DUSPAIED INCREASE C 1.15 2- 3=(-2054) 506 8- 9=(-336) 1728 3- 9=(-631) 184 2x4 DF SS T3 SPACED 24.0" O.C. 3- 4=(-1419) 477 9-10=(-351) 1661 9- 9=(-112) 730 BC: 2x4 DF STANDR LOADING 9- 5=) 0) 0 10-11=(-350) 1663 9- 6=(-567) 222 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF WEBS: 2x9 DF STAND 4- 6=(-1397) 430 6-10=) 0) 272 6-11=(-1973) 978 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13- 1=(-1973) 238 TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG A REA NOTE: 2x9 ORDCIRG AT OT"SC ATN. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY CUE 15 NOT BEANIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -267/ 1392V -139/ 148H 5.50" 2.23 DF ( 625) 28'- 4.0" -131/ 949V 0/ OH 68.00" 1.52 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 34'- 0.0" -206/ 311V 0/ OH 68.00" 0.50 DF ( 625) OVERHANGS: 18.0" 0.0AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. I vertical members (uon). MAVERTICAL DEFLECTION LIMITS: -L=L.0"0, lloL d8 MAX LL DEFL = 0.01013" @ @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.073" @ 14'- 4.7" Allowed = 1.399" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER TO MAX TL CREEP DEFL = -0.174" @ 14'- 4.7" Allowed = 1.858" STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.036" @ 28'- 9.0" MAX HORIZ. TL DEFL = 0.061" @ 28'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 17-00 Truss designed for wind loads 17-00 r ' in the plane of the truss only. to apt 7-07-06 6-09-06 2-07-09 9-02-02 12-09-14 1 �• '( 5M-9x9+12 12 �o Ca�,,?,to GINE^. �W 6.00 M-5x6 .:414Q 6.00 0 -`r•'�!'.. ,jo(� (gyp .s �+?p �. 1 M-3x4 �� `t 47;200 E 1" M-5x8(5) M-3x4+ 0.25" �o OREGON -c�� RIO- O O _, EXPIRES: 17131/`20'17 c9 6 1 3 0.25" M-1.5x3 M-3x4 0 o �M_gxq M-1.5x3 M-5x8(S) M-3x9+ b . l k l 1 7-05-10 6-11-02 6-11-02 7-00-02 5-08 b b R LB y �' 39-00 1-06 ��'1� .Q, 1-06 JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - Cl Scale: 0.1916 • -1' '�0 GENERAL NOTES, unless otherwise noted: `ew' WARNINGS: 1.This design is based onlyupon the parameters shown and is for an individual -` ' 1.anIdearnner beforeor construction co beadvisedof all General Toles 9aP rs '✓7 Truss: Cl and Warn ngs cons action commences. buildingcomponent.c ceblly ofdesign parameters undpg designer. esi r (r� r Incorporation assumescomponent is bolt mresponsibilitychords hodbe the building ac d at C (� [M�.r 2 2x4 conal temporary webbracingto tre mslalledwhere shown+ 2,Design assumes the top and bottomchordstobe throughout braced at ,t 5137$ ,y 04 3 Additional temporary brat ng to insure stability during construction 2oc and at 70 o.c respectively unless bated Nroughoul Nerlength by 'fC /ter Q �[y�� s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(13C) .GIST'S .[L++ DATE• 11/1/2017 the overall structure Is the responsibility of the building designer 3.2x Impact bndging or lateral bracing required where shown++ } 4.No load should be applied to any component until after ad bacing and 4.Installation of trusss the responsibility of the respective a ntractor 45'4':101 AL ' SEM.: K3872007 fasteners are complete and at no time should any loads greater than S.Oesignassumestussesaretabeusedlnanonwnos environment, and are for'dry condition.of use TRANS ID: LINK design bads be applied to any component 8.Design assumes full bearing at all supports shown Shim or wedge if S.Campalns has no control over and assumes no responsibility for thenecessary fabrication.handling,shipment and iinstallationof components. 7,Design assumes adequate drainage is provided. dso their center November 1,2017 6.This design is(unshed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andpace TPINJTCA in BC51,copies of which will be/umished upon request. lines coincide with joint center lines. t 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS4 TC: 2x4 DF FICTRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF 9BTR 1&BTR 1& LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1- 2=( 0) 76 2-10=(-351) 2138 3-10=(-297) 174 WEBS: 2x9 DF STAND 2- 3=(-2510) 505 10-11=(-297) 1803 10- 9=( -13) 435 LOADING 3- 9=(-2279) 478 11-12=(-270) 1803 4-11=(-695) 236 TC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1612) 431 12- 8=(-396) 2138 11- 5=(-222) 1063 BC LATERAL SUPPORT 0= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1612) 431 11- 6=(-645) 236 TOTAL LOAD = 42.0 PSF 6- 7=(-2274) 478 6-12=( -13) 435 OVERHANGS: 18.0" 18.0" 7- 8=(-2510) 505 12- 7=(-247) 174 LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 76 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -256/ 1599V -193/ 193H 5.50" 2.56 OF ( 625) 34'- 0.0" -256/ 1599V 0/ OH 5.50" 2.56 DF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.271" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.013" @ 35'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 35'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 5-11-12Design conforms to main windforce-resisting 5-05-04 5-07 5-07 5-05-09 5-11-12 f system and components and cladding criteria. 12 T f f T T f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, 4.0" Q 6.00 Truss designed for w' a 5 ,f,� in the plane of tr€s , E' M-sx6(S) G F' M-55x6 ,,� • �1GINE �',9 o.zs o. s" 4 6 4. .E-(:' 89200PE � M-1.5x3 3 )11000.7-1.5x3Q-7 OREGON . zij R R 10 4. 1 q 1.- Iii I p =/14 1\/ 4 EXPIRES.' I M-3x8 M-3x4 0.25" M-3x4 ` o I-/11`�REs7: 1213`I12D17 M-3x8 0 M-5x8(S) l y b y 8-09-04 8-02-12 y 8-02-12 y l 8-09-09 1-06 39-00 y1-06y TIIE 2 ti, JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - C2 J� gwas ' Scale: 0.1916 ...41 /' � J' ��0`• WARNINGS: GENERAL NOTES, unless otherwise noted: fT ,���''` Y, • Trus s C2 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an individual and way,before censtruct om n comences building componentApplicability b lity of design parameters and proper a 2.2x4 compression web bracing must benstalletl where shown+ incorporation of component sfhe responsibilityof the building designer. � � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 11/1/2017 is the responsibility of the erector.Addtlionel permanent bracing of 2oc and at l0'ac respectnely unless braced throughout their length by 91 4, L/'1 yi6 the overall structure s the responsibility of the building designer. compacts sheathing such as acing required uired here shown antl/or tlrywall(BC). `('C`'4 J 1 J7U /+� } load component3 2xlmptionact o dging or thlaterslbab blty fthe whpo tc +r jy � .e.- _(y SEQ. : K3872008 4.Noenesare complete and tot no time any nyload greater than 4 Design assumes trsesare to be use mann-coast Detractor. iL1 3F i!t'` fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used in anon non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are far dry condition of use. s ONAL - 5.CompuTrus hes no control over and assumes no responsibility for the B Desgn assumes full bearing at all supports shown.Shim or wedge f fabrication,handling,shipment and installation of components. necessary. th by7 Design assumes adequate drainage is provided 6.This design is furnished subject to the ll befurns set forth by 8.Plates shell be located on both faces of truss and placed so their center November'�,2��7 TPIAWWCA in SCSI copies of which will furnished upon request. lines coincide with joint center Ones. g MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E .Digits Indicate s¢e of plate in inches. 10.For basic connector plate designlues see ESR-7371,ESR-1588(MiTek) TPacifichis designLumber preparedandTrusfroms—BC computer input by TRUSS SPAN 39'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LUMBER SPECIFICATIONS TC: 2x4 DF #1gBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 OF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. LOADING Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Err DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. REMIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-00 17-00 T T 11-03-07 5-08-09 5-08-09 11-03-07 T T T '� I I M-4x4 12 2 S Q 6.00 6.00 t ... �� 1111111 M-3x6(S) 'Q�© f.Rogt�. M-3x ` • dl1I111K>~ 0 1M-3xo 6(5) M-3x4 EXPIRE: ii27Ai/2017 l l y 17-00 17-00 y y 34-00 '. 1t1�z1;L /• 1-06 fp 15 JOB NAME : LENNAR 2857—A REDWOOD AMERICAN — C3 Scale: 0.2416 �y piI " •�° �. • WARNINGS: GENERAL NOTES, unless otherwise noted ) 1.This design Is based only upon the parameters shown and ( individual , 1.and We and sbaore con tut on co beadvisedof all General Notes building 9mponent Applicability of design parameters and pp /+�,Truss C3 and Wam ngs before cons ructan commences incorporalon of component is the responsiblity of the building designer. ad [„i a 2x4 compression web bac ng must be installed where shown+ 2 Design assumes the lop and bottom chords to be laterally braced t ••A 5 1388 y 3 Additional temporary bracing to Insure stability during construction T o.c.and at 1B o.c respectively unless braced throughout their length by `(` �y p Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(Tc)and/ drywall(BC). iLv. �t'V,y '['jF' DATE: 11/1/2017 the overall structures the responsibility of the bulking desgner. 3 2x Impact bridging or lateral bracing required where shown++ "`'v�. *r �. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q4\A1J SEQ.: K3 8 7 2 0 0 9 fasteners are complete and at no time should any loads greaterthan 5.Design assumes t asses are to be used In anon-corros a environment, and are for dry condition” use TRANS ID: LINK design loads be applied to any component. 6 Des gn assumes full bearing at all supports shown.Shim or wedge if " 5.CompuTms has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. tlso their center November 1,2017 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed E TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sree of plate in Inches. MiTek USA,Inc./CompuTfus Software 7.6.8(IL)-E to.For basicmnnector plate design values sea E5R-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Notes 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) II♦ Dimensions are in ft-in-sixteenths. Damage or Personal Injury h4k 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 �- 16 c 2 2. Truss bracing must be designed by an engineer.For 4 wide a ,ilaa may require truss brcingacing,or alternativendividualteral TorbrI ces themselves _ bracing should be considered. S r ipU 3. Never exceed the design loading shown and never a_ Ai U stack materials on inadequately braced trusses. O ~ c7-e O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate csa cs s H designer,erection supervisor,property owner and plates 0- ' /'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. 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. 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: /� SYP represents values aspublished inallc respects,equal to or better than that �i Indicated by symbol shown and/or specified. by text in the bracing section of the by AWC in the 2005/2012 NDS output. Use T I bracer SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at 9 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. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do ppnovalot uof an t or lenge eermember or plate without prior lOh= , reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI MU 18.Use of green or treated lumber may pose unacceptable 11.-M74 9environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, , e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, w Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. 1 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013