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Plans (401) iv 34'-lr 'Nai rN-\cc1C1 r �%�1 r 1 z F a� crp ' /nn E1 L.U i, ( r s A r ;) 1. 4,4444.4;41' —T. 19 b 6:12 r 61 . h c2(24) b 1- 8:12 - 6:12 . 6? N- Cc1t I \ B1 a ii ti —L gi Al . GARAGE RIGHT 28'-91/2' r I 15-511 i' 11-111/2 .15'-2 1/2' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 11/01/17 PLACEMENT ONLY.REFER TRUSS CA CULATIONS TO ENGINEERED STRUCTURAL PROJECT TITLE: A REVISION-I: DRAWINGS FOR ALL FURTHERcii LENNAR 2857-A REV 11-1-17 INFORMATION.BUILDING DESIONSF R AR OF RECORD � umber PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY:BC REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2857-A REDWOOD /CIACKED BY- DESIGNER/ENGINEER OF RECORD TO & TRUSS C O M P A N Y REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I MiTek® MiTek USA,Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. MiTek USAStructuraI Engineer <<-1s EFPR �s% DB :9200PE 11114111r45 SP" yG OREGON�11, �lV qy 14, 2'3 Q`* 12/06/2017 MFRRIL�- EXPIRES: 12-31-2019 J 1 1 Mu 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 Oregon is December 31,2017. F, a P R opt, -c, 89200PEdif pc' OREGOF4 �fV� 9y 14,2 `k" M +4 R 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. 4 mom It Nit , 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. 40 11 RRILj, wAs -11; cr i$,*('° itri.,-vqe .lit / 51398q,`� 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. w. 41 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 5.0" iCDesignnet(-5psf)LL..OND. 2: checked for spacing. l TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 uplift at 24 "oc BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.1ft, TCDL=4.2,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=1.6, 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-08-08 7-08-08 12 1 6.00 1;7' IIM-9x9 12 46.00 ,,'�a,, �GIN4;9 /0 ' 89200PE 9V rti .\0- • GON o eiiiiiiiiiii/iii/iiiiiiiiiiiiii/iiiiiii//iiiii/iiiiiiiiiiiii/iiiiiiiiiiiiiiiiiii�iiiiiiii�iiiiiiiiiiii/7iiiii f,7 .v 1?R1L\4iP6P M-3x9 M-3x4 b 1 EXPIRES: 12/31/2017 1-06 15-05 y y ORMUZ JOB NAME : LENNAR 2857—A REDWOOD AMERICAN — Al 0 io-,50.0v, A .0 a� ��ws Scale: 0.4713 ,1p a ,Ali. () 4 WARNINGS: GENERAL NOTES, unless otherwise no le d: / Truss Al 1.Builder and erection contractor should be advised of all General Notes I.TMs design is based onty upon the parameters shown end is Wren Individual and VJamings before construction commences building component Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown Incorporation of component is the responsibility of the building designer. - - - 2 Des es the to and bottom chords tobe laterally 3.Adtldonaltemporary bracing roInsure stablXyduring construction Design assumes p dthroughoutteotlat "rf! 51398 is the responsibility of the erector.Additional permanent bracing of 7 o c and a110 o.c.respectively unless braced throughout their length by te. DATE: 11/1/2017 the overall structure is the responsibility of the building designercontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC) x !� Q ')1� SE K3872004 3.In Impact of or therelbrecingrequ red where shown•t• 9/,y 4*GisT�as moi? 4 4.to load should be applied to any component until after all bracing and 4 Installation of buss Is the responsibility of the respective a environment,contractor. x A} fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used n a Ion mrroe ve environment, V deal batlsbea ycomponent. and are for d condition"of use. 4ON;d L- ' TRANS I D: LINK 5.Com n Tms has no over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge if pu responsibility for the ssary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set fort by 6.Plates shall be located on both feces of truss,end placed so their center November 1,2017 TPiIWTCA In SCSI,copies of which will be furnished upon request. lines coincide Whir joint center lines. MiTek USA,Inc/Com uTrus Software 7.6.8 1E L- 9.DIM.Indicate size of plate in inches. P ) 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-32) 595 6-3=(0) 360 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-786) 140 6-4=(-32) 595 WEBS: 2x9 DF STAND 3-4=(-786) 140 LOADING 4-5=( 0) 76 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 PIP TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 618V -81/ 810 5.50" 1.31 DF441( 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 INC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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. T '� Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 IIM-4x4 Q 6.00 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 1111 :1111111 SO PROr - 3 �� 1.1 co' GINE sS� ct 89200.E 9t' OREGON1✓f� M o a�0 6 16 '4 .' 14 P - 6 �4 l M-3x4 M-1.5x3 M-3x4 0 " !e'L?RI 1.�- ), ), y EXPIRES: 12/31/2017 7-08-08 7-08-08 y y 1 b 1-06 15-05 1-06 Z 3�a Was ?, JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - A2 Scale: 0.3838 i y 3I15 WARNINGS: GENERAL NOTES, unless otherwise noted: i. ) 1.Builder and erection contractor should be advised oral)General Notes 1.This design is based only upon the parameters shown and Is for an individual ^%A Truss: A2 and Warnings before construction commences building component.Applicability of design parameters and proper 1 2.2a4 compression web bracing must be Installed where shown* incorporation of component lathe responsibility of the building designer. / / � 3.Addd goal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 31398 „yam s the responsibility f the erector.Additional 1 bracing f 2...and at I O a c respectively unless braced throughout their length by ) `„ po y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'yi S'37s,�.l`c' *`}_\�^"tv DATE: 11/1/2017 the overall structures the to any responsibility of the building des goer 3.to Impact bodging or lateral bracing required where shown 4 T''4B SEQ. : K3872005 4.No mad should be applied to any component untily aftm all bracing and 4.Installation of truss is the responsibility of respective contractor. A G fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment4QNAL'- TRANS ID: LINK design loads be applied to any oomponesl Design assumes are for Mry condition"gs supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. at 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 1,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata in Inches. MiTek LISA,Inn./CompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311.ESR-t988(MiTek) • i -ism r 0. +r. - 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2= 2x6 DF SS T2 SPACED 24.0" O.C. 2- 3=( 119 4586- 70) 76 2- 7=(-29772977) 3407 3419 66 - 3=(0) 330 WEBS: 2x9 DF STANDBC: 2x4 DF R 3- 4=( 0) 0 LOADING 3- 7=(-1191) 474 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-1467) 1254 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -193/ B28V -4319/ 4319H 5.50" 1.32 DF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 11.5" -988/ 1475V 0/ OH 166.00" 2.36 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 28'- 9.5" -1425/ 1341V -4319/ 4319H 166.00" 2.15 OF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Designchecked for net(-5spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc M-1.5x9 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 vertical members (uon). 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" [COND. 3: 150.00 PLF SEISMIC LOAD. GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER TO Design conforms to main windforce-resisting STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14-04-12 14-04-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=1.6, 7-08-08 Truss designed for wind loads 6-08-04 19-04-12 in the plane of the truss only. 12 6.00 =M-9x9+ 12 �,. pA����ttt+++... Q 6.00 ea, \4 r cUls: ��� GIN `S6'/ 0 ii_ _,, 414 0 8920QPE 9f M-9x6 M 3 y , OREGON . �Z� C .q}F14,2p`' .• - MERRIO- O n © o 1 6 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, EXPIRES;. 12/31/2017 o 1M-3x8 M-1.5x3 7of M-3x9 M-3x4+ o y y y M-3x + 7-08-08 7-03 13-10 l 1 1-06 28-09-08 b l 1-06 .�jl}' WA$ JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - B1 /, c, Scale: 0.2189 t�C� . WARNINGS: GENERALNOTES, unless otherwise notetl: ` i Truss: B 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 Wam ngs before construction commences bolding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown incorporation of component s the respensib IIN of the building designer. /�'r r 2.Design assumes the to and bottom chards to be lateral braced at Ard n 9 3.Additional temporary bracing toinsure stability during mnslruWon pN 3139; is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o c reapectrveN unless braced throughout their length by j, DATE: 11/1/2017 the overall structure Is the responsibility of the building designer. continuous Impact Iodising sheatg og later as acing red uired wt Te)and/or tlrywall(BC) O 'T�. 3 In tmpact fh or lateral bracing required where shown t a (j jL SEQ. : K3 8 7 2 0 0 6 4.No load should be applied to any component untilafter all bracing and 4.Installation of truss re the responsibility of the respective centre or. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non mrrosNe environment, /� TRANS ID: LINK design badsbeapplied oany cemponenl. and are for"drycon bearing at s �NALE 5.CompuTms has no control over and assumes no res bili for the 8.Design assumes full bearing al all supports shown.Shim or wedge it ponsi ry scary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided r� S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center November 1, 017 2 7131M/TCA In BCSI,copies of which will be furnished upon request. lines minside with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 - B.Digits Indicate size of plate In Inches. 1 LZ P ( ) 15.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-334) 1731 8- 3=( 0) 311 2x6 DF SS T3 SPACED 24.0" O.C. 2- 3=(-2054) 506 8- 9=(-336) 1728 3- 9=(-631) 184 BC: 2x4 DF #1&BTR 3- 4=(-1419) 477 9-10=(-351) 1661 9- 4=(-112) 730 WEBS: 2x4 DF STAND LOADING 4- 5=( 0) 0 10-11=(-350) 1663 9- 6=(-567) 222 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1397) 430 6-10=( 0) 272 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1973) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 13- 7=(-1133) 238 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -206/ 311V 0/ OH 68.00" 0.50 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). 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 = -0.073" @ 14'- 4.7" Allowed = 1.394" 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 17-00 17-00 Truss designed for wind loads 4' .1 4' in the plane of the truss onl . 7-07-06 6-09-06 2-07-09 9-02-02 12-09-19 12 5-M-9x4+ 4' 12 -,iF- o 6.00 M-5x6 Q 6.00 a .. 9... 1 , M-3x4 �o �/ 89200PE. r M-5x8(5) 0.25" M-3x9+ OREGON k" `. _ fi4,` Q-- . 41RR11-\--, n 0 m 6 EXPIRES: 120/2017 ' M-1 o 1 .53 90.25" M-11.0 5x3 11 M-3x4 1 o M-4x4 x M-5x8(5) M-3x9+ * l * * 1 Y 7-05-10 6-11-02 6-11-02 7-00-02 5-08 b 1 b 1 'OS 34-00 1-06 ANY v WAS '1^ JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - Cl 4 fry�: . TS Scale: 0.1916 �,� �'p 0 A WARNINGS: GENERAL NOTES, unless otherwise noted: '$ -! I.Binder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown ands for an individual Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper - �� 2 2x4 compression web bracing must benslalled where shown+ incorporation of component s the responsibility of the building designer. .454.1 t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A r ,(j$ `_, s the responsibility of the erector.Additional permanent bracing of T o c and at 7 V o c respectively as plywood unless braced throughout their length by s'T0/� ['e J70 [,,44)7 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) CI C'; �cr.rp -C"Y' DATE: 11/1/2017 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �T 1 G r,L`}l",` SEQ. : K 3 8 7 2 0 0 7 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. t G fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environments 101\TAT' TRANS ID: LINK design loads be applied to any component Desand ign assufor mBcondition"eeMuse.supports get 5.CompuTrus has no control aver and assumes no responsibility for the 8.Dnecessary. bearing fabrication.handling,shipment and Inataellion of components. 7 Design assumes adequate drainage is provided. November 1,201 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of pAte in inches. MiTek USA,Ino./CompuTnus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) v . - t OF w • X 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10-(-351) 2138 3-10=(-247) 174 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 505 10-11=(-247) 1803 10- 4=) -13) 435 WEBS: 2x4 DF STAND 3- 4=(-2274) 478 11-12=(-270) 1803 4-11=(-645) 236 LOADING 4- 5=(-1612) 431 12- 8=(-396) 2138 11- 5=(-222) 1063 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1612) 431 11- 6=(-645) 236 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2274) 478 6-12=( -13) 435 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 505 12- 7=(-247) 174 OVERHANGS: 18.0" 18.0" 8- 9=) 0) 76 LL = 25 PSF Ground Snow (Pg) 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 DF ( 625) 34'- 0.0" -256/ 1599V 0/ OH 5.50" 2.56 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I I 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 Design conforms to main windforce-resisting T '1 '1 system and components and cladding criteria. 5-11-12 5-05-09 / 5-07 5-07 5-05-09 5-11-12 I I .1 ' f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor-1.6, Truss designed for w' acjy�©pi, 4.0" in the plane of t rr��CC��'{ M-5X6 6 -f�! M-5x6(S) „� 0AGINe$� s/0 0.25" 0.25" QpA nnnp , -1.5x3 M-1.5x3 • OREGON AlV� /® .DIY 4 2-°1‘. P4 MRR1L� 0 O 1 - 10 11 , 12 8 " EXPIRES: 12`/31/2017 to M-3x8 M-3x4 0.25" M-3x9 M-3x8 to M-5x8(5) 1 1 1 1 1 8-09-04 8-02-12 8-02-12 8-09-09 > 1 ) y Z, 1-06 39-00 1-06 JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - C2d` .:- Sao Scale: 0.1916 < 411 WARNINGS: GENERAL NOTES, unless otherwise noted • 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown ands for an Individual Ia Truss: C2 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 sNe responsibility of the building designer. - /�' / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced a[ Ad is the responsibility of me erector.Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout their length by ;� 31398 DATE: 11/1/2017 the overall structure s the responsibility r the building des continuous sheath ng such as plywood sheathing(7C)and/or drywall(BC). O spone nY o g Igner. 3 2x Impact bridging or lateral bracing required where shown♦. C>jSis's- SEQ. : K3872008 4,Na load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility or the respective contractor. sp - l fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, �"xONV'AL - TRANS I D: LINK design mads be applied to any component. and are for dry conditionareae. 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 1,2017 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)0254 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. 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 IHC 2015 AND IRC 2015 NOT BEING MET. H-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-00 17-00 '( T 11-03-07 5-08-09 5-08-09 11-03-07 '( ' T 1' T 12 IIM-4x4 12 6.00 I7 3 Q 6.00 NW M-3x6(5) M-3x6(5) p ROp— �` AIN892E10PE �'\.':'..:,. • ,,iti.. OREGON �� 2 III1111116. tflP 7 o M-3x6(S) M-3x4 EXPIRES: /2017 .. y ,L l 17-00 17-00 ,I, ). 1 1-06 34-00t ov JOB NAME : LENNAR 2857—A REDWOOD AMERICAN — C3 ,- ' 1 ...,'W, �O Scale: 0.2916 Er's^. WARNINGS: GENERAL NOTES, unless otherwise noted: %Of. 1.Builder and erection contractor should be advised Hall General Notes 1.This design is based only upon the parameters shown and Is for an individual ` Truss: C3 and Wamngs before construction commences building component.Applicability of design parameters and proper 07• 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building deagner. - / ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chards 10 be laterally braced al �1S, 51348 s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10.o c respectively unless braced throughout their length by .�iy}x �f �,(� DATE: 11/1/2017 the a resll structure f the responsibility f the buildingt bol continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q `yGrSx,..n4n(1" g' spans ay o gner. 3 2x Impact bridging or lateral bracing required where shown++ i[ 1�a s— SE K3872009 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' ' fasteners are complete and al no time should any loads greater than 5 Design assumes trusses are to be used n a non corrosive environment, `ssZONAL G tl nloatls ties Ietl tc an nent. antl are for"dry condition"of use. TRANS ID: LINK S.CompuTrus design hoe no conUol over and assumes no respons bility far the B.Design assumes lull bearing at all supports shown.Shim or wedge if • nece�ry.um ,l �T ,1 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November I ILQ 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. limes coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) s{ I — i AP Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths to FolloCouCause Property 3/" Center plate on joint unless x,y p 4 offsets are indicated. I I (Drawings not to scale) Damage Failure or Personalw Injury MalDimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves p may require bracing,or altemative Tor I ii a bracing should be considered. F .a_00 3. Never exceed the design loading shown and never O 1 I k)�� a stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e C6- H designer,erection supervisor,property owner and plates 0- 1/1/'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/-PI 1. 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 20/20 NUMBERS/LETTERS. software or upon request. S. 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 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,ESR1 988 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 i- Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO 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. II Alk Indicates location where bearings 16.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. #111111111reaction section indicates joint 17.Install and load vertical) unless indicated otherwise. number where bearings occur. y Min size shown is for crushing only. __ ,fo 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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 BracinIII1 is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M iTe Ice' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 r — .