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Plans (314) V' -�\S5- cam,, 13 `�vw ,x,,,,LC\ __ mit 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. 60,e...c. 5 Sr. Structural Engineer �eckED PR Op MiTek USA �� oAGINEF9 t DB (t' :9200PE r 4a� r • f y 4. ,,OREGON\t„, lV i0 4} 14, �Q 12/06/2017 illRR►l. EXPIRES: 12-31-2019 MEM 1r mit 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. PROPex, oGINEe 89200PE �" ITT /4,`Lai A �� 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 int 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. .,RRILL Cwaste,g f1, �/'a1s1398 11 /i •sA 'Sow"-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. C_ 1116 This design prepared from computer input by , Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 p gl 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"01. 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.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. ,f-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 6.00 17, IIM-4x4 " :16.00 12 Q 6.00 ('f3t'© S Ro ,. CosNG1N $, S�Q 89200PE 9f lh 7 071 0 •-. GON r o 0 ,r6 Aly a , 4. 411:i RIO--�P M-3x4 M-3x4 y JEXPIRES:. 12/31/2017 1-06 15-05 l b 1-06 44 v WAS •JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - Al ' ,.. 0 10_,,-i.•!:,•!' /6 A Scale: 0.4713 y t . WARNINGS: GENERAL NOTES, unless othanviss noted: -� Truss Al I.Builder and erection mnlrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual and Warnings before construction commences bolding component.Applicability of design parameters and proper I‘i , 2.204 compression web bracing must be installed where shown 4. incorporation of component Is the responaibllny of the building designer. - /4',.,1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at '{. 51398 is the responsibility of the erector.Additional permanent bracing of 7 o.c and at 10'o.c.respectively unless braced throughout their length by DATE: 11/1/2017 the overall structure is the respondminy ohne bussing assigner continuous sheathing such as plywood sneathbg(TC)and/or drywall(BC) ,s 3 24 Impact bridging or lateral bracing required where shown•t s• �d{y.. <GIST l." SEQ. : K3 8 7 2 0 0 4 4.No bad should be applied to any component until after all booing and 4.Installation of truss is the responsibility of the respective contractor. AT fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc roil corrosNe environment, deal bade be applied to ancomponent. and are for ndition•of use. QNAL TRANS I D: LINK design pF y e.Design assumes full bearing O an supporta shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsiblllty for the sssry. neva fabrication,handling,shipment and Installation of fodh his. 7.Design assumes adequate drainage is provided. November 1,2017 8.This design Is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of buss,and placed so their center TRIM/7CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-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 LUMBER SPECIFICATIONS TRUSS SPAN 15'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-32) 595 6-3=(0) 360 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-786) 140 6-9=(-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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 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/ 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 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=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00� ))M-4x4 Q 6.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 3 �,/ 1.1 � GIN /0. 4 . 892OOPE % 111 OREGONl(i� o o 1 M-3x9 M-1.5x3 M-3x9 ' MFRR� ' RIO- ,L, ), ,. EXPIRES: 12/31/2017 7-08-08 7-08-08 J• y 1, b 1-06 15-05 1-06 ' WAS ` JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - A2 , ,.' i opo , Scale: 0.3838 t2 ' 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 and is for anindividual ^%. I• Truss: A2 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 is the responsibility of the butting dedgner. / 3.Additional temporary bracing to Insure stability during construction 2.Design aceumes the lop and bottom chorda to be laterally braced at '0j, C 1}/gyp 4'�s s the responsibilityf Ne erector.Additional 1 bracing f 2 o and at 10'o c respectively unless braced throughout their length by R J 773 o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Q GI$TBR DATE: 11/1/2017 the overall structure re the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. F q�+ SEQ.: K3872005 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobe used inanon-corrosieenvronment, �4ONA1+^. and areTRANS ID: LINK design loads be applied to any component. Design for tell Mear gion"of;a p� ge 5.CompuTms has no control over and assumes no responsiblbty for the 8.ncssa f Il beadn 1 Il supports shown.Shim or wedge If necessary. leis deign is Bels shipment ctand hmtaltaaitios components. 7.Design belcded on drainage Is trussed. November 1,2017 B.This design Is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPkW1CA In BC SI,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 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-7311,ESR-i 988(MITek) j 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: 2x9 DF#1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 6=(-2980) 3419 6- 3=(0) 330 2x6 DF SS T2 SPACED 24.0" O.C. 2- 3=(-1197) 458 6- 7=(-2977) 3407 BC: 2x9 DF #1&BTR 3- 9=( 0) 0 WEBS: 2x9 DF STAND LOADING 3- 7=(-1191) 474 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 9- 5=(-1967) 1254 TC LATERAL SUPPORT <= 12"01. 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"01 UON. FOR 0'- 0.0" -193/ 828V -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 DF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lEPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 vertical members (tion). 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'- 9.5" MAX HORIZ. TL DEFL = 0.065" @ 15'- 4.5" 'COND. 3: 150.00 PLF SEISMIC LOAD. I 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=9.2,BCDL=6.0, ASCE 7-10, 19-09-12 19-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f ,r Truss designed for wind loads 7-08-08 6-08-04 19-09-12 in the plane of the truss only. T T T T 12 12 PROF 6.00 =M-9x9+ Q 6.00 as�ltk�� __ �� C. 04aI NSC �' 7cc �. $92QPE 9f M-9x6 ,- 3 y -7 4OREGON </✓I ® �` 14,2-- . -, N. 1/1 -Fi RIO 0 1 6 EXPIRES: 12/31/2017 0 o M-3x8 M-1.5x3 M-3x9 M-3x9+ o y l y M-3x&+ 7-08-08 7-03 13-10 l y y l y 1-06 28-09-08 1-06 ,t 44 vwws 1 . - JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - Bl /I �. r Scale: 0.2184 / /' ® 0 WARNINGS: GENERAL NOTES, unless otherwise noted: ` `�I 1.Builder end erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and Is for an Individual / �. Truss: B1 and Warnings before construction commence. building componentApplicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown w incorporation of component Is the responsibility of the building designer. ) �/ 2 Design assumes the tap and bottom chords to be laterally braced at �! 51398 �'{i 3.Additional temporary bracing to Insure stability during construction - Isthe responsibility of the erector.Addklonal permanent bracing of 2 o c and at 10'o c respectively unless braced throughout their length by A conhnuous sheanNeg such as plywooduireding(TC)and/or drywall(BC) Va C DATE: 11/1/2017 the overall structure is the responsiblidy of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. }, G:S1"�.v SEQ. : K3 8 7 2 0 0 6 4.No load should be applied to any component until after an bracing and 4.Installation of buss is the reepons briny of me respective contractor. e. - �Cj. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, °1VAL TRANS ID: LINK design loads be applied lo any component. and are for"dry condition"of use. G ComWTms has no control over and assumes no responsibaly car me 6.Design assumes NII bearing at all supports shown.Shim or wedge i( mcewary. I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November ,20 1 7 B.This design Is furnished subject to the limitations set form by B.Plates shall be located an both faces of hues,and placed so their center TPIMyTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center linea. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-Z to.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 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 6- 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: 2x9 EF 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) 930 6-10=( 0) 272 TC LATERAL SUPPORT 6= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1973) 978 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"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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/ 146H 5.50" 2.23 OF ( 625) 28'- 4.0" -131/ 949V 0/ OH 66.00" 1.52 EF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 34'- 0.0" -206/ 311V 0/ OH 66.00" 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. IL 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, MW£RS(Dir), load duration factor=l.6, 17-00 17-00 Truss designed for wind loads f 'f '( in the plane of the truss only. 7-07-06 6-09-06 2-07-04 4-02-02 12-09-14 T T T T_ T T �� VD PROFt S. 12 5-M-4x4+ 12 -/1- 6.00 M-5x6 �� Q 6.00 1 � GINE,�� /a . 9 �ti oA n pC M-5x8(S) �. , M-3x9 4t• 892SJ.Q;r E 9f 0. 5" M-3x9+ 3 e. ?' 74. ,OREGON _ RI 0 98111 CXpRE& 12/31/2017 1/ 1 i :M-4x4 M-15x3 0.25" M-1.5x3 M-3x4 oo M-5x8(5) M-3x4+ b 1 l b ,1' b 7-05-10 6-11-02 6-11-02 7-00-02 5-08 y1-06y 34-00 J• ,I, a� RZ JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - Cl :-.‘ „le:4..51e .,..,$ 0 Scale: 0.1916 4''!' 0 A 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 and is for en individual r Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper / Incorporation of component s the responsibility of the building designer. /�'I . 2 2.4 compression web bracing must be installed where shown+. i 2 Design assumes the top and bottom chords to be laterally braced at *0 3.Additional temporary bracing to Insure stability during construction 7 (gyp AV 1?..,responsibility of the erector.Additional permanent bracing of 7 o c and at 10'o.c.respectively unless braced throughout their length by 51348�Q ) DATE: 11/1/2017 the overall structure is the responsibility of the buildingdesigner. 2 Impacts sheathing sten l b aciplyng red uired in ere s ownor drywall(BC). Q -co s. spore y 3 2a Impact bridging or lateral bracing required where shown�• 1�T� S E'Q. : K3 8 7 2 0 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. (� 111��, 1C fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used n a noncorrosive environment, �M40N A y f TRANS ID• LINK design loads be applied to any component. antlarafea lis full of use. +\AL 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge I( o - fabrication,handling,shipment and Installation&components. 7.Designnassumes adequate drainage is provided. 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 November 1,2017 TPIANTCA 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,Ina./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) • . s This design prepared from computer input by 1111 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#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-351) 2138 3-10=(-247) 174 BC: 2x4 DF #1ABTR SPACED 24.0" O.C. 2- 3=(-2510) 505 10-11=(-247) 1803 10- 4=( -13) 435 WEBS: 2x4 DF STAND3- 4=(-2274) 478 11-12= 645) 236 LOADING (-270) 1803 4-11=(- 4- 5=(-1612) 431 12- 8=(-396) 2138 11- 5=(-222) 1063 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1612) 431 HC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11- 6=(-695) 236 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 OF ( 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 VERTICAL DEFLECTION LIMITS: 1.1=1/240, 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 wind£orce-resisting 'r f 5-11-12 5-05-04 5-07 5-07 5-05-04 T system and components and cladding criteria. ,� ,� 5-11-12 f 1' 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-9x6 load duration factor=l.6, 5 .0 Q 6.00 Truss designed for``°E aF S 9'0 in the plane of t. M-5x6(S) M-sx6(s> `GP -0GINE ek �',�0 0.25'0000•0000000000001 :-5x6 0.25" 4Z G 9200 E 9f 9 6 M-1.5x3 1\ M-1.5x3 OREGON t, 44,- / , .'r® 77„_"</-?' 144,��� ,: 0 C 1 d 10 11- 14 12 B EXPIRES: 12131/2017 o M-3x8 M-3x4 0.25" M-3x4 M-3x8 i M-5x8(S) l 8-09-04 y 8-02-12 y 8-02-12 y y k y 8-09-09 1-06 34-00 y y 1-06 Sittey JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - C2 a . °V A Scale: 0.1916 ...4,1 A00 0 +, _' WARNINGS: GENERAL NOTES, unless othenvee noted: 1 4�, r: Truss: C2 • 1.Builder and erection contractor should be advised of all General Notee i.This design S based only upon the parameters shown and Ia for an individual ' and Warnings before construction commences building component Applicability of design parameters and proper 2.2v4 compression web bracing mud be installed where shown+. incorporation of component is me responsibility or the building designer. / 3.Additional temporary bracing b Insure stabil dodo 2.Design assumes the top and bottom chorda to be lateral braced at MEI I r 8 M during 7 o c and et 70 c c respectively unless braced throughout their length by . 51338 ,' ' Is the responslbilgy of the erector.Additional permanent bracing of p y unl g(T)and/or tl II BC DATE: 11/1/2017 the overall structure is the rasponelb lay of the build deal centinucua sheathing such as I tl ahead w C rywa( ). ng designer 3 In Impact bridging or lateral bracing required where shown+♦ T SEQ. : K 3 8 7 2 0 0 8 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the reapons b lky of the respective contractor. © ` f ♦ fasteners are complete and at no time should any bade greater than 5.Design assumes Trusses are to be used In a non cemosNe environment, 4Rtas-AL l TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTme hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If neces fabrication,handling,shipment end installation of components. 7.Design Fumes adequate drainage Is prodded. 8.Thisdesign Is furnished subject to the limitation set forth by S.Plates shall be located on both faces of base,and placed so their center November 1,2017 TPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 DF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=23.4ft, TCDL=4.2,HCDL=6.0, ASCE 7-10, 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, MWFAS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. 17-00 17-00 f ,( T 11-03-07 5-08-09 5-08-09 11-03-07 '1 1' f 1' T I I M-4x4 12 12 3 Q 6.00 6.00 M-3x6(S)�� 4y-3x6(S) ��C3tti S .d�.OF1+AU r� $9.20Q.PE 9r �1 OREGON D� 1" 2 1 oI 1 o M-3x6(5) o M-3x4EXPIRE; X31/2017 l .Jr 17-00 y 17-00 y �� 34-00 L .q.. 1-06 ANY 4W WAS `i' JOB NAME : LENNAR 2857-A REDWOOD AMERICAN - C3 ,`�' • " •moo Scale: 0.2416 .E�a.'` • • WARNINGS: GENERAL NOTES, unless otherwise noted: • %4 ' 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 ` ' Truss C3 and Warnings before cons mctlon commences building component Appllcebllty of design parameters and properi /t� r - 2 204 compression web bracing must be Installed where shown v ncorporat on of component Is the responsibility of the building designer. : 7 (� 3 Additional temporary bracing toinsure stability during construction 2.Design assumes the top andbetiomchordslobelaterallybracedal 'YS .451398 4/ by is the responsibility f the erector.Additional t bracing f 7 o i and at id a c respectively unless braced(TC)an/ut melt length). pons y o penndI g g o co Impact sheathing later l b acing red airedsheatinti re s and/or drywati(BC) GF5T r DATE: 11/1/2017 the overall structure tel me responsibility or me building assigner. 3 201mpact bddging or lateral bracing required where shown i v - SE K3 8 7 2 0 0 9 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is me reeponslblltty of the respective contractor. T r Q• fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non corrosive environment, �AAJNAL'.-- tlesi boas be lied W an 1. end are far"dry condition"of use. TRANS ID• LINK g^ pp any 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility br the . cecesya,y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 1,201 7 e.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BC SI,copies of which will be furnished upon request. g linescoincidecoincideat joint ioplate inlines. inchesindicate MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-t311,ES14-1998(MiTek) r A. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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 I (Drawings not to scale) Damage or Personal Injury EriMr Dimensions are in ft-in-sixteenths. h 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. -/qg" 2. Truss bracing must be designed by an engineer.For IIIIIN11071ii4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ 013-6 d abracing should be considered. �-� U 3.. ProvideNevestackr excopiesrialsceedtheofthisdinadeesignqloadinuatelydesignbracedgshown and never 4mateon truss to the trusses.building For 4 x 2 orientation,locate °5-6 designer,erection supervisor,property owner and plates 0- 111 '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 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. 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 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 shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at 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. *1111 Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior E� reaction section indicates jointIMMIMM ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. INN I• a 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 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. snot sufficient. BCSI: Building Component Safety Information, MiTeV 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 w t