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Plans (378) 61,S-12,0t , z103 'g ( 5 � 67 '` i;. F GARAGE RIGHT 1 ` Vit' l ► ► ♦ ► ► H / / F. B:1: a,- / / 6:12 1 1 k 14 ' all 111. .:12 cicji/ 1 /i12 H6 d ' LR - l _4 6112 . L J It t. • fi_ 1 I N 1 4 X8:12 / Si D3 (2) 22'.4' § _ - re � 33.-r 02 D1 6:12 N N 10'-8' r -I 18=11/" pil''''. M 10w-0' I T-51/? 1 21-101/2' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS O LENNAR 05/27/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL1. DRAWINGS FOR ALL FURTHER �' U � � LENNAR-2448A LARWOOD AMERICAN INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T R U C 5 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. 401-06r GARAGE LEFT E; / / Sd , M / 1:12 1 PS $$ m 6:1k iimil? ft C1(11) lk ;am HUS2E I 2 • • im k . . k 8:112 i► k r L k e . - I 'r F6 6:12 l 6. YO:l2 - 33'-P oe •.i 6:12 a1 t 10'-8' r I 18'-11/2" 21'-101/2' 17- Thi 1t2' j10'-8' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE- ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO LENNAR 05/27/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL U PROJECT REVISION-1: DRAWINGS ION.OR BUFECFURTHER �� LENNAR-2448A LARWOOD AMERICAN DESIGNER/ENGINEER OFR CORDI.; RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER EI RECORD O DERSGINEWPAIDRATPOONESOUACTON. & T R U C COMPANY DELIVERY LOCATION: SCALE- REVISION-3: 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown+4. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). N.7OIA rj� 70)PROfi ss V • ." / ,to,i, i IA J�j l rrr r, Ct.( 0•`g tA 4 ' .N s Al 24243 O Gl I'26.1' Cj -71 If�t9° F. f9AJ0‘'‘‘'‘f / 1r 3 SNAL ()////r EXPIRES 6/3011. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #i&BTA SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF loads urationd for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Tn she esage df ore indss adsy. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-07-08 8-07-08 T 12 12 IIM-4x4 6.001/ 6.00 I I 1'o 01-' 464..D PROFo '�\? .•11414019' X02.9 M-3 .• t�i E r M-3x4 /' ii.likcc i= cooN Zr./ 2-00 17-03 L/0 -,.4 Y 14, 2�N�P�/C 4/ RRI\.--e' EXPIRES:12/31/2015 JOB NAME : CENTAL 2448-A LARWOOD AMERICAN - Al Scale: 0.4095 WARNINGS: GENERAL NOTES,unless otherwise noted: ,I R1LL,, 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 ���o.4 wA J� ,� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,L G� ,t 3.Additional temporary bracingto insure stabilityBurin construction 2.Design assumes the top and bottom chords to be laterally braced at �, :^ p p 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 1 DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. r �) SEQ. : 5 951672 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` y° .' 4. design loads be applied to any component. and are for"dry condition"of use. , 6. Design assumes full bearing at all supports shown.Shim or wedge if 51398 'w TRANS I D: 400451 5.CompuTrus has no control over and assumes no responsibility for the necessary. �� :5:1\rTER 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 8.Plates shall be located on both faces of truss,and placed so their center II VIII VIII VIII 11111 TPIANrCA in BCSI,copies of which will be furnished upon request. git coincidenitwithizjointain che. SSf�NALF� I IIIA I I IIII I I 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-166) 915 3- 8=(-273) 220 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1103) 269 8- 6=(-206) 915 8- 4=( -32) 468 3- LOADING 4- 5=( -827)173 173 8- 5=(-273) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1103) 269 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 OVERHANGS: 24,0" 24.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI6,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -168/ 953V -94/ 94H 5.50° 1.52 DF ( 625) M,M2OHS,MI8HS,MI6 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 3.0" -168/ 952V 0/ OH 5.50" 1.52 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.025" @ B'- 7.5' Allowed = 0.817" MAX TL CREEP DEFL = -0.058" @ 8'- 7.5" Allowed = 1.089" MAX LL DEFL = 0,040" @ 19'- 3.0" Allowed = 0.200° MAX TL CREEP DEFL = -0.046" @ 19'- 3.0° Allowed = 0,267" MAX HORIZ. LL DEFL = 0.012" @ 16'- 9.5" 8-07-08 MAX HORIZ. TL DEFL = 0.019" @ 16'- 9.5" 8-07-08 T f Design conforms to main windforce-resisting 4-07 4-00-08 4-00-08 4-07 system and components and cladding criteria. 12 'I T f -I Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M 4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0' Truss designed for wind loads 4 4'7f in the plane of the truss only. 1. M-1.5x3 M-1.5x3 co co (�E� PR°FF •oe o \o � I NF `r/0 M-3x4 M-3x8 M-3x4 4t- '-12.. E 291' y4401001119, 8-07-08 y 8-07-08 y ` ►.. 'I OREGON <00 y 200 y 17-03 y 2-00 y y L.,O'li,9y14, 2��Q-�� MFRRIL�- JOB NAME : LENNAR 2448-A LARW00D AMERICAN - A2 EXPIRES:12/31/2015 Scale: 0,3209 WARNINGS: GENERAL NOTES,unless otherwise noted: E'1LL 8 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �1��0�R,gSX! :14> 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .r�0 2� DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ., T continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). �' r i�- Ox DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. / ) ="� SEQ. : 5 9516 73 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 400451 design loads be applied to any component. and are for"dry condition"of use. `j r 5.CompuTrus has nocontrolover and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �r' v. 51398 '� fabrication,handling,shipment and installation of components. 7.necessary. 4/ 6.This design is furnished subject to the limitations set forth bya,Designlaesassumes locatedadeqonne drainage isotrus,provided. OIC' ��'GISTER� 1111111111111111111 8 Plates shall be both 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 plate in inches. SSIQNAL��G MiTek USA,Inc./CompuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIhll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-10=( -341) 115 1- 8=(-170) 680 3- 8=( 0) 382 2x6 DF SS T1 SPACED 24.0" O.C. 2- 3=( -8866)22433 8- 5=(-269) 877 8- 4=(-219) 132 BC: 2x4 DF #1&BTR LOADING 3- 3=( -819) 290 WEBS: 2x4 DF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1063) 345 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 101 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FORLOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -606/ 121V -89/ 77H 218.50" 0.19 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 135-- 2050"5" 6203 /4/ 1387V 959V 00/ OH OH 215.50" 1.53 DF ( 625) OVERHANGS: 0.0" 24.0° BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.I M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.020" @ 30'- 6.7" Allowed = 0.817' Connector plate prefix designators: MAX TL CREEP DEFL = -0.048" @ 26'- 6.2" Allowed = 1.089" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.040° @ 37'- 0.0" Allowed = 0.200" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.046" @ 37'- 0.0' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.010" @ 34'- 6.5" REFER TO COMPUTRUS STANDARD MAX HORIZ. TL DEFL = 0.016" 8 34'- 6.5" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2-00 35-00 in the plane of the truss only. 25-06 2-10-08 4-01-06 4-06-02 T 12 =M-4x4+ 12 12 6.00 I/ ,... 6.00 I/ -1 6.00 M-3x6+ M-3x6+ M-4x6 MM ���ED PROFF M-1.5x3 A.C. ; $$ 4 44C� 2SI E 9r Co M3x4+ M3x4 to 0 o Continuous bearing M-3x6+ M-3x4 M-3x4 0 9G OREGON 1), �4,i y y y /p gY14, 2.° P# 26-06-04 8 05-12 1' 1, M .RR11.�-� y y 2-00 35-00 2-00 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - 81 EXPIRES:12/31/2015 Scale: 0.1777 WARNINGS: GENERAL NOTES,unless otherwise noted: ,(�t,�5RILL 8 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 aV' O4 WAsjff� "7,�, Truss: B1 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 building designer. 4� $a C���,� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�•^.' .�, DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0= y '+t'� 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. 1. SEQ. : 5951674 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-coenvironment, design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ,,t,, 51398 w9 TRANS I D: 400451 5.CompuTrus has no control over and assumes no responsibility for the necessary. r�^L��L'GISTER� 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 8.Plates shall be located on both faces of truss,and placed so their center t .. 111111111111111111111111111111111111111 III II II IIII VIII VIII VIII VIII IIII IIII TPIANfCA in BCSI,copies of which will be furnished upon request. 9.linescoincide indicate cate s zelofnplate int rinches. SIONAL�I MiTek USA,IrC./CompuTfus Software 7.6.6(1 L)-Z 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 011111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 t TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 9=(-425) 2210 3. 9=(-263) 185 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2593) 536 9-10=(-291) 1852 9- 4=( -19) 459 WEBS: 2x4 DF STAND 3- 4=(-2349) 508 10-11=(-278) 1853 4-10=(-663) 242 LOADING 4- 5=(-1662) 442 11- 8=(-433) 2214 10- 5=(-243) 1103 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1662) 457 10- 6=(-668) 241 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2351) 531 6-11=( -35) 472 TOTAL LOAD = 42.0 PSF 7- 8=(-2596) 564 11- 7=(-268) 205 OVERHANGS: 24.0" 0.0" Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE N. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -287/ 1708V -188/ 201H 5.50' 2.73 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 0.0" -198/ 1470V 0/ OH 5.50" 2,35 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 = 0.040" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0° Allowed = 0.267" MAX LL DEFL = -0.122" @ 17'- 6.0° Allowed = 1.704" MAX TL CREEP DEFL = -0.289° @ 17'- 6.0' Allowed = 2.272" MAX HORIZ. LL DEFL = 0.053" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.088" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06 17-06 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-05 5-07-13 5-07-13 5-07-13 5-07-13 6-02-05 load duration tactor=l.6, T T '1 '1 "I Truss designed for wind loads in the plane of the truss only. 12 12 6.00 V M-4x6 -16.00 4.0" 5 �( M-5x6(S) 3.1' 0.25" M-3x4 oo. M-1.5x3 iy\FE, 41117 C. : M-1.5x3 + 5��� 0 PR6FFFS6INke co Mo Cr.\ 2�I E or cl- f9 18 T 11 B o0210111P0 M-3x6 M-3x4 .25" M-3x4 M-3x8 o �M-5x8(S) . y y y 32- it OREGON c4 y y 9-00-04 8-05-12 8-05-12 9-00-04 y �O y 14, 20� P+� 2-00 35-00 y MERRILLVIIP JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - 62 EXPIRES:12/31/2015 Scale: 0.1775 WARNINGS: GENERAL NOTES,unless otherwise noted: E�jjLL 8 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 l�� ,� Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper q���OF wAs�fJVQ ), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. C6 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .L GT 1 5 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, Ox continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ }t C I� 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. .a00V„SEQdesign loads be applied to any component. and are for"dry condition"of use. ,/ r. TRANS I D: 400451 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if { v' ,7. 51398 1 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth T Design assumes adequate drainage is provided. 0,O AGI$'ISIX ,� IIII VIII IIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both 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. as G 9.Digits indicate size of plate in inches. SI�IVAI..Fi� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IN ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF 41&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 12.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: uous bear le end truss on contor ing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GGabable en equal typical iatn ousel earngawa. M,M2DHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06 17-06 T < T 11-08-10 5-09-06 17-06 12 IIM-4x4 12 6.0DI/ 3 =J6,00 M-3x6(S) 40 CPR°Fes.= ima,E ,4 o 6 fibi M3x6(S) •-• 11.• E c M-3x4 / ,/ -I dilk Q y 44/ 17-06 17-06 .'L/q� ��°' �/' ,1,_______4 — gP 2-00 35-00 RRIU- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - B3EXPIRES:12/31/2015 Scale: 0.2364 _I WARNINGS: GENERAL NOTES,unless otherwise noted: )',RRILL 4 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 51� O�V,]ASjjJ��•f�, Truss: 63 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 building designer. 'V ,S<{' C'•?` �.A 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 'Q er014+ O P rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, ;,4-, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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 SEQ. : 5 951676 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Oilt' design loads be applied to any component. and are for"dry condition"of use. i' 4 41r TRANS I D: 400451 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.assumes full bearing at all supports shown.Shim or wedge if < u 8 51398 w ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �,�, GIS'TBR 6.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 s G III II VIII III I III i I I VIII VIII I II IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center liche. SI�NALF l 9.Digitssindsize of platein inches.. MiTek USA,Inc./CompuTrus fws Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.DD TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 v BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-2=( -10) 5 5-3=(-113) 168 5-2=(-198) 185 WEBS: 2x4 DF STAND 2-3=(-136) 113 LOADING 3-4=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow P 0'- 0.0" -30/ 262V -114/ 44H 5.50" 0.42 DF ( 625) ** For hanger specs. - See approved plans ( g) 6'- 5.0" -62/ 411V 0/ OH 5.50" 0.66 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.002" @ 7'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 5.0" Allowed = 0.133" 0-03-12 6-01-04 MAX TC PANEL LL DEFL = 0.125" @ 3'- 2.1" Allowed = 0.403" T T MAX TC PANEL TL DEFL = -0.144° @ 3'- 2.0" Allowed = 0.605" 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 11.5" 1 M-1.5x3 Q 6.00 MAX HORIZ. TL DEFL = 0.001" @ 5'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CO 0 CO (13 ({NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ,_ komminimminimminia,_ �v 5 ** I.3 4 .moo M-1.5x3 M-3x4 Opes J, �c'�< EO� NE /51 C;', . 6 01 04 y 4t �Z1111 E 9< y y y 6-05 1-00 ` -74 ,./i OREGON :4 /O �r 14, V '�� MFR R I�\-Q'P JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - Cl EXPIRES:12/31/2015 Scale: 0.5472 WARNINGS: GENERAL NOTES,unless otherwise noted: RRILL 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 �.9 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper P �O�WASE j� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,� DES. BY• MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Qomr j' "� DATE: 6/5/2014 continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). �/, the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 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. ♦ r 1 ' SEQ. : 59516 77 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 400451design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / L :. , 4{,. fabrication,handling,shipment and installation of components. necessary. „t, 51398 C{� 6.This design is furnished subject to the limitations set forth byT Design assumes adequate drainage is provided. 0 ��CISTERtia 1101111111111111111 III VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. SSI�NALE�� P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #i&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD = 42,0 PSF Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Tn sse esige df ore indss adsy. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 T 12 12 6.00 I I M-4x4 \I 6.0o 3 4 M —/C) M O V Co Czi O co M-3x4 M-3x4 \���ED NF s/O 4,c '�2IS E 2�r y 4001111P 2-00 10-08 �' �, dfil/P 9 OREGON w 470'7q y 14, V 4 MFR R 14.-.\-'0 EXPIRES:12/31/2015 JOB NAME: CENTAL 2448-A LARWOOD AMERICAN - D1 Scale: 0.5744 WARNINGS: GENERAL NOTES,unless otherwise noted: RRrLL 8 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 '4,. ) OV`itTAS+Xf��-fes Truss: D1 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 building designer. 4 Gr ,� 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top end bosom chords to be laterally braced at b•T •O p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tt DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v rSi,,r0,4] . �? 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. , .*. SEQ. : 5951678 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7- ` f 1. design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ,,A 4,,51398,0,TRANS I D: 400451 5.CompuTrus has no control over and assumes no responsibility for thenecessary. ��,Z AEGIS TERti9 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 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII(III(III TPIIWTCA in BCS(,copies of which will be furnished upon request. 9.lines indicate with ze/of plate in inches. SSI9NAL�� 1 VIII VIII IIIA VIII VIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 2x6 DF SS TI SPACED 24.0" O.C. 1- 9=(-278) 40 1- 7=(-150) 432 3- 7=(0) 219 BC: 2x4 DF #1&BTR 1- 3=(-546) 182 7- 4=(-140) 441 WEBS: 2x4 DF STAND LOADING 2- 3=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 5=(-560) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 5=( 0) 101 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'-0'- 0.0" -72/ 83V -43/ 33H 95.00" 0.13 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 11.51.0" -174/ 706V 0/ OH-376540V 0/ OH95.50"5.001.113 DF ( 625) OVERHANGS: 0.0" 24.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.007" @ 12'- 8.4" Allowed = 0.487" Connector plate prefix designators:CMAX LL DEFL = 0.040" @ 20'- 1.5" Allowed = 0.200" Conner 8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.046" @ 20'- 1.5" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL TL DEFL = -0.031" @ 15'- 11.2" Allowed = 0.519" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.003" @ 17'- 8.0' GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.006" 0 17'- 8.0" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 20-01-08 2-00 Truss designed for wind loads in the plane of the truss only. 11-00-12 3-08-12 5-04 12 741-4x4+ 2 12 6.00 VJ 6.00 12 6.00 to-4x6 IIII*rsQp ��p`EO PROFFS .41- d INF S, Continuous bearing M-3x4 M-1.5x3 M-3x40 � 2�� E 029 M 3x4+ j yAir 12-09-08 5-04 y ` ' 18-01-08 y /2, 4, 1t)' 2-00 y 2-00 y <O 4y 14, 2-°1 # MFR R I�\-e'P JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - D2 EXPIRES:12/31/2015 Scale: 0.2943 WARNINGS: GENERAL NOTES,unless otherwise noted: EILL 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: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper �1 0-F�iAsh�` � 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. '' DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Qom '. j' "� continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). `�' ,�' !":''- "0 '..P DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. .� IP IOC,% SEQ. : 5 9516 79 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, >% TRANS I D: 400451 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f.r`� !"0{ , 6 c r fabrication,handling,shipment and installation of components. necessary. '� ,� 51398 'w� 6.This design is famished subject to the set forth by7.Design assumes adequate drainage is provided. O", �CISTER (4, 1 VIII VIII II II II II VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center l? TPI/WTCA ini BCSI,copies of which will limitations famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-Z 9.Digits indicate size of plate in inches. S'31 IVAT-0'' ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=)-55) 120 3- 8=(-337) 219 SPACED 24.0" 0.0. 2- 3=(-152) 84 B- 9=(-38) 130 8- 4=(-580) 162 BC: 2x4 OF S1ANDR 3- 4=) -99) 242 9- 6=(-82) 321 4- 9=( -69) 312 WEBS: 2x4 DF STAND LOADING 4- 5=(-167) 68 9- 5=(-309) 211 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-- 6=(- 422) 126 26 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -60/ 376V -87/ 87H 3.50' 0.60 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 18'- 11- .5° -74 / 520V 0/ OH 5.50" 0.83 DF ( 625) BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for netC-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.007" @ 13'- 4.7" Allowed = 0.488" MAX LL DEFL = 0.002" @ 19'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 1.5" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.059" @ 3'- 8.4" Allowed = 0.345" MAX BC PANEL TL DEFL = -0.177" @ 3'- 8.4" Allowed = 0,460" 9-00-12 9-00-12 MAX BC PANEL TL DEFL = -0.069" @ 14'- 4.0" Allowed = 0.460" T 1' ' MAX HORIZ. LL DEFL = 0.003" @ 17'- 8.0° 4-09-10 4-03-02 4-03-02 4-09-10 MAX HORIZ. TL DEFL = 0.004" @ 17'- 8.0" 12 Design conforms to main windforce-resisting 12 M-4x6 6,00 system and components and cladding criteria. 6,00 / 4 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1140\ ..: Truss designed for wind loads in the plane of the truss only. M-1.5x3 -1.5x3 1 M �,ED PROFFS 0 MN m �_ � �� INE ,9 / �o ge 9 ��� '�2�� E 29ti' CD M-3x4 M-3x4 M-3x4 M-3x4 y Ade, 7-08-04 2 09 7-08-04 OREGON 1-00 (PROVIDE FULL BEARING;Jts:2,8,61 18-01-08 1-00 14, 2- .T" MERRI��- :III" 1/2015 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - D3 Scale: 0,3185 WARNINGS: GENERAL NOTES,unless otherwise noted: L s,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 individualj�`'r),Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4GT �,/j3.Addtional temporary bracing to insure stability dudn construction2.Design assumes the top and bottom chords to be laterally braced atO9 2'o.c.and at 10'the respectively unless braced throughout their length by �,DES. BY: MJ s the responsibility of the a actor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4.No load should be applied to any component until after all bracing and 4. Installation of tmss is the responsibility of the respective contractor. _SEQ. : 5951680 5.Desi n assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than 9design loads be applied to any component. Deand gne fsrs"dry full bion"of usa. F ,Ct6. Design assumes full bion"o at all supports shown.Shim or wedge if .�, `'TRANS ID: 400451 5.CompuTrus has no control over and assumes no responsibilhy for the necessary. tc`� 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 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III II II VIII 11111 ILII 1111 (III TPI/WfCA in BCS(,copies of which will be furnished upon request. Digit coincideiitwith jointain inches. SIONAL�� 9. For indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 e IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-175) 99 1- 7=(-54) 127 2- 7=)-339) 216 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=( -99) 242 7- 8=(-39) 149 7- 3=(-581) 167 3- 4=(-167) 67 8- 5=(-82) 321 3- 8=( -72) 312 LOADING 4- 5=(-421) 122 8- 4=(-309) 217 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 101 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 24,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -27/ 253V -93/ 81H 3.50" 0.40 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.2" -119/ 893V 0/ OH 5.50" 1.34 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 1.5" -121/ 659V 0/ OH 5.50" 1.05 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ 13'- 4.7' Allowed = 0.488" MAX LL DEFL = 0.040" @ 20'- 1.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 20'- 1.5" Allowed = 0.267' MAX BC PANEL LL DEFL = -0.059' @ 3'- 8.4" Allowed = 0.345" MAX BC PANEL TL DEFL = -0.177" @ 3'- 8.4" Allowed = 0.460" MAX BC PANEL TL DEFL = -0.069" @ 14'- 4.0" Allowed = 0.460" 9-00-12 9-00-12 MAX HORIZ, LL DEFL = 0.003" @ 17'- 8.0" T l' MAX HORIZ. TL DEFL = 0.004" @ 17'- 8.0° 4-09-10 4-03-02 4-03-02 4-09-10 Design conforms to main windforce-resisting '( system and components and cladding criteria. 12 12 6.00( = M-4x6 X16.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads INin the plane of the truss only. 3.1" M-1.5x3 M-1.5x3 4 COit CO CD o 1 ®7 eCD o \S��I d N s/0 M-3x4 M-3x4 M-3x4 M-3x4 ��� yy R 2y 211 E r 7-08-04 2-09 7-08-04 • Cr y ,I yG 4 OREGON a U✓ (PROVIDE FOIL BEARING:Jts:1,7,51 18-01-08 2-00 /Q -9r 14 V --�` MSR R I��-0P JOB NAME : LENNAR 2448-A LARW00D AMERICAN - D4 EXPIRES:12/31/2015 Scale: 0.3295 WARNINGS: GENERAL NOTES,unless otherwise noted: _AE ILL,, 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 l)'' q� Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 4�\ �p�WA$IIj�`i: 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �V i. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at eS GT "P DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' N- �,t4-. O,,4 DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /r � 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. f/Yfll r Y SEQ. : 5 951681 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for = design loads be applied to any component. "dry condition"of use. G p{''% TRANS I D: 400451 6. Design assumes full bearing at all supports shown.Shim or wedge if P• 5.CompuTrus has no control over and assumes no responsibility for the '�+ 4, 51398 fabrication,handling,shipment and installation of components. necessary. - ,� 6.This design is fumished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne drainage isotrus,provided. 0�•c-,s,L'CI$TEtt I II II VIII III 1111101111111 III III I VIII 1111 III(III 8.Plates shall be both faces of truss,and placed so their center TPINJfCA in BCS(,copies of which will be furnished upon request. git coincide ctwith joint ate in che. SI�IVAI.E�G 9.Digits indicate size of plate tino inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" 'COND. 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 t11&BTR SPACED 24.0° D.C. system and components and cladding criteria. WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Note:Truss design requires continuous M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span 006. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-04-04 0-01-12 12 6.00 I/ M-1.5x3 co /0000:11i O f` O CO Of- m d M-3x4 M-145x3 ,_44, '�St E 9f > y y 2-00 2-06 441111,, —1111 Cr y OREGON 40 G/ "iy 14, 2°1 P}� MFR R II.L JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - E1EXPIRES:12/31/2015 Scale: 0.6426 OR-RILL WARNINGS: GENERAL NOTES,unless otherwise noted: -(A it? . C 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 „aV' O1f WASgj�`7,�, Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' r�4' GAJ, ,p 2.Design assumes the top and bosom chords to be laterally braced at 'O e 0 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h - K^' .� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �e-i -+4 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. ms+r`µ- - ""—'7 SEQ. : 5951682 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `f design loads be applied to any component. and are for"dry condition"of use. !,); 8. Design assumes full bearing at all supports shown.Shim or wedge if " w rfi a 4. 51398 'w TRANS I D: 400451 5.CompuT us has no control over and assumes no responsibility for the necessary. „,, fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. C)!C' .&CISZSR” 6.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 CS VIII I III 1111 11111 I III I III 11111 I II IIII TPI VVECA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. SSI�NALE� 4 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EMIThis design prepared from computer input y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF k1&BTR SPACED 24.0" O.C. 2-3.(-79) 19 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -137/ 531V -9/ 72H 5.50° 0.65 DF ( 625) 2'- 3.2" -76/ 46V 0/ OH 5.50" 0.07 DF ( 625) Connector plate prefix designators: C,CN,C1B,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -25/ SBV 0/ OH 1.50" 0.09 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00/REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.046" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.006" @ 1'- 2.6" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.006" @ 1'- 2.6" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000' @ 2'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. lOr Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Mo Truss designed for wind loads in the plane of the truss only. 0 th/- 0 cr0 o/ - 2>. I 4� f M-3x4 �,����� D NEgso ct ' 211PE 9r ), 2-00 y y --'4111.'" 2-06 eillw 'PROVIDE FULL BEARING;Jts:2,4,3j `- It -yL , OREGON 44/ /O qY 14,, 201 -- IN. MSARII. -s3 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - E2 EXPIRES:12/31/2015 Scale: 0.9399 WARNINGS: GENERAL NOTES,unless otherwise noted: 1✓ 'LI,8 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: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper J� NASg 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 0 -" 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterallybraced at '� DES. BY: MJ 9 .<w G is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 Q. !Lr 'T' `� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F'' '.1e'-' Ox DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ` l SEQ. : 5951683 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, --y TRANS I D: 400451 design loads be applied to any component. and are for"dry condition"of use. ,/ p S� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing at all supports shown.Shim or wedge if p. p 4, r'' ,� fabrication,handling,shipment and installation of components. necessary. />, 51398 .Si 8.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate drainage isotrus,provided. Q� �L'CI$'TBR VIII VIII 11111 11111 VIII VIII IIII IIII III 8.Plates shall be located on both faces of truss,and placed so their center TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. SSIONAL��G MiTek USA,Inc./COrnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 OF #1&BTR TO LATERAL SUPPORT <= 12 -OC. LION. BC LATERAL SUPPORT <= 12"OC. UON. Connector plate prefix designators: C,CN,CI6,CN18(or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series M O V O O TRUSS SPAN 22'- 4.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. LOADING LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD =10.0 PSF TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-02 11-02 This design prepared from computer input by PACIFIC LUMBER -BC GOND. 2: Desi n checked for net -5 Sfu lift at 24 "ocs acin . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL-4.2IBCDL=6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Gable�endtruss on continuous bearing wallUON, M -1x2 typical at stud verticals.ReferTrus gable end detail forcomplfications. 1 12 12 11 M -4x4 Q 6.00 6.00 F�7' .m NAMF- I_FNNAR 2448-A LARWOOD AMERICAN - F1 Truss: F1 DES. BY: MJ DATE: 6/5/2014 SEQ.: 5951684 TRANS ID: 400451 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the enactor. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E Scale: 0.3349 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' c.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES: 12/31/2015 y ' " I WAS a nsg�"�f�� 6 51398w4 .{� GISTER �SSZONALE��� OBIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF 41&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-260) 1297 8- 3=( 0) 236 2x6 DF SS T2 SPACED 24.D" O.C. BC: 2x4 DF 41&BTR 9-2- 3=(-1550) 480 8- 9=(-262) 1294 9=(-457) 123 WEBS: 2x4 DF STAND LOADING 3- 4=(-1081) 474 9-10=(-442) 1232 9- 4=(-174) 544 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1059) 427 10-11=(-441) 1234 9- 5=(-398) 335 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-11=(-1474) 55� 5-10=( 0) 204 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -858) 374 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS RE8/ 2S REACTIONS95I50 1.70 (FP( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0° -246/ 1062V -88/ 92H 5.50" 1.70 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 21'- 10.5" -83/ 705V 0/ OH 140.50" 1.13 OF ( 625) 33'- 7.0" -467/ 279V 0/ OH 140.50° 0.45 DF ( 625) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). 'COND. 2: Design checked for nett-5 Dsf) uplift at 24 °oc spacing.] Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series REFER TO COMPUTRUS STANDARD MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" GABLE END DETAIL FOR COMPLETE MAX LL DEFL = -0.042" @ 11'- 2.0" Allowed = 1.071" SPECIFICATIONS. MAX TL CREEP DEFL = -0.100° @ 11'- 2.0" Allowed = 1.428" MAX HORIZ. LL DEFL = 0.021" @ 22'- 3.5' MAX HORIZ. TL DEFL = 0.035" @ 22'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 16-09-08 16-09-08 T f Wind: 140 mph, h=23.4ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, 6-00 5-02 5-02 0-0r5-08 16-09-08 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 T Truss designed for wind loads 6.00 EM-4x4+ 12 in the plane of the truss only. 6 6.00 M-3x6+ 12 M-4x6 � ''',I 6.00 M-3x4 9 M-5x6+ M-3x4 moo $$ 5��� pIINks- PROFFss 7 M-3x4+ M 9 2 o O o 1 F & Ina. p �� �• E 9r a g / / M-3x4 M-1.5x3 M-3x6 M 5x6 0.25" M-3x4 Continuous bearing N o oi-w ) /,_.. - iii Q. ), y ), ), > ), - 4 OREGON to 5-10-04 5-03-12 5-03 12 5-04-12 11-08-08 , q O y14, 2�N 'k, 1-00 33-07 y 2-00 y MRR►I�-0P JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.1927 WARNINGS: GENERAL NOTES,unless otherwise noted: AEILL 4 F2 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 lam' Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 40SOF�7�rASA. 1+ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. C 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ p ry yq 'S 0, T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :7 "� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' k:*' �„. DATE: 6/5/2014 the overall structure is the responsibility of the buildingdesigner.9 3.2Impact bridging oris lateral bracing required the where shown♦a 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. r SEQ. : 5 951685 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 400451 design loads be applied to any component. and are for"dry condition"of use. , ` pr{%/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Decesna assumes full bearing at all supports shown.Shim or wedge if . ', ,� fabrication,handling,shipment and installation of components. ry' 51398^ Cir, 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne bothdthinace istrus,provided. O����CISTER" III VIII II I IIII VIII VIII VIII I ii IIII 8.Plates shall be located faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. SSIQNAL��Q MiTek USA,IDC./CompuTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IMIMIIIIMIMIMIMIIMIIIMIMMIIMMIIMIMMMIMMMIIIMIMIMIIMIMIMIIMIIMMI IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 152 2-10=(-291) 2108 3-10=(-247) 183 2x4 DF 2400F T1, T4 SPACED 24.0" O.C. 2- 3=(-2475) 486 10-11=(-225) 1771 10- 4=( -23) 420 BC: 2x4 DF t/1&BTR 3- 4=(-2243) 45B 11-12=(-248) 1771 4-11=(-626) 236 WEBS: 2x4 DF STAND LOADING 4- 5=(-1590) 408 12- 8=(-382) 2108 11- 5=(-208) 1055 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1590) 408 11- 6=(-626) 236 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2243) 458 6-12=( -23) 420 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2475) 486 12- 7=(-247) 183 8- 9=( 0) 152 OVERHANGS: 36,0" 36.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 33'- 77.00" -314/ 1752V-314/ 1753V 200/ 206H6/ OH 5.50° 2.80 DF ( 625) ICOND. 2: Design checked for net/-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.202" @ -3'- 0.0' Allowed = 0.300" MAX TL CREEP DEFL = -0.232" @ -3'- 0.0" Allowed = 0.400" MAX LL DEFL = -0.109" @ 16'- 9.5" Allowed = 1.633" MAX TL CREEP DEFL = -0.259" @ 16'- 9.5" Allowed = 2.178" MAX LL DEFL = 0.202" @ 36'- 7.0' Allowed = 0.300" MAX TL CREEP DEFL = -0.232" @ 36'- 7.0" Allowed = 0.400" MAX HORIZ. LL DEFL = 0.049" @ 33'- 1.5' MAX HORIZ. TL DEFL = 0.080" @ 33'- 1.5" 16-09-08 16-09-08 f Design conforms to main windforce-resisting 5-11-08 5 055 05 5-05 5-05 5-11-08 system and components and cladding criteria. f T f f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 Q 6.00 load duratioAll n ffactor 1.6 Cat.2, Exp.B, MWFRS(Dir), 6.001/ Truss designed for wind loads 4.0" in the plane of the truss only. 5 tn' a M-5x6(5) M-5x6(S) 0.25" 0.25" It ,off M 1.5x3 M 1.5x3 AFes 41.1.1.1111,-- ���D NR/gs"o A/Alie., "o ��� �2�� E 29< o M 3x8 M-3x4 0.25" M-3x4 M-3x1:444441114% AlOirOPIIIP o „....1%....- - M-5x8(5) OREGON lC7 J- ) > y y �`� hi9y 2.°1i- ,1, i� y y 8-08 8-01-08 8 01-08 8-08 y ) O MFRR1�\-0P 3-00 33-07 3-00 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F3EXPIRES:12/31/2015 Scale: 0.1868 `p WARNINGS: GENERAL NOTES,unless otherwise noted: 1'i+" ILL B 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 J� OF WASJ ,,`�f�, Truss: F3 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 building designer. Q' �'� GT ,� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� p DES. BY: MJ 2'o.c.and at 10'0.0.respectively unless braced throughout their length by tie ' ^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. SEQ. : 5951686 5.Design assumes trusses am to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. (..: V design loads be applied to any component. X 6.Design assumes full bearing al all supports shown.Shim or wedge if 51.398 q� TRANS I D: 400451 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,r�.IC' 4. 513 8, 6.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 IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. 9.Digitlines coincide ndi ate s ie of plate cen nter lines. ‹s, 111111111111111141111 I IIIA IIII IIII III VIII ILII VIII IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E nches 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) v 4111111111 1E11111 . design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 33-07-00 GIRDER SUPPORTING 35-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/C =1 00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- BC: 2x8 DF SS 2=(-23325) 5199 1- 8=(-4567) 20751 8- 2=( -882) 411 85 11- 6=(-4545) 1068 WEBS: 2x4 DF STAND; 2- 3=(-18697) 4269 8- 9=(-4575) 20694 2- 9=(-4542) 1068 6-12=( -879) 4185 LOADING 3- 4=(-14541) 3336 9-10=(-3633) 16674 9- 3=(-1272) 5772 2x6 OF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-14541) 3336 10-11=(-3633) 16674 3-1D=(-5619) 1320 TC UNIF TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 412.5)+DL( 300.5)= 713.0 PLF 0'- 0.0" TO 33'- 7.0' V 6- 7=(-23325) 5109 12-4269 17=(-4587) 20751 10- 5=10- (-5619) 11320 BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=(-1272) 5772 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M16HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -2910/ 13047V -173/ 173H 5.50" 20.88 DF ( 625) __i__ ( 3 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 33'- 7.0" -2910/ 13047V 0/ OH 5.50' 20.88 DF ( 625) Join together 3 ply with 16d Common nails staggered at 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, 60 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.216" @ 11'- 6,9" Allowed = 1.633" MAX TL CREEP DEFL = -0.516" @ 11'- 6.9" Allowed = 2.178" MAX HORIZ. LL DEFL = 0.073" @ 33'- 1.5" MAX HORIZ. TL DEFL = 0.123" @ 33'- 1.5" 16-09-08 16-09-08 Design conforms to main windforce-resisting ,f system and components and cladding criteria. 6-09-09 5-00-13 4-11-01 4-11-01 5-00-13 6-09-09 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M-4x10 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .hr + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M 5x6 4.9° M 4x8 °o M-3x8 A M-3x8 • 11 M-6x16 coto4w,10°C�� M-6x16 PR co Q,ED OFF 1 � 8 9 • cO 10 co 11 co 1 P � 7 o C?��� !GZOO N F /� s�0 M-3x4 M-3x10 M-6x10 =M-10x10 M-6x10 M-3x10 M-3x4 0 �4• E 217 M18HS-7x16(S) 1, y y y y 1, /Age, 6-07-13 4-11-01 5-02-09 5-02-09 4-11-01 6-07-13 y ,....",..i., 14-00 y 19 07 ,I 7 O,�OREGON +i Aly 2.13,_‘,,v- J, ', 33-07 y ' RRL- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F-GIRD EXPIRES:12/31/2015 Scale: 0.1999 WARNINGS: GENERAL NOTES,unless otherwise noted: fRISVASI-114/. e 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 q Truss: F-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Q\9 WO (�� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: MJ 1, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at GJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �T '-:, C1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ,i 0,-.10..i:e.-SEQ. : 5951687 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , design loads be applied to any component. and are for"dry condition"of use. � t TRANS I D: 400451 5.Compu'r us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,' v fi 51398 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 0`�� 4'GISmw .� II Il IIII VIII VIII VIII IIII VIII IIII IIII 6.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 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSI�NAL��G 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)