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Plans (8) 4 4 I S--vo f F( 1 A 016,1 Sit; 6'7 4(v-c___ <, , 1 : CEIV EP WO OCT 7 2015 101-0' I 36'-0' CITY OFT1 ARD GE r rr 14'-0' BUILDING DIVISION Al NW A I NEElk ler A limpr 4:12 to to • EMI\\\\NI A At a•12 L s 812 Illll a 191-8' if / / Ash so to- t ,golit qb,1 It 111 1 IL ___.,bik 1 ii[91 ro k . ..__J.L,,, ,,:_"1:..• . 11�177��I�I Illllllllllliii�I'�i- ��IM !I "� 1lM1__1© j■ i111=••r.• V 4] = m m___ 8 El / tlo rok } Ili iii g� 12'$ I f T-0' 401.0.I 20'-0' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 O TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ..' INFORMATION BUILDING 1`"�'' 'PLENNAR-MULBERRY AMERICAN 2571A DESIGNER ENGINEER OF RECORD aciiiaum , r PLAN: DRAWN BY: JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS I ■TO TRUSS CONNECTIONS.BUILDING ' 2571 A / MULBERKYH�RFCAN DESIGNER/ENGINEER OF RECORD TO p REVIEW AND APPROVE OF ALL "82 TRUSS , COMPANY DELIVERY LOCATION: SCALE: REVISION-3' DESIGNS PRIOR TO CONSTRUCTION 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. R 40'-0' 0 I 101-01 1/ 14.r GARAGE LEFT .t Mre la -I-A A.\ NI A2(3) —I All — .9 FM or.a.6.li al II IIIIIMIIIPPWAININ ///\\\1 MIIIIIMIAIMIll t? LT //\\\\`\7 P1! lib 1? c0 tO I 19'-0' A5(II) a 6:iiiiiiiiiiii ... 4 Si I _uu_ IiY —I t —'. IIIVI 1�ii iuIil �- _ J i � � LI 4 8 'INIMMI III s gs. ti\ ro II ail n go r 20-0' 4� T 0�' 178' 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 TRUSSCACULATIONSA�° ENGINEERED STRUCTURAL THER� PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 'F,.' am!PLINFORMATION.BUILDING '..� '"� LENNAR-MULBERRY AMERICAN 2571A DESIGNER/ENGINEER OF RECORD AN. DRAWN BY: JP REVISION-2' RESPONSIBLE FOR ALL NON-TRUSS #`,�, TO TRUSS CONNECTIONS.BUILDING 2571 A / MULBERF RICAN DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL !'A •�® U xC .0 1 V C O-M'P.-A.N„Y DELIVERY LOCATION: SCALE: REVISION-3. DESIGNS PRIOR TOCONSTRUCnoN ° n r,1 J 0-41:1!A ill = 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • MiTe k USA, Inc. / CornpuTrus 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 TPIM/TCA in BCSI, copies of which will be furnished upon request. 7. Refer to.ANSI/TPI-1 Section 2.3 for RESPONSIBILITIES WHERE LEGAL REQUIREMENTS MANDATE A REGISTERED DESIGN PROFESSIONAL FOR BUILDINGS. 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. 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). ���Q P R OF S PAUL kly , '\(<-'?" NC�IiNEF� `S ° .. � .9 82PE yr ' a.x /6 I 6 4 i OREGON ) o ' jolYALF.CS , k PAUL F''\ Y 6 EXPIRES /$//G, } Job Transmittal MiTek USA, Inc. II 1111111 11111111 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax (951) 273-0040 Transaction ID: 428056 TO: PACIFIC LUMBER & TRUSS DATE: 5/22/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 27 0 6273454-6273480 LENNAR 2571-A MULBERY AMERICAN5 - LEI Transmittal Notes: Design Notes: FTP:428056.zip 5/22/2015 4:02:04 PM Page 1 II (I t r This design prepared from computer input by.. PACIFIC LUMBER AND TRUSS-BC I. r LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=1-527) 3816 3-10=(-395) 230 2x4 DF 2400F Ti, T4 SPACED 24.0" O.C. 2- 3=(-4119) 589 10-11=(-403) 3185 10- 4=( 0) 563 BC: 2x4 DF 81&BTR 3- 4=(-3751) 391 11-12=(-403) 3185 4-11=(-944) 169 WEBS: 2x4 DF STAND LOADING 4- 5=(-2622) 316 12- 8=(-527) 3816 11- 5=( -69) 1275 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2622) 316 11- 6=(-944) 169 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3751) 391 6-12=1 0) 563 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4119) 589 12- 7=(-395) 230 8- 9=( 0) 72 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -218/ 1908V -110/ 110H 5.50" 3.05 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 40'- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.309" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.727" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.105" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 39'- 6.5" 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=l.6, Truss designed for wind loads 20-00 20-00 in the plane of the truss only. 7-02-08 6-04-12 6-04-12 6-04-12 6-04-12 7-02-08 f T 4 T 1 4 T 12 12 4.00 f- M-4x6 a 4.00 4.0" s h M-3x4 3,0,. M-3x4 D PROF M-5x8(S) 4 6 M-5x8(S) ��Q.E q� Fs 0.2 3„ 0.25" c<,�� -Vzir/59 s/(4 oa + ±. ?920IPE r I - 1 -___-_-.2-1- 10 i iz 9 �o `'- CC M 3x10 M 3x.4 d.25" M 3x4 M-3x10 0 yL 4, OREGON (.0 N'' '4•i0 -4y 14 20 - y y y y 0 10-04-14 9-07-02 9-07-02 10-04-14 FR RIL\- y y y l 2-00 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A4 EXPIRES:12/31/2015 Scale: 0.1484 WARNINGS: GENERAL NOTES,unless otherwise noted: ,0 W �- 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: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� �4 ,, F� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' O 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabil ity during construction '�DES. BY' LA 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 mired ing(TCs and/or drywall(BC). i�F DATE: 5/2 2/2 015 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. �S E Q. : 6 2 7 3 4 5 4 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. '� w T RAN S I D: 4 2 8 0 5 6 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 O.t�, ,1�C�necessary. 1` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sS'O S- 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 NAL II 1 11 I I 11111 I II 11111 11111111 TPIM/ICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"0C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. considered for this design. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 20-00 20-00 T 1' T 10-06-03 9-05-13 9-05-13 10-06-03 '1 .- T T T 12 Iit M-3x6(S) M-3x6(5) 1 o M 1 M-3x6(S) -� o M-3x9 `rte- ' .x'AI Cc ‘14, OREGON�bs I■ 20-00 20-00 • Mr 14, '2§\ - _ : L 2-00 90-00 9.e.- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al Scale: 0.1990 EXPIRES:12/31/2015 RRILL,B WARNINGS: GENERAL NOTES,unless otherwise noted: 4\9 .WAsi '�- 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• Al and Warnings before construction commences. building component.Applicability of design parameters and proper Q G�j ,P 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ott' 9. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .j, DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by N , is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 11 ' ,0'.. . �� DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ / >, C 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. -„ ¢Z;:���-- SEQ. : 6 2 7 3 4 5 5 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. ;i4 �, 51398 04 T RAN S ID: 4 2 8 0 5 6 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 OA .cCISTEV7 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sSfO ��G • 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 NAL II I I I I IIII 11 I III I I I jl III TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ` VII 9.Digits indicate size of plate in inches. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For epic connector Fr ate design values see ESR-1311,ESR-1988(MiTek) II III . - , This design prepared from computer input by.- PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=1-239) 1462 3-7=(-454) 229 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1614) 281 7-8=1-116) 773 7-4=( 0) 606 WEBS: 2x4 OF STAND 3-4=(-1218) 108 4-8=1-956) 172 LOADING 4-5=( -134) 76 8-5=(-183) 85 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 0 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -182/ 1064V -84/ 2546 5.50" 1.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 5.5" -102/ 817V 0/ OH 5.50" 1.31 OF ( 625) 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.052" @ 6'- 11.8" Allowed = 0.927" MAX TL CREEP DEFL = -0.119" @ 6'- 11.8" Allowed = 1.236" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.027" @ 19'- 0.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-00-05 5-11-11 6-01-12 0-03-12 load duration factor=1.6, T 1' T 'T Truss designed for wind loads 12 in the plane of the truss only. 4.00 p M-1.5x3 f 5 6 M-5x6(5) 0.29" co O i 1 M-1.5x3 0 0 3 r <�� p C1 PRQ '��PE o M 3x4 M 3x9 M 3x9 „ y y y -` 40 OREGON b, /444 y y 10-01-10 9-03-14 y /Q ...1y 14 2O P+- 2-00 19-05-08 MFRRI0L JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - AS EXPIRES:12/31/2015 Scale: 0.2700 ERRILL B WARNINGS: GENERAL NOTES,unless otherwise noted' ,�� WA$h ` - 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 �'I �' Truss: A 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,O: ,SF' JL CT �It 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. �T Kl. O 2.Design assumes the top and bottom chords to be laterally braced at 3 Additional temporary bracing to insure stability during construction g p ty x=' '� DES. BY: LA 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 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). i DATE: 5/22/2015 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. a 4 ��� SEQ. : 6 2 7 3 4 5 6 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, / S 1395 design loads be applied to any component. and are for"dry condition"of use. i w TRANS I D: 4 2 8 0 5 6 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 �iC� FCIS1 ER� fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate drainage is o trussed. s 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 f0NALE II I I I I IIII I II I I I III 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-11=(-1005) 7101 2- 3=(-7507) 1068 2x4 DF 2400F T4 SPACED 24.0" O.C. 2- 3=)-7507) 1068 11-12=) -555) 4135 3-11=( -119) 191 BC: 2x4 DF #1&BTR; 3- 4=(-7306) 879 12-13=1 -375) 3053 11- 4=( -336) 3477 2x4 DF 2400F B1 LOADING 4- 5=(-3260) 408 13-14=1 -410) 3179 4-12=(-1445) 232 WEBS: 2x4 DF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 310 14- 9=) -513) 3830 12- 5=( -2) 462 2x4 DF #1&BTR A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2620) 317 5-13=( -865) 146 TOTAL LOAD = 42.0 PSF 7- 8=(-3796) 394 13- 6=( -76) 1295 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4133) 574 13- 7=4 -938) 176 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=4 0) 72 7-14=4 0) 591 14- 8=4 -378) 221 OVERHANGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -218/ 1908V -110/ 110H 5.50" 2.85 DF ( 670) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.538" @ 10'- 11.3" Allowed = 1.954" MAX TL CREEP DEFL = -1.255" @ 10'- 11.3" Allowed = 2.606" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.212" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.352" @ 39'- 6.5" 20-00 20-00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-07-15 5-03-15 3-07-14 5-04-04 6-04-12 6-04-12 7-02-08 load duration factor=l.6, ,4' ,4' ,4 .( . '( T T Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x6 a 4.00 4.0" 6 fin' M-7x10(S) _ M-3x4 M-3x4 0.25" 5 3.0" 7 M-5x8(S) 4 o M 6x16 M 4x6 ��� + 0.25" �Q,ED PR OFFSS/o 3 r m-1.50,3 ` ZZ R 1% ee `-) ((, G� r►' M-3x6 • �i l M 10x19 ,:-,■,a = ,.\0 u �$PE r- 12 1 14 mu M18HS-5x16 u.25" M-3x4 M-3x10 0' 0 2.00 2.00 v M-5x8(S) `. I_ J, 12 y 12 � ), > 1, b /7/-/7/- ,,OREGON Na ki y y 7-05-12 y 6-10-08 y 5-07-12 10 0 0 10-00 y y /0 '11.- 14 2° P-�- y2-00y 7-05-12 7-00-04 25-06 y2-00y MER RILE- 2-00 40-00 2-00 EXPIRES: 12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3 Scale: 0.1484 , ILL, WARNINGS: GENERAL NOTES,unless otherwise noted: 4\.1) 4�1A$J� � 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 e" 4� F Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q if, CT •A 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A-. 4•, p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r �, DES. BY: LA 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 / P ty P 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). fI . L/ _, DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �s 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. : 6 2 7 3 4 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosse environment, �� 4 design loads be applied to any component. and are for"dry condition"of use. 'P It" 51398 TRANS I D: 928056 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 fib FC7S1 ER� c�( necessary. L4` 1T fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `SSjp1G 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 NAL II I I I I I VIII I I Ill I III IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. r ..-9.Digits indicate size of plate in inches. r, MiTek USA,Inc./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector Nate design values see ESR-1311,ESR-1988(MiTek) HD III , • , This design prepared from computer input by' PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -` TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-11=( -633) 4058 2- 3=(-4306) 675 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4306) 675 11-12=( -296) 2021 3-11=( -289) 212 WEBS: 2x4 DF STAND 3- 4=(-3985) 472 12-13=( -158) 1284 11- 4=( -175) 2158 LOADING 4- 5=(-1397) 187 13-14=( -315) 65 4-12=( -990) 176 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -739) 135 14- 9=(-1387) 124 12- 5=( -4) 486 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -754) 133 5-13=) -095) 150 TOTAL LOAD = 42.0 PSF 7- 8=( -356) 1975 13- 6=1 0) 219 OVERHANGS: 24.0" 24.0" 8- 9=( -172) 1561 13- 7=( -78) 1145 LL = 25 PSF Ground Snow )Pg) 9-10=( 0) 72 7-14=)-2433) 475 14- 8=( -561) 244 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -172/ 1319V -110/ 110H 5.50" 2.11 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -308/ 2512V 0/ OH 5.50" 3.76 DI ( 625) 40'- 0.0" -231/ 84V 0/ OH 5.50" 0.13 DI ( 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.264" @ 7'- 5.8" Allowed = 1.454" MAX TL CREEP DEFL = -0.614" @ 7'- 5.8" Allowed = 1.939" MAX LL DEFL = 0.012" @ 32'- 10.1" Allowed = 0.477" MAX LL DEFL = -0.036" @ 92'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.258" @ 35'- 6.3" Allowed = 0.596" 20-00 20-00 MAX HORIZ. LL DEFL = 0.091" @ 30'- 0.0" 5-07-15 5-03-15 3-07-14 5-04-09 6-09-12 6-09-12 7-02-08 1 MAX HORIZ. TL DEFL = 0.150" @ 30'- 0.0" T 1 T ,r f T T Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 4.00 o M-9x6 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.0" Truss designed for wind loads 6 .r' in the plane of the truss only. 51-6x16(S) ftlike M-3x4 P4-4x8 0.25" s 3.0" 7 M 5x8(S) ,� 4 N7 1 M 5x16 04 0.25" o ,M 9x4 6 Q,ED PRo 3' �� r' M-1.5x3 �.o c■c IN `SS/ M-3x4 ��TT � '' � /ZZll✓9 O2 1 •� M 6x8 2�e3 14 0o '9 o M-5x8 k0.25" M-5x61 M-3x4 ' ?��PE 2.00 2.00 M-5x8(S) „."411111111.,- II/ .2 12 .2 12 .2 .2 l 1 - 4 OREGON Ia A:4" 7-05-12 6-10-08 5-07-12 10-00 10-00 Q y14, 2 PE- y2-00 7-05-12 y 7-00-09 y 25-06 y2-00 MFRRI L�-0 r 1 r .2 2-00 'PROVIDE FULL BEARING;Jts:2,14,91 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A2 EXPIRES:12/31/2015 Scale: 0.1365ER1rLL&.q� WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� F WASq `7"' 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,. ti� 1''''0 �� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' ,L 0 ' 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. �C' _ ,2y 0 2.Design assumes the top and bottom chords to be laterally braced at w 3.Additional temporary bracing to insure stability during construction � DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 T.i' DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �-• Lam- 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. N .(!.r--' SEQ. : 6 2 7 3 4 5 8 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, 51398 design loads be applied to any component. and are for"dry condition"of use. '� R 4y TRANS I D: 428056 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 0�� CIS I ERG' ��4 fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate a ed on both is provided. trussed. S 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center fONALF' 11111 1 11111 1111 III I I III 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1968(MiTek) II 111 This design prepared from computer input by 11 1 PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-227) 1689 7- 3=( 0) 339 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2233) 299 7- 8=(-230) 1886 3- 8=(-749) 165 WEBS: 2x4 DF STAND 3- 4=(-1507) 257 8- 9=(-231) 1889 8- 4=( -92) 873 LOADING 4- 5=(-1507) 259 9- 6=(-226) 1892 B- 5=(-753) 194 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2234) 300 5- 9=( 0) 339 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) +' For hanger specs. - See approved plans 0'- 0.0" -258/ 1542V -161/ 174H 5.50" 2.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 31'- 0.0" -168/ 1302V 0/ OH 5.50" 2.08 DF ( 625) 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.094" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.224" @ 15'- 6.0" Allowed = 2.006" MAX HORIZ. LL DEFL = 0.043" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.072" 0 30'- 6.5" Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-06 15-06 Truss designed for wind loads . f ,. in the plane of the truss only. 8-02 7-04 7-04 8-02 T 1' 1' 1' T 12 12 6.00 p M 9x6 Q 6.00 4.0" 4 .hr M-3x4 M-3x4 3 5 ����EDIN09s/�2 °� ��, �ZZ� 9 92S•PE 0 rn / O •1 w v rn 1 - 7 9 T 9 k+6 c, �' -o M-3x6 M-1.5x3 0.25" M-1.5x3 M-3x6 0 The CZ' M-5x8(S) y A_OREGON fit,G/O �� J y > P} 8-00-04 7-05-12 7-05-12 8-00-04 MRRi��-� y y y 2-00 31-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B2 Scale: 0.1880 o L 6 WARNINGS: GENERAL NOTES,unless otherwise noted: ,`Q f WASy �T 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 e, �O !, Truss: B 2 and Warnings before construction commences. balding component.Applicability of design parameters and proper Q A" ,t, (.6 ic. 2.2x4 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. �T _ �.i. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v 41y• 'L,. DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 )y>'/1--) C,•�� 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. : 6 2 7 3 4 5 9 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. /' 51398 w� design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 4 2 8 0 5 6 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 O� CIS I ER� �4 necessary. V' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SSj� ��G • 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 NAL II 111111 I IIII Jill.11111 Ik IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. i r , 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For brsic connector pate design values see ESR-1311,ESR-1988(MiTek) II (l • • This design prepared from computer input by' PACIFIC LUMBER AND TRUSS-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR. SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. 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. 15-06 15-06 T T 1 12 IIM-4x4 12 6.00 p 3 Q 6.00 I- AN 0 o, 2 III ,�_ 'rROF6ssi. I o 1 M 39�1 s) 9 2`,,,,,, �I. M-3x4 / ' x4 `,Ai, 14 IA , 15-06 15-06 .ORE4 20\b' A. P l 2-00 y 31-00 �FRR11.�- scale: 0.2600 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B1 ��pp WARNINGS: GENERAL NOTES,unless otherwise noted: ,�� WAI 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, 'Si' �� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q G,, 2.2nd compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' old: 2.Design assumes the top and bottom chords to be laterally braced at r, i, 3.Additional temporary bracing to insure stability during construction 'L DES. BY: LA 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 J P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /i�Z ,' DATE: 5/22/2015 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!lI� PP Y P 9 P Y P : ! SEQ. : 6 2 7 3 4 6 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, / 51398 design loads be applied to any component. and are for"dry condition"of use. '� w TRANS I D: 428056 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 O� FCr$TBR� .0 fabrication,handling,shipment and installation of components. necessary. �s G 7.Design assumes adequate drainage is o truss,a S' 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 IONAi.E 1111011 )iii 1111 II II 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 1-3=(-920) 191 5-1=( -61) 62 3-6=(0) 347 2x6 DF SS Ti SPACED 24.0" O.C. 2-3=( 0) 0 1-6=1-138) 741 BC: 2x4 DF #1&BTR 3-4=(-931) 216 6-4=)-135) 744 WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12'- 2.9" -57/ 37V -60/ 62H 0.00" 0.00 )999y 1 0) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 15'- 0.4" -596/ 820V 0/ OH 185.50" 1.31 DF ) 625) ALL TOP CHORD AREAS NOT SHEATHED 31'- 0.0" -126/ 680V 0/ OH 5.50" 1.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" Unbalanced live loads have been MAX LL DEFL = -0.017" @ 22'- 10.9" Allowed = 0.754" considered for this design. MAX TC PANEL TL DEFL = 0.084" @ 18'- 11.6" Allowed = 0.799" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.008" 0 30'- 6.5" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.014" @ 30'- 6.5" SPECIFICATIONS. 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 15-06 15-06 in the plane of the truss only. 19-06 3-06 8-00 T 1' T '( 12 12 6.19017' -M-4x4+ D 6.00 f M-4x6 3 \���� 0 PN 9 s/o r r �PE 2 M / O Q' _ „',,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,. • 460w 6 4 o M 3x6 .9.:.3x4+(s) . 0 s OREGON M-3x4+ 72, 4-,,, b ! Y y J. b id y1 �4, 20- 12-02-15 10-09-01 8-00 1, > /, MRRILL(6 2-00 31-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 Scale: 0.1999 0$RRILL a WARNINGS: GENERAL NOTES,unless otherwise noted: ,1�',,- 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 e. �� 1 �, Truss• B3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q i1, C), ,P 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T W. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at v �:• '1. DES. BY: LA 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 'yJ P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,+/1 Z ,T� DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��° �C�'-'�• LL -� 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. -44° . '�� SEQ. : 6 2 7 3 4 61 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, �4 design loads be applied to any component. and are for"dry condition"of use. '0O,t, 4, 51398LISTER.0 4, TRANS I D: 428056 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 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. s'lOG • 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center NAL I I I I I I IIII (I I I I I II I,I IIII TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. +I ,41 9. lines coincide indicate size of plate in inches. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) II III , , This design prepared from computer input by' PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF ffl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-33) 621 6-3=(0) 379 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-819) 92 6-9=(-33) 621 WEBS: 2x4 DF STAND 3-4=(-819) 92 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 29.0" 29.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -161/ 900V -88/ 880 5.50" 1.99 DF ( 625) 16'- 0.0" -161/ 900V 0/ OH 5.50" 1.49 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing.1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.092" @ 8'- 0.0" Allowed = 1.006" MAX LL DEFL = -0.036" @ 18'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 18'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.070" @ 9'- 2.8" Allowed = 0.545" MAX HORIZ. LL DEFL = 0.007" @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.012" @ 15'- 6.5" Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( '( T load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 i 6.00 in the plane of the truss only. 4.0" 3 uu 0 5'<<Y P R OF�ss o �_ 6 �_ o c��'\ � ZZlr9 /�2 ° 1 M-3x4 M-1.5x3 M-3x4 5 4 ��I P E 9r y 8-00 y 8-00 y -57, , OREGON 44/ 1.70-7,/ 20 2'. )- ), 1, b 14, QE- 2-00 16-00 2-00 MFR RILL e. JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C1 EXPIRES:12/31/2015 Scale: 0.3337 . RPJLL B WARNINGS: GENERAL NOTES,unless otherwise noted. 419 WA3k `t , 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 Truss: C l and Warnings before construction commences. building component.Applicability of design parameters and proper 2- A4' G'�, F� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Av _ rtd. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .v i; DES. BY: LA 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 P ty P g continuous sheathing such as plywood sheathing(TC)required ere shown and/or drywall(BC). i /_,> DATE• 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L 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 zelf-' S E Q. : 6273462 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, "41'. 51398 design loads be applied to any component. and are for"dry condition"of use. W TRANS I D: 428056 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 OIZ �CIST,. ? necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ass' `G 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 IONAL�` II I I I �IIi I I I I 111 I II 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-34) 622 5-3=(0) 374 BC: 2x4 DF #110TR SPACED 24.0" O.C. 2-3=(-821) 93 5-4=(-34) 622 WEBS: 2x4 DF STAND 3-4=(-820) 92 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -170/ 923V -72/ 87H 5.50" 1.48 DF ( 625) LL = 25 PSF Ground Snow (Pg) 16'- 0.0" -80/ 671V 0/ OH 5.50" 1.07 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -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 TC PANEL LL DEFL = 0.107" @ 11'- 9.3" Allowed = 0.545" MAX TC PANEL TL DEFL = 0.416" @ 11'- 9.4" Allowed = 0.817" MAX HORIZ. LL DEFL = 0.007" @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.012" @ 15'- 6.5" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 8-00 E-00 in the plane of the truss only. T f 1' 12 12 6.00 p 11M-4X4 Q 6.00 4.0" f 3 §1 1. N M Co o M ALCJ\ PROFFs s **4 9 ° 1 M-3x4 M-1.5x3 M-3x4 ° 921•PE I-- .'rA.. y 8-00 y 0-00 y -pi. 4,,OREGON�� �Qj y 2-00 y 16-00 y /O MFRRI ='-R3. JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2 Scale: 0.3360 EXPIRES:12/31/2015 ��RRILL 4 WARNINGS: GENERAL NOTES,unless otherwise noted. X1'0 4 WAS. 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: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper r eL� C c 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4 FvP pit,., 0 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction g p y e � '�. DES. BY: LA 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ r I �--^y. 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-"` SEQ. : 6 2 7 3 4 6 3 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. '' 51398 TRANS ID: 4 2 8 0 5 6 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 `'.k FG]$TEF� fabrication,handling,shipment and installation of components. necessary. < 7.Design assumes adequate drainage is provided. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL�� III I III 1111 III I I I 11111 Hill TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, r r r ' II` 111114 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) r.' II IIII III ' 4 lli This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF 91&BTR LOAD DURATION INCP,EASE = 1.15 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF N1&BTR SPACED 29.0" 0.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"0C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-00 8-00 T 1' T 12 12 6.00 p IM-4x4 Q 6.00 f 3 Lit co 0 ") 2 4 on 0 /— —/ o � O 5 Ins.oFES - 0 , 4.r "(y�zzflr5029 M-3x4 COPE 1- AilIPP G y 2-00 16-00 4- 4 O0�� �� O /' 14, 2 P+ MFR RIO-e' JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 EXPIRES:12/31/2015 Scale: 0.9605 140$R1W-L, WARNINGS: GENERAL NOTES,unless otherwise noted: AN. -V WASh 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 construction commences. building component.Applicability of design parameters and proper <:, 'Si' .fL CT �'P 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' _ ��, 2.Design assumes the top and bottom chords to be laterally braced at r, 3.Additional temporary bracing to insure stability during construction '?:. DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y Z DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ „ i — 7 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O.r✓ SEQ. : 6 2 7 3 4 6 4 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, _'1 design loads be applied to any component. and are for"dry condition"of use. ,� 51398 w TRANS I D: 428056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing of at all supports shown.Shim or wedge if �A� FCISTER � fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ss` 6.This design is furnished subject to the limitations net forth by 8.Plates shall be located on both faces of truss,and placed so their center IDNAL$� II i I I 1 IIII IIII I I II TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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) II II This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-23) 442 6-3=(0) 274 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-590) 67 6-4=(-23) 442 WEBS: 2x4 DF STAND 3-4=(-590) 67 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"0C. 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 = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.D" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 732V -69/ 69H 5.50" 1.17 DF ( 625) 12'- 0.0" -139/ 732V 0/ OH 5.50" 1.17 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 14'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 14'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.018" @ 3'- 2.3" Allowed = 0.396" MAX TC PANEL TL DEFL = 0.102" @ 3'- 2.7" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.003" 0 11'- 6.5" MAX HORIZ. TL DEFL = 0.006" ? 11'- 6.5" 6-00 6-00 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 IIM-4x4 12 load duration factor=1.6, 6.00 p Q 6.00 Truss designed for wind loads 3 4.0" in the plane of the truss only. 1. M O rn M o, © ���Rp PR()F6.,., M 3x9 M 1.5x3 M 3x4 5 �c`c�/zz?7 9 /�2 1 �� 3.SFE 9f 6-00 6-00 J, 2-00 J, 12-00 y 2-00 ), -7G�O4 ORE4GON Ix}4.0 P 41R RIO,0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 Scale: 0.4135 ERRILL 8q� WARNINGS: GENERAL NOTES,unless otherwise noted: ,`� F WASg `7" 1. Builder and erection contractor should be advised of all General Notes 1.Ths design is based only upon the parameters shown and is for an individual Q, �C1 lilr �� Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper r CT s 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. �Q' ,: O 2.Design assumes the top and bottom chords to be laterally braced at v. !, 3.Additional temporary bracing to insure stability during construction !!!!'""' DES. BY: LA 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 P �' p 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1 DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ g F �� , 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. : 6 2 7 3 4 6 5 fasteners are complete and at no time should any loads greater than B.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. 51398 ,(�r TRANS I D: 428056 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 �.� FGISTER� ?' necessary. �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ss`I �G 6.This design is furnished subject to the limitations net forth by 8.Plates shall be located on both faces of truss,and placed so their center �NALE Iii I III I IIII Il I I I I I I r II TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. f r , 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bOsic connector ptpte design values see ESR-1311,ESR-1988(MiTek) IIII III , , This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC .l LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 IF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTP, SPACED 29.0" O.C. All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=l.6, BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 92.0 PSF Gable end truss on continuous bearing wall UON. LL = 25 PSF Ground Snow IP ) M-1x2 or equal typical at stud verticals. 9 Refer to CompuTrus gable end detail for complete specifications. 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. 6-00 6-00 T 1' 1' 12 12 6.00 p I I M-4x4 a 6.00 3 ti 0 o 01111111111111111111111111111111111211 ' ` 4 -in o •Ai i i///////////////////////////////////////////////y//////O/////////////////////////////////////% i o M-3x4 M-3x4 ' �9 kc ?92S1PE 1- A •w 2-00 12-00 y 04 OREGON �((� /0 4/- 14, 20 P"1 MFRRII-- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D1 Scale: 0.5135 .0,RRILL B WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� 4 A.Sh >, 1.Budder 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: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� .t(' C) i'1' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T �,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r i� 'j. DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 0110'o.c.respectively unless braced throughout their length by P h' P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,ij 7 f1 / the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown '^^ "'"", DATE: 5/22/2015 P h 9 g p g g 9 9 ,r o--G 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�, . ^�, SEQ. : 6 2 7 3 4 6 6 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"dry condition"of use. 51398/k, design loads be applied to any component. `",s,,..,TRANS I D 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if •eCI R� w • 5.CompuTrus has no control over and assumes no responsibility for the STE necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `SisjO ��G 6.This design is furnished subject to the limitations net forth by 8.Plates shall be located on both faces of truss,and placed so their center NAL II I I I IIII I III I I III TPI/\NTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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-7311,ESR-1986(MiTek) IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6=(-554) 2744 6- 2=(-148) 824 BC: 2x6 DF SS 2- 3=(-2296) 505 6- 7=(-547) 2705 2- 7=(-832) 205 WEBS: 2x4 DF STAND LOADING 3- 4=(-2296) 505 7- 8=(-547) 2705 7- 3=(-404) 1866 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3192) 663 8- 5=(-554) 2744 7- 4=(-832) 205 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 8=(-148) 824 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 175.0)+DL( 139.0)= 314.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -474/ 2268V -51/ 51H 5.50" 3.63 DF ( 625) will have 1.5" max. nail penetration. 12'- 0.0" -474/ 2268v 0/ OH 5.50" 3.63 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.044" @ 6'- 0.0" Allowed = 0.554" MAX TL CREEP DEFL = -0.104" @ 6'- 0.0" Allowed = 0.739" MAX HORIZ. LL DEFL = 0.014" @ 11'- 6.5" 6-00 6-00 MAX HORIZ. TL DEFL = 0.023" 9 11'- 6.5" T T T Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-07 2-05 2-05 3-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T T '5 load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 p M-9x6 Q 6.00 in the plane of the truss only. 9.0" 3 1111 a4444 ',M-4x4 -M-9x4 2 4 o * 4 0 M-5x10 M 5x10 IIPIPP-Mom . ® C® ® 'VW �o °i '- 1_� 6 7 0 _�5 -'° �Q,ED PR OFFS M-3x6 M-6x8 M-3x6 Q���� �s(�I NFp9 cS'/029 y b b b y / 3-05-09 2-06-12 2-06-12 3-05-04 `' �/ ,1 /' - ,,OREGON�p, 4(c,� 12-00 /O .4).- 14, e- P-�- 4/ 13R11..\-..) EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD Scale: 0.4436 _A WARNINGS: GENERAL NOTES,unless otherwise noted: ,v f`•v 1SL eI.�- 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• DGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4� �� C., F� " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' �,2y 2.Design assumes the top and bottom chords to be laterally braced at - r,.•3.Additional temporary bracing to insure stability during construction , '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). g ,. DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti-. ----) 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 ,cr/ SEQ. : 6273467 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, ,.../t. 51398 '• design loads be applied to any component. and are for"dry condition"of use. 'o ,� s,c, e TRANS ID: 4 2 8 0 5 6 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 �4 s ISI.ERG' �4C fabrication,handling,shipment and installation of components. necessary. s G a 7.Design assumes adequate on both is provided. truss, S' 6.This design is furnished subject to the limitations set forth by 8,plates shall be located on both faces of truss,antl placed so their center I0NALS 11 13 I I I 11111 I I I I I 11/.1111 TPl 'rcA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. Digits indicate size of plate in inches.. ' , ' . 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) I/ . 1ii This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. `- TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=2D.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 OF 0l&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. DON. LOADING load duration factor=l.6, BC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 T T T 12 12 6.00P II M-4x4 Q 6.00 3 0 0 no 2 4 rn O/— O 7I /////iiii////////o////////////////////o//ii////ii/////i/ii//////ii/iiwr///////iiiii////////iii//� �I �,1 P R OFFS,, M-3x4 M-3x4 ,4,4..../ 9 925SPE c .�''� J, 2-00 y 13-00 `Y G„ °•' -ON�� �(v� ..O -4 y 14, 2. P'\' ' RRR,.- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - El EXPIRES:12/31/2015 Scale: 0.4867 .E LL, WARNINGS: GENERAL NOTES,unless otherwise noted. �l� 4 WA$k 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, �O � �� Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper , A, ti II, Q, it 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' rt.'�. 0 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ri. .j, DES. BY: LA 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 P tY P 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). (')1 , I / _�DATE: 5/2 2/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / v,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. N �--”S E Q. : 6 2 7 3 4 6 8 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, S 1395 design loads be applied to any component. and are for"dry condition"of use. ' w TRANS ID: 4 2 8 0 5 6 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 ". �C�S I E(f� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. siS G 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 I�NL�'� II I I I IIII I I I I I I III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-168) 1161 3- 8=(-283) 153 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-1388) 220 8- 9=( -95) 771 8- 4=( -21) 451 WEBS: 2x4 DF STAND 3- 4=(-1216) 152 9- 6=(-168) 1161 9- 9=( -21) 451 LOADING 4- 5=(-1216) 152 9- 5=(-283) 153 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1388) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 29.0" LL = 25 PSF Ground Snow (PO) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -186/ 1089V -110/ 110H 5.50" 1.74 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -186/ 1089V 0/ OH 5.50" 1.74 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.037" @ 13'- 5.B" Allowed = 0.979" MAX TL CREEP DEFL = -0.087" @ 13'- 5.B" Allowed = 1.306" MAX LL DEFL = -0.036" @ 22'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ 22'- 6.0" Allowed = 0.267" 10-03 10-03 MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" T T f MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" 5-04-12 4-10-04 4-10-04 5-04-12 Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M 9x6 12 load duration factor=l.6, 6.00 p Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 1111� M-1.5x3 M-1.5x3 3 5 0 i 0 i to ( cis PR�OFFs M o M 3x9 M 3x9 M 3x4 M 3x9 0 �e\� /zziir /O9 f =923OPE f M-3x6(S) 7-00-03 6-05-11 7-00-03 -1/' � J‘ b y 7L ,� REGON 4�� 14-00 6-06 i O 14 2�NP+ y y y MFRRI�L e' 2-00 20-06 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.2494 gRRILL& WARNINGS: GENERAL NOTES, unless otherwise noted 4.9 v WA k 1.BuiNer 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 S �' • Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper QQ' ,�4' r CT 1T 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. �Q' 2.Design assumes the top and bottom chords to be laterally braced at S. . 3.Additional temporary bracing to insure stability during construction '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rI is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y 1 1 DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 4-tj✓" SEQ. : 6 2 7 3 4 6 9 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, �`" 51398 design loads be applied to any component. and are for"dry condition"of use. '� w TRANS I D: 428056 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 'lD� �C/STER� fabrication,handling,shipment and installation of components. necessary. 7 Design assumes adequate drainage is provided. ss `G 6.This design is furnished subject to the limitations net forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL�'* II I I I I ]iii I I I I I I.II TPI/WfCA 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,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , II III • , This design prepared from computer input by! PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-728) 125 6-1=(-43) 54 3-7=(0) 277 2x6 DF SS T1 SPACED 24.0" O.C. 2-3=( 0) 0 1-7=(-74) 589 BC: 2x9 DF #1&BTR 3-9=(-791) 160 7-9=(-69) 587 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. LION. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"0C LION. FOR LL = 25 PSF Ground Snow (Pg) 5'- 0.7" -47/ 33V -53/ 44H 0.00" 0.00 yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 7'- 6.4" -345/ 654V 0/ OH 95.50" 1.05 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -198/ 810V 0/ OH 5.50" 1.30 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" 0 22'- 6.0" Allowed = 0.200" Unbalanced live loads have been MAX TL CREEP DEFL = -0.046" @ 22'- 6.0" Allowed = 0.267" considered for this design. REFER TO COMPUTRUS STANDARD MAX TC PANEL LL DEFL = -0.018" @ 17'- 2.5" Allowed = 0.433" GABLE END DETAIL FOR COMPLETE MAX TC PANEL TL DEFL = 0.041" @ 10'- 8.6" Allowed = 0.632" SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.005" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 20'- 0.5" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10-03 10-03 Truss designed for wind loads 1' 1' '1 in the plane of the truss only. 10-03 3-09 6-06 T T f 4 /- 12 2 7M-4x9+ 12 6.00 p Q 6.00 M-9x6 3 �'I o 0 <<-\'' PRoFFs szo o ® s ME =92IIPE r o° M-3x9+(s) M 3x6 M-1.5x3 M-3x4 5 0 f- /1_0 /ir M3. y .6 y G 4/OREGON b,. �lv� 4-11 9-01 6-06 /O i' 14, 2� P± y y y y 2-00 20-06 2-00 MRRILL� JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F1 EXPIRES:12/31/2015 Scale: 0.2744 �RFJLL&q� WARNINGS: GENERAL NOTES,unless otherwise noted J� WA3g `'1" 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 riV �' Truss: F'1. and Warnings before construction commences. building component.Applicability of design parameters and proper O� ,<C, C� Ft 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. iv i,f:: O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ',40.e.� . �, DES. BY: LA 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 P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;/Z DAT E: 5/22/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ' or- SEQ. : SL. 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. ,/� 4 6273470 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, 51398 design loads be applied to any component. and are for"dry condition"of use. Q! T�N S ID: 4 2 8 0 5 6 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 3., �CIS1.ER� fabrication,handling,shipment and installation of components. necessary. s 7.Design assumes adequate both is o trussed. S' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center I01VALS I I 11 I 11111111 I I 110 II III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 31-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1614) 334 1- 7=( -278) 1372 7- 2=( -558) 2680 5-10=(-722) 3486 BC: 2x6 DF SS 2- 3=( -426) 2028 7- B=( -268) 1320 2- 8=(-3270) 762 WEBS: 2x4 DF STAND; LOADING 3- 4=( -892) 250 8- 9=(-1618) 428 8- 3=(-5460) 1228 2x6 DF 02 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -912) 232 9-10=( -856) 4058 3- 9=( -968) 4524 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V5- 6=(-4784) 1040 10- 6=( -876) 4160 9- 4=( -164) 630 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 362.5)+DL( 266.51= 629.0 PLF 0'- 0.0" TO 20'- 6.0" V 9- 5=(-3868) BOB BC LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -430/ 1984V -91/ 91H 5.50" 3.17 IF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 7' 9.8" 1820/ 8198') 0/ OH 3.50" 5.52 DF (1485) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 20'- 6.0" -883/ 4025V 0/ OH 5.50" 6.44 DF ( 625) 7" oc in 2 row(s) throughout 2r:6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.014" @ 3'- 9.5" Allowed = 0.360" MAX TL CREEP DEFL = -0.033" @ 3'- 9.5" Allowed = 0.481" MAX LL DEFL = -0.044" @ 14'- 11.2" Allowed = 0.604" MAX TL CREEP DEFL = -0.105" @ 14'- 11.2" Allowed = 0.806" MAX HORIZ. LL DEFL = 0.008" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.013" @ 20'- 0.5" 10-03 10-03 T 1' T Design conforms to main windforce-resisting 3-11-05 4-01-03 2-02-08 4-06-08 5-08-08 system and components and cladding criteria. 1' 1' 1' 3' T T 12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001/ HM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 44 End vertical(s) are exposed to wind, /� Truss designed for wind loads M-7x8 in the plane of the truss only. 3 1. NI-3x10 s u, M-3x8 0 2 ,r, e6 A M-5x10 M-5x12 F,c.O PR OFF ,-o ® Q 10 6 -o �� �J{ZZll 9 X29 I M-3x8 M x10 M-8x10 M-3x8 in kc- '921OPE 1' / �y y y y y y w 3-09-09 4-00-03 2-05-04 4-08-04 5-06-12 /',4■- y 7-07 0-05-08 12-05-08 y �Gjo,�-7yR 4G�p\�-l4w� J‘ PROVIDE FULL BEARING;Jts:1,8,61 20-06 y MRRILY-�P EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD Scale: 0.2602 ILj WARNINGS: GENERAL NOTES,unless otherwise noted: S� �'7" 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: FG I RD and Warnings before construction commences. building component.Applicability of design parameters and proper 4 C� �',�2.204 compression w eb bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,2.Design assumes the top and bottom chords to be laterally braced at ;3.Additional temporary bracing to insure stability during construction '�DES. BY: LA 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Adtlitwnal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/2 2/2 015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ f ---V,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. 41, SEQ. : 6 2 7 3 4 7 1 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. '1 4 51398 ,(i.w TRANS I D: 428056 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 D�f+� ECISTER' ?' fabrication,handling,shipment and installation of components. necessary. l` 7.Design assumes adequate drainage is o truss,and S's 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed no their center IONAL � 1IIIII I,I I IIII I I III I.II TPI/WICA in BCSI,copies of which will be furnished upon request. Digits coincide with size joint ate in lines. • • • , • 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) II III r , This design prepared from computer input t by■ PACIFIC LUMBER AND TRUSS-BC r LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2-3=(-89) 15 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -182/ 583V -7/ 69H 5.50" 0.93 DF ( 625) 1'- 0.8" -128/ 65V 0/ OH 5.50" 0.10 DP ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.5" -62/ 41V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 6.00 SAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.7" Allowed = 0.095" MAX TC PANEL TL DEFL = 0.004" @ 1'- 0.7" Allowed = 0.193" MAX HORIE. LL DEFL = -0.000" @ 1'- 10.7" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.7" Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. / wa M 0 , ./- I I N O 2 ►4 M-3x4 1 C *..(:: �/'INy O s/o y 4, ✓f�G.l' 9 2-00 1-11-08 �s P E r' (PROVIDE FULL BEARING:Jts:2,4,3i / - ,,OREGON �� � �� /O y 14, 2� 0- MRRIL ,C3 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G2 EXPIRES:12/31/2015 Scale: 0.7914 . 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 an individual t �' Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper C �., �,P 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. O 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �,DES. BY' LA is the res onsibili of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P �' P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).DATE: 5/2 2/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a -�"7 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /�S E Q. : 6 2 7 3 4 7 2 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, S 139tlesign loads be applied to any component. and are for"dry condition"of use. w T�N S I D: 4 2 g 5 6 5.CompuTrus has no control over antl assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if � � fabrication,handling,shipment and installation of components. necessary. as G 7.Design assumes adequate drainage is truss,a S' 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 IONALE II I I I 1III I I III I I I II 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. 11 111 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) II 11 II This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 14 TC LATERAL SUPPORT <= 12"DC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -164/ 475V -B/ 71H 23.50" 0.76 DF ( 625) 1'- 10.7" -37/ 491 0/ OH 1.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.5" -85/ 341 0/ OH 0.00" 0.00 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 6.00 177,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.7" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.7" Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- 3 -/ Truss designed for wind loads in the plane of the truss only. 2 0 rl co r-, O/- O O N ,IIw /A 4 14-3x4 2-00 1-11-08 •�SPE 9� - 4 OREGON�� ��� /0 -Ty 14, 20 P$ 4/4 R 1 0-140:72:r37.;1:2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G1 Scale: 0.7914 BL9 WARNINGS: GENERAL NOTES,unless otherwise noted' �l� 4 W 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 S ir �' Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper r. r5' C� F� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �T 2.Design assumes the top and bottom chords to be laterally braced at " l 3.Additional temporary bracing to insure stability during construction C"" '�. DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 7 DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•, g r+ ''Al-----. ^---} 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. : 6273473 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, �``' 51398 design loads be applied to any component. and are for"dry condition"of use. ;Po w TRANS I D: 4 2 8 0 5 6 5.Compolrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 01�� �Cls']'ER� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided vs �G a 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 IVALE II I I I I II11 I I III' 'II TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , , • r 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • II III , . This design prepared from computer input,n by` PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 �+ TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-32) 28 3-5=(-150) 70 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 57 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -134/ 525V -35/ 102H 5.50" 0.84 DF ( 625) LL = 25 NSF Ground Snow (Pg) 4'- 11.5" -22/ 199V 0/ OH 5.50" 0.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -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 TC PANEL LL DEFL = 0.033" @ 1'- 10.8" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.039" @ 2'- 6.3" Allowed = 0.442" T 1' T 12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 7.7" 6.001,-- MAX HORIZ. TL DEFL = -0.000" @ 4'- 7.7" M-1.5x3 f 4 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e I 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads III in the plane of the truss only. o N N 0 M ro O/ -�I I� m OI , 5 -7 M-3x4 M-1.5x3 1 y k )' �SPE 4-07-12 0-03-12 / 4' y 3. `, 0/ 2-00 4-11-08 Cr -574. 4 OREGON 4,i \� � /O -4' ?14, P� MERRIO-t, JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 EXPIRES: 12/31/2015 Scale: 0.5781 V,gRRILL 6 WARNINGS: GENERAL NOTES,unless otherwise noted ,1c) WAS/41;14;\ 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 ,� Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,..,'r CT ,., 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' AFt: O 7. 2.Design assumes the top and bottom chords to be laterally braced at �, 3.Additional temporary bracing to insure stability during construction '� DES. BY: LA is the responsibility y of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ing(TC)and/or drywall(BC). r, DATE: 5/22/2015 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. /� j'-"- SEQ. 6273474 fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to Be used in a non-corrosive environment, ` 51398 design loads be applied to any component. and are for"dry condition"of use. w TRANS ID: 4 2 g 5 6 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 gki.., �GISTESc fabrication,handling,shipment and installation of components. necessary. s C5 7.Design assumes adequate drainage is provided. S 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 IONAL'f' 11111 I I IIII 110 11 I I II TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II MAI This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1113TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-16) 293 6-3=(0) 181 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-392) 45 6-4=(-16) 293 WEBS: 2x4 DE STAND 3-4=(-392) 45 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"0C. 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 PEE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 564V -48/ 48H 3.50" 0.90 DF ( 625) M-1.5x4 or equal at non-structural 8'- 0.0" -100/ 564V 0/ OH 3.50" 0.90 DE ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 lOPSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.1" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 10'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 10'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.008" @ 1'- 5.6" Allowed = 0.247" 4-03 9-00 MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.7" Allowed = 0.370" '( < f MAX HORIZ. LL DEFL = 0.002" @ 7'- 8.5" 4-03 6-00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir), load duration factor=1.6, IIM-4x4 Truss designed for wind loads in the plane of the truss only. 34.0" /- M-3x6 M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins Ni of the same size and grade as structural top 110�!' chord. Insure tight fit at each end of let-in. M-1.5x4 M-1.5x4 Outlookers must be cut with care and are permissible at inlet board areas only. 1 -•0 j "' M-3x6 1 M-3x6 1 rn O ,n M 100 A r-n OI -/7 Z 6 Z r 1 M-3x4 M-1.5x3 M-3x4 5 \����E� PN s�o 4.14 17 CC �OPE r y 4-00 y 9-00 y `, 4 y y y OREGON ON 41 2 00 8-00 2-00 \‘'' .X /O q y 0 14, 1...-1-� MFR R I L'.-'';' EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H1 Scale: 0.4786 RR1LL,, >' WARNINGS: GENERAL NOTES,unless otherwise noted: ati'0 WAS 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: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q) 41' �.i �ia 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4P 0 2.Design assumes the top and bottom chords to be laterally braced at r,- [,'`, 3.Additional temporary bracing to insure stability during construction '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r t..�.-- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ yr^ 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. : 6 2 7 3 4 7 5 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, `` 51398 design loads be applied to any component. and are for"dry condition"of use. '1 ,(�Q,! T RAN S ID: 4 2 8 0 5 6 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 O�� EG!S I ER� ?' fabrication,handling,shipment and installation of components. Decessary. S. 7.Design assumes adequate bath faces of truss,and placed so their center rONALS 1111 I I I IIII I I III I II TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. . . . , 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-1986(MiTek) 4 III I III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-394) 46 1-4=(-17) 295 4-2=(0) 181 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-394) 46 4-3=(-17) 295 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 325V -31/ 310 2.00" 0.52 DF ( 625) 7'- 10.5" -40/ 336V 0/ OH 3.50" 0.54 DE ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IEC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.2" Allowed = 0.247" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.017" @ 2'- 0.2" Allowed = 0.370" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.002" @ 7'- 7.0" 3-10-08 4-00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 7.0" 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), 6.00 Q 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I I M-4x4 24.0" ■Addillid114444 M O 2.0" O 1 Cu u1 .-■ 0 Ingr6_1=1111111111.11. 1111iiimill ii O O low 1 I 4 ►t3 0 M-3x4 M-1.5x3 M-3x4 lIFE 9 ' f b 3-10-08 y 4-00 y 1 ), f'!.-- '/O 7-10-08 -74. 4/OREGON kl 'O 9y 14, 2° v4 MFR R I(.\- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2 Scale: o.s4e1 EXPIRES:12/31/2015 ERRILL 6 WARNINGS: GENERAL NOTES,unless otherwise noted: 4'0 WA 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 ,-,,V SIl., '' Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4) ,s C II WO, �1j IL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. h� AKS 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v ECY�'l'�, .j, DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �i DATE: 5/22/2015 he overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 1;, 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. j'-r' SEQ. : 6 2 7 3 4 7 6 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, �' 51398 design loads be applied to any component. and are for"dry condition"of use. '� w TRANS I D: 428056 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 0IC� LS'Cism fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate a ed on both 15f truss, S' 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 IDNAL F' II 11 11 I I 1111 I I II I I II TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10 For basic connector plate design values see ESR-1311,HER-1968(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-318) 79 1-5=(-29) 227 5-2=( 0) 158 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3=(-280) 95 5-4=(-29) 227 3-4=(-331) 80 WEBS: 2x4 DF STAND 3-4=( -20) 38 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 0'- 0.0" -39/ 312V -32/ 32H 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 5.5" -38/ 315V 0/ OH 5.50" 0.50 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ 5'- 8.8" Allowed = 0.327" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.011" @ 5'- 8.8" Allowed = 0.436" 9 00 3-05-10 MAX LL DEFL = -0.002" @ 7'- 5.6" Allowed = 0.001" MAX TL CREEP DEFL = -0.002" @ 7'- 5.6" Allowed = 0.001" 4-00 1-07-04 1-10-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 0.0" 4, T .' 4, MAX HORIZ. TL DEFL = 0.002" @ 7'- 0.0" 12 12 Design conforms to main windforce-resisting 6.00 V 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 4,0" End vertical(s) are exposed to wind, /- ,(■�,( Truss designed for wind loads 114144 in the plane of the truss only. M-3x4 mm 0 0 N �I /- r110111111 Ali m m o i 1 5 ►14 �o 0 M-3x4 M-1.5x3 M-3x5 ��`O-tG�G i N O y `r/0 1 y y �4.. ✓l��ll *9 4-00 3-05-10 ��PE y 7-05-08 y „....0; 4011111P b 7-05-10 y -II 4,OREGON �� ��� �O 'II- 14, 20 Q'�- MRRIO-,0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3 EXPIRES:12/31/2015 Scale: 0.4921 , R.RILL , WARNINGS: GENERAL NOTES,unless otherwise noted: X4 4 WA h 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 S Ik Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters and proper r eft 'FO F1 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. fT 4, O 2.Design assumes the top and bottom chords to be laterally braced at v �_ 3.Additional temporary bracing to insure stability during construction I '� DES. BY: LA 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 continuous sheathing such as plywood required where s shown drywall(6C). i� i DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2o 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. : 6 2 7 3 4 7 7 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, / 51398 design loads be applied to any component. and are for"dry condition"of use. '� 4y TRANS ID: 4 2 8 0 5 6 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 �i��, FCISTER� �V fabrication,handling,shipment and installation of components. Decegsary. s G 7.Design assumes adequate drainage is provided. S' -• 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 jOIVALV II I I I [Milli 1111 I II III III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • • , ' 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • 6 11111111 ill r This design prepared from computer; input t by' PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 '• TC: 2x4 DF Ol&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-25) 22 3-5=(-117) 55 BC: 2x4 DF N16BTR SPACED 24.0" O.C. 2-3=(-107) 41 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -139/ 509V -28/ B3H 5.50" 0.01 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -17/ 155V 0/ OH 5.50" 0.25 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -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 TC PANEL LL DEFL = 0.025" @ 1'- 8.2" Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.027" @ 1'- 8.2" Allowed = 0.330" '( T T 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / 9 - load duration £actor=l.6, 3 Truss designed for wind loads in the plane of the truss only. 0 1 M 0 1 n1 rn O cr 0 M-3x9 M-1.5x3 l c, _,,, FN O qss/0 .1 1, )- 79OPE 9� 3-07-12 0-03-12 /' ), /I` 2-00 3-11-08 `' - "7"-- ,,OREGON \a �lV� 'O y 14, 20 P4 MERRIL\- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 Scale: 0.5999 ER1�II.L& WARNINGS: GENERAL NOTES,unless otherwise noted: ,�� F WAS 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 0 �' Truss: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper .7r 4c o� <6. 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. �Q" 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1j05 --.17-,is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).DATE: 5/2 2/2 015 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. : 6 2 7 3 4 7 8 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, /�` 98 design loads be applied to any component. and are for"dry condition"of use. �+ CV TRANS I D: 428056 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 ��� FCISTER� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate both faces of truss,and placed so their center / L II I I I I IIII I I III I II 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. 111 MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-23) 21 3-5=(-126) 59 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 43 WEBS: 2x4 DF STAND 3-4=(-10) 5 LOADING 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -112/ 4827 -28/ 80H 3.50" 0.77 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -20/ 166'✓ 0/ OH 5.50" 0.27 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -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 TC PANEL LL DEFL = 0.022" @ 1'- 6.9" Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.023" @ 1'- 6.9" Allowed = 0.330" T 1' T 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 6.00 " MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 -< Truss designed for wind loads M-3x6 in the plane of the truss only. Truss designed for 4x2 out lookers. 2x4 let-ins of the same size and grade as structural top M-1.5x4 Lo chord. Insure tight fit at each end of let-in. r' Outlookers must be cut with care and are A permissible at inlet board areas only. 0 M-3x6 N I CO 0 I rn o/- lll5 ,' M-3x4 M-1.5x3 1 3-07-12 0-03-12 Ailefif J, b 1, `, I/ 2-00 3-11-08 74- /4-1 OREGON b, 4.� /O q y 14, 2-Q:\ P4 MFRRIO-0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I1 EXPIRES:12/31!2015 Scale: 0.5024 �$RRILL 6 WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� F WAk '!�, 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: I 1 and Warnings before construction commences, building component.Applicability of design parameters and proper Q� ^S� �, �:�, F� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �C' ,`,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at N '� DES. BY: LA 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 /n , P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). G DATE: 5/22/2015 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. �Y. {4,,�� SEQ. : 6 2 7 3 4 7 9 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, S 1398 design loads be applied to any component. and are for"dry condition"of use.TRANS w ID: 4 2 8 0 5 6 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 �� CIS PBR� necessary. l4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S'S 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IONALti� 11 11 I I 111 1111 I I 11111 III III 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. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II ill s .. ` r This design prepared from computer input by +! PACIFIC LUMBER AND TRUSS-BC 'f LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-72) 49 1-4=(-25) 22 2-4=(-123) 57 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 171V -27/ 69H 5.50" 0.27 DF ( 625) M-1.5x4 or equal at non-structural 3'- 11.5" -25/ 161V 0/ OH 5.50" 0.26 DF ( 625) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 MAX TC PANEL LL DEFL = -0.009" @ 2'- 0.2" Allowed = 0.220" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.012" @ 2'- 0.2" Allowed = 0.330" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 3-07-12 0-03-12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" T 1' l' 12 Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 C? (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. M-1.5x3 / 3 -/ 2 II M M O O I N N M O i , 1�SM ►=14 -/ M-3x4 M-1.5x3 .3 ,,. pIN : q `S/o Q., 2Zll� 29 y y y '92S•PE r' 3-07-12 0-03-12 3-11-08 -yG ,,OREGON b, �� /O qy 14, 2.'3\ 4 MFRR11...'-0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I3 Scale: 0.5559 ��[tRILl WARNINGS: GENERAL NOTES, unless otherwise noted: ,l� 4 WA$k � 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. �� �itr ,� Truss: 13 and Warnings before construction commences. balding component.Applicability of design parameters and proper Q ,� Qy, 2 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f4' _ .4.,., O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r. y i,' 1., DES. BY: LA is the responsibility onsibili of the erector.Additional permanent bracin of 2'n and at 10'hin such as ply plywood braced(TC)throughout /o their length by i/f `y., / P tY P bracing continuous x Imac sheathing such as sracingoe aired where s shown drywall(BC). (J j DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V ��.2"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. R&„Ir_`"° SEQ. : 6 2 7 3 4 8 0 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, 51398 w� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428056 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 �IZ �C1S LER� necessary. LC` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sslO � G 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 NAL 1I1 I I I 1111 III III III 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. M(Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)