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Plans (16) 49'-0" �?M' /777 r 29'-10" 9'-2" 1 ' " 4 MAR 3 0 2015 c� ,Cift OFT@GARD 12 4 CNIL SJ1 6:1 SJ2 �Q M S26 E1 E2 o � o a CV E3(1p) C14 C14 6:12 MI S26 SJ2 6.1 SJ1 H 26 -47 B 2 10: (2� :12 " s 1 ch M KLO 1 Bi AlSJ1 C14 = PI-0110'-0" 27'-0" 10'-0" 49'-0" CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LACEMENT ONLY REFER TO SAGEBUILT 01/29/15 TRUSS CALCULATIONS ANDED _ PROJECT TITLE: REVISION-1, DERAAWIN�s OR ALL FURTHER 17091 SAGEBUILT G _2 INFORMATION BUILDING PaC' umber DESIGNERIENGI NEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS BUILDING DESIGNER ANDNEER OF RECORD TO & TRUSS 2865 / A-A CHECKED BY REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION GEAR 1/8"= I' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. P MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2, 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/W'rCA in SCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: t. 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 butkttng 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(SC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibtl'iiy of the respective contractor. 5. Design assumes trusses are to be used in a non-oomosive 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. Dig is indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-19M(MTek). Q PROFFs w�\Co �NGINFFR f�29 OREGON1� 14 51393 �t MFR R 10-0P Gn.� AA / SSfONAI� EXPIRES-A(�LL�..S IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS' TRUSS SPAN 11'- 4.0" 1COND. 2: Design checked for net(-5 psf) uplift 7t124 "oc spacing. TC: 2x4 DF 016BTR LOAD DURATION INCREASE - 1.15 BC: 2 x 4 DF #16BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factorin Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08 5-08 12 1iM-9x4 12 10.00 p 3 Q 10.00 0 n 2 4 o - 1 6 M-3x4 M-3x4 1-00 11-04 1-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - Al PR�FFssi Scale: 0.9380 WARNINGS: GENERAL NOTES,unless otherwise noted92 P E 1 Builder and erection contractor should be advised of a9 General Notes i.This design is based only upon the parameters shown and is for an individual Truss: A 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown., incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the response ep of the erector.Additional permanent bracing of T o.c.and at 1 g'o.c.respectively unless braced throughout their length by ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A� SEQ. : 6172652 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A9 design loads be applied to any component, and are for"dry condition"of use O 4 2 T T RAN S I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d �yP` necessary. MSA 1�� V! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G 6.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIII III II IIII IIII I III I II I IIII III TPINJfCA in SCSI,copies of which will he furnished upon request. Dies coincide cooinwith joint center fines. 9. Digits cide size of plate in inches. MITekUSA,Inc./CompuTrus Software7.6.6(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-1958(MiTek) EXPIRES:12/31/2015 1111111111111 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 DF 01&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 6=(-55) 291 6- 3=(0) 186 2x6 DF SS T2 SPACED 24.0" O.C. 2- 3=(-478) 203 6- 7=(-56) 286 BC: 2x4 DF H1&BTR 3- 4=( 0) 0 7- 5=(-53) 270 WEBS: 2x4 DF STAND LOADING 3- 5=(-472) 156 5- 8=( 0) 3 LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"1 DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"1 LON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ______________ LL - 25 PSF Ground Snow (Pg) 01- 0.0" -146/ 606V -91/ 102H 5.50" 0.97 DF ( 625) NOTE: 2x4 BRACING AT 24"OC DON. FOR 101- 10.5" -136/ 243V 0/ OH 57.50" 0.39 DF ( 625) ALL SLOPED TOP CHORD AREAS NOT SHEATHED $ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 111- 4.4" -77/ 361V 0/ OH 57.50" 0.58 DF ( 625) ------------------========-------___= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 151- 6.0" 0/ 69V 0/ OH 0.00" 0.00 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been MAX TC PANEL LL DEFL = -0.028" @ 21- 10.7" Allowed = 0.450" considered for this design. 7-10 7-10 MAX TC PANEL TL DEFL = 0.041" @ B- 6.6" Allowed = 0.676" MAX HORIZ. LL DEFL = 0.003" @ 15'- 6.0" 5-08 2-02 7-10 MAX HORIZ. TL DEFL = 0.004" @ 15- 6.0" 12 :::M-4x4+ 12 Design conforms to main windforce-resisting 10.00 F710.00 system and components and cladding criteria. -_- Q Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. a. Refer to CompuTrus gable end detail for i $ complete specifications. i r` T2 M 5 m Q 0 1 M-3x4 M-3x5 7M-3x4 B o M-3x4+ 5-08 5-02-08 4-07-09 0-01-15 1-00 15-08 1-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - B1 ��EDPROFFSS� WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.3185 Q92 PE 9� 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 B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and boftom chords to be laterally braced at DES. B Y: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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 OREGON SEQ. : 6172653 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, L �/ design bads be applied to any component. and are for"dry condition"of use. 4 2� l' TRANS I D: 416478 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 �P fabrication,handling,shipment and installation of components, 7. y necessary. / ^R n 10- Design assumes adegpate drainage is provided. C fl SSS 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located'an both(aces df truss,and placed so their center IIII IIII VIII(IIII VIII lilt IIII IIII IIII TPWJTCA in BCSI,copies of which will be furnished upon request hies coincide with joint center tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-19.18(MiTek) EXPIRES:12/31/2015 lip IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC .•a LUMBER SPECIFICATIONS' 15-08-00 GIRDER SUPPORTING 42-08-00 ,i IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T TO: 2:;4 DF H1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7894) 1766 1- 6=(-1260) 5794 6- 2=( -686) 3184 BC: 2x8 DF 42 2- 3=(-5446) 1292 6- 7=(-1250) 5746 2- 7=(-2294) 596 WEBS: 2x4 DF STAND; LOADING 3- 4=(-5446) 1292 7- 8=(-1250) 5746 7- 3=(-1584) 6670 2x6 DF H2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7894) 1766 8- 5=(-1260) 5794 7- 4=(-2294) 596 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 151- 8.0" V 4- 8=( -684) 3184 TO LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 508.3)+DL( 365.7)= 874.0 PLF 0'- 0.0" TO 15- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0" -1651/ 7348V -149/ 149H 5.50" 11.76 DF ( 625) Join together 2 ply with 3•'x.131 DIA GUN 151- 8.0" -1651/ 7348V 0/ OH 5.50" 11.76 DF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro 5" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.057" @ 7'- 10.0" Allowed = 0.738" MAX TL CREEP DEFL = -0.135" @ 7'- 10.0" Allowed = 0.983" 7-10 7-10 MAX HORIZ. LL DEFL = 0.017" @ 15- 2.5" MAX HORIZ. TL DEFL = 0.029" @ 15'- 2.5" 4-05-02 3-04-14 3-04-14 4-05-02 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. I IM-6x6 10.007 Q 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 6.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, i i Truss designed for wind loads in the plane of the truss only. 4. M-3x8 M-3x8 2 4 N O A •i MSHS-5x14 MSHS-5x14 o 1 7 e 5 M-3x10 =M-10x10 M-3x.10 4-03-06 3-06-10 3-06-10 4-03-06 I I, 15-08 WEDGE REQUIRED AT HEEL(S). P R OFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - B2 rlf\Ic- S� Scale: 0.3195 WARNINGS: GENERAL NOTES,unlessotherwise noted: !� 9 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: B 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent brawn 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). DATE• 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. AA__ SEQ. : 6172654 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 aplied to any component. and are for"dry condition"of use. 2 "� TRANS 1 D: 416478 5.CompuTrus has nap control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. cF4 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `r�y-1 I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII I I III I III I IIII VIII I II IIII TPIM?CA in SCSI,copies of which will be furnished upon request. Dies coincide with joint center tines. 9.Digits coincide 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) EXPIRES:12/31/2015 111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "do s acin . TC: 2a4DF 016BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 DF 0 BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end trusson continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-lx2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 4-11 4-11 12 M-4x9 12 10.00 3 Q 10.00 I i I I N O I Lfl n 2 4 M O O 5 M-3x4 M-3x4 1-00 9-10 1-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - C1 ��PR�FFMy Scale: 0.4639 ��Z9f 5R 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: C 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Addlbonal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. B Y: EE is the responsibility of the erector.Addlbonal permanent bracing of 2'o.c.and at 10'o.c.respechvely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON 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. 7 K/ SEQ. : 6172655 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, -I design loads be applied to any component and are for"dry condition"of use �O -7 y '4, T RAN S I D: 416478 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 �P Fabrication,handling,shipment and installation of components. necessary. 7. Mr�R n' Design assumes adequate drainage is provided. ` 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II I I rlllll III I II IIIITPIMITCA 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS" TRUSS SPAN 9'- 10.0" „ IBC 2012 MAX MEMBER FORCES '4WR/GDF}C4=1.00 TC: 2a4 OF 011BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-10) 221 6-3=(0) 220 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=(-383) 89 6-4=(-10) 221 WEBS: 2x4 DF STAND 3-4=(-383) 90 LOADING 4-5=( 0) 72 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _ OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -95/ 527V -111/ 111H 5.50" 0.84 IF ( 625) 91- 10.0" -95/ 527V 0/ OH 5.50" 0.84 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 sf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FCR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11 4-11 MAX LL DEFL = -0.002" @ 10'- 10.0" Allowed = 0.1DO" MAX TL CREEP DEFL = -0.003" @ 10- 10.0" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL = 0.050" @ 61- 11.7" Allowed = 0.385" 10.00 IIM-4x4 10.00 MAX TC PANEL TL DEFL = 0.177" @ 6'- 11.8" Allowed = 0.578" 34.0" MAX HORIZ. LL DEFL = 0.002" @ 9'- 4.5" MAX HORIZ. TL DEFL = 0.003" @ 9'- 4.5" I i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N I O N th M O - - 6 -� 0 0 1 M-3x4 M-1.5x3 M-3x4 6 4-11 4-11 1-00 9-10 1-00 D P R OFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - C2 y^IAI s, Scale: 0.4519 WARNINGS: GENERAL NOTES,unless otherwise noted: !� 9 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE Truss C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y. EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent braang of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ JZ OREGON 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_ SEQ. : 6172656 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, �� O'�p design loads be applied to any component. and are for"dry condition"of use. 0 y 14, TRANS I D: 416478 5.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if0f- necessary. MCO Fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `R R 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center VIII IIII I I III IIII I IIII VIII IIII IIII TPI/VJTCA in SCSI,copies of which will be furnished upon request. dies coincide with joint center tines. 0. 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-1886(MiTek) EXPIRES:12/31/2015 III IIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-10-00 GIRDER SUPPORTING 42-08-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 916BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3758) 826 1-4=(-566) 2728 4-2=(-990) 4606 BC: 2x8 DF 02 2-3=(-3758) 826 4-3=(-566) 2728 WEBS: 2x9 DF STAND; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0- 0.0" TO 9'- 10.0" V BEARING MAX VERT MAX HORZ BR.G REQUIRED BRG AREA TC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( 508.3)+DL( 365.7)= 879.0 PLF 0'- 0.0" TO 9'- 10.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 01- 0.0" -1036/ 4612V -90/ 90H 5.50" 7.38 DF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 91- 10.0" -1036/ 4612V 0/ OH 5.50" 7.38 DF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . nails staggered at: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.060" @ 4'- 11.0" Allowed = 0.594" 9" oc in 2 row(s) throughout 2x6 webs. 4-11 4-11 MAX TC PANEL LL DEFL = 0.061" @ 2'- 10.3" Allowed = 0.313" MAX HORIZ. LL DEFL = 0.005" @ 9'- 4.5" 12 M-4x6 12 MAX HORIZ. TL DEFL = 0.008" @ 9'- 4.5" 10.00 Q 10.00 2 4 0„ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o A <r MSHS-5x19 MSHS-5x14 I 0 0 M-3x10 4-11 4-11 I 1, 9-10 WEDGE REQUIRED AT HEEL(S). JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - C3 ��DPROFessi Scale: 0.9835 � 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 92QDP E r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. B Y: EE is the responsibility of the erector.Additional permanent bracin 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), n. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. : 6172657 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �+/ 2/qV Oda li� design loads be applied to any component. and are for"dry condition"of use. O 14 2 T TRANS I D: 416478 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. p[� 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be lfabrication,handling,shipment and installation of components. 7.Design assumes adegl�ate drainage is provided. R R Locate oan both faces of truss,and placed so their center IIII I III III r II IIII I 11111111111111 IIII 7PIMlfCA in BCSI,copies of which will be furnished upon request, tines coincidewith joint center tines. indicate 9.Digits 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(Mi7ek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS' TRUSS SPAN 421- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at'29"oc spacing. TC: 2x4DF 016BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 OF H16SIR SPACED 29.0" O.C. system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TCP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF 9 P PP P TOTAL LOAD = 42.0 PSF load duration factorind Truss designed for wind loads - Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. considered for this design. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1\,2 or equal typical at stud verticals. a REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21-04 21-01 14-03-04 7-00-12 7-00-12 14-00-04 12 IIM-4x4 12 6.00 p 3 Q 6.00 M-3x5(5) M-3x5(5) 0 0 0 2 4 1 � M-3x5IS) M-3x5(S) o M-3x4 M-3x9 17-02-02 8-03-12 16-11-02 1-06-12 42-05 PRO JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - D1 Scale: 0.1956 0j1NilIr-(P, 9 j . �\� `G�1� 5'9 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted (�11 ✓ 9 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 92PQPE Truss D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be laterally braced et DES. B Y: EE is the responsibility of the erector Additional permanent bracin of 2'continuous and at 10'a n respectively unless braced throughout they length by P b P 9 continuous sheathing such as plywood meed here s and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. OREGON 4 No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. n_ K/ SEQ. : 6172658 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use.TRANS I D: 416478 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 n fabrication,handling,shipment and installation of components. necessary. .Design assumes adequate drainage is provided. C rl 6. 7This 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 III I II I III III I IIII 11111111111111 Jill TPIM7rCA in Best,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MITekUSA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 111 II IIII This design prepared frcm computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2a4 DF #1s BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1019) 2942 3- 9=(-333) 317 BC: 2x4 DF #11BTR SPACED 24.0" O.C. 2- 3=(-3231) 1240 9-10=( -770) 2438 9- 4=(-225) 645 WEBS: 2x4 DF STAND 3- 4=(-3093) 1301 10-11=( -423) 1791 4-10=(-718) 527 LOADING 4- 5=(-2918) 1171 11-12=( -741) 2271 10- 5=(-424) 1061 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-2909) 1188 12- 8=(-1025) 2698 5-11=(-413( 1036 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3035) 1364 11- 6=(-692) 518 TOTAL LOAD = 42.0 PSF 7- 8=(-3174) 1295 6-12=(-271( 587 OVERHANGS: 18.7" 0.0" 12- 7=(-280) 354 LL = 25 PSF Ground Snow (Pg) `* For hanger specs. - See approved plans * BEARING MAX VERT MAX HORZ BEG REQUIRED BEG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 0.0" -329/ 1965V -238/ 247H 5.50" 3.14 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 421- 5.0" -261/ 1781V 0/ OH 5.50" 2.B5 DF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1- 6.7" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.7" Allowed = 0.208" MAX LL DEFL = 0.197" @ 17- 2.1" Allowed = 2.075" MAX TL CREEP DEFL = -0.430" @ 17- 2.1" Allowed = 2,767" MAX HORIZ. LL DEFL = 0.078" @ 411- 11.5" MAX HORIZ. TL DEFL = 0.127" @ 411- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-04 21-01 Wind: 140 mph, h=24.5ft, TCDL=4.2,3CDL=6.0, ASCE 7-10, 7-05-11 6-11-03 6-11-03 6-11-03 6-11-03 7-02-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 11-5x8(S) M-5x8(S) .1 0.25" 0.25" 4 6 0 + M-1.5x3 M-1.5x3 3 7 ' 1 9 I �l 12 8*+ o o _ M-3x10 M-3x9 (Q.25" 0.25' M-3x4 M-5x6 0 M-5x8(5) M-5x8(S) 8-10-05 8-03-13 8-03-12 8-03-13 8-07-05 L L 1-06-12 42-05 WEDGE REQUIRED AT HEEL(S). ��E0 PROFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - D2 1711h/� s, Scale: 0.1990 WARNINGS: GENERAL NOTES,unless otherwise noted: �1i9�� 9� 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 92 PE Truss D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY• EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n- DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `Z 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. "9 OREGON SEQ. : 6172659 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. 14, TRANS I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnP fabrication,handling,shipment and installation of components. necessary. /yC�n'�� V 7.Design assumes adequate drainage is truss,a C fl fi.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so then center VIII IIII IIII'IIII I III IIII'I III IIII TPIMITCA in SCSI,copies of which will be furnished upon request lines coincide with jointcenter tines. � 9.Digits indicate size offp 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-19j16(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS" TRUSS SPAN 421- 5.0" IBC 2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2:44 DF @16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-11=(-1020) 2892 3-11=( -332) 316 15- 8=( -778) 395 BC: 2x4 DF @16BTR SPACED 24.0" O.C. 2- 3=(-3249) 1249 11-12=( -771) 2388 11- 4=( -221) 642 8-16=( -48) 377 WEBS: 2:44 DF STAND 3- 4=(-3070) 1306 12-13=( -424) 1738 4-12=( -718) 526 16- 9=(-1420) 856 LOADING 4- 5=(-2375) 1174 13-14=( -37) 102 12- 5=( -416) 1068 9-17=( -696) 1762 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2375) 1260 15-16=(-1199) 3294 5-13=( -534) 1028 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2983) 1423 16-17=(-2046) 4707 13- 6=(-1050) 669 TOTAL LOAD = 42.0 PSF 7- 8=(-3029) 1318 17-10=(-2356) 5467 13-15=( -596) 2018 OVERHANGS: 18.7" 0.0" 8- 9=(-3733) 1528 6-15=( -527) 1145 LL = 25 PSF Ground Snow (Pg) 9-10=(-6199) 2696 14-15=( -3) 45 For hanger specs. - See approved plans 15- 7=( -251) 212 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -330/ 1975V -239/ 248H 5.50" 3.16 DF ( 625) 42- 5.0" -258/ 1771V 0/ OH 2.50" 2.83 OF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -11- 6.7" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -11- 6.7" Allowed = 0.208" MAX LL DEFL = 0.320" @ 29'- 11.0" Allowed = 2.088" MAX TL CREEP DEFL = -0.666" @ 29- 11.0" Allowed = 2.783" MAX HORIZ. LL DEFI. _ -0.158" @ 421- 2.5" 21-04 21-01 MAX HORIZ. TL DEFL = 0.249" @ 421- 2.5" 7-05-11 6-11-03 6-11-03 4-05-12 4-00-08 5-01-04 4-11-08 2-06 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 6.00 p M-4x6Q 6.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 4T Truss designed for wind loads M-5x8(S) in the plane of the truss only. ,1 M-3x6 M-5x6(S) 0.25" 4 0.25" 7 0 M-1.5x33 + 8M-3x4 M-4x8 9 1 11 m 13 1915 o M13x4 2XWEDGE1i 10, E M-3x10 M-3x9 .25" M-7x8 5x30 MSHS-5x8 0 M-5X8(S) M-6x10 MSHS-5x19 3.75 L�- M-1.5x9+M-1.5x4+ 12 �` 6-11 8-04-08 8-04-08 4-02-04 5-04-12 4-11-08 2,02-08 1106-12 30-00 10-02-08 2-02-08 1.06-12 42-05 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - D3 ��FD PQQROFESS/ Scale: 0.1365 �� ( f g9 �� WARNINGS: GENERAL NOTES,unless otherwise noted: �. 9 I/1P 9� 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 2 L E Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be laterally braced at DES. BY: EE is the res onsibiti of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their length by P ty P 9 continuous sheathing such as plywood required here s and/or drywall(BC). Q DATE: 1/29/2015 the overall structure is the toresponsibilitycomp of the building Designer. 3.1x Impact bridging or lateral boning ity of the where shown t+ L OREGON 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � Q SEQ. : 6172660 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 y O 11 design loads be applied to any component. and are for"dry condition"of use. Q 4, 2 TRANS I D: 416478 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 2P` necessary. fabrication,hantlling,shipment and installation of components. 7,Design assumes adequate drainage is provided. C 1l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII I I III IIII I III I IIII IIII IIII TPI/VJTCA in SCSI,copies of which will be furnished upon request. lies coincide with joint center tines. 9.Digits indicatecoincide 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2.44 OF #111TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -959) 2971 3-10=(-332) 316 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-3251) 1249 10-11=( -710) 2460 10- 4=(-225) 644 WEBS: 2x4 DF STAND 3- 4=(-3114) 1310 11-12=( -404) 1821 4-11=(-718) 528 LOADING 4- 5=(-2439) 1175 12-13=( -751) 2312 11- 5=(-424) 1061 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2439) 1175 13- 8=(-1000) 2784 5-12=(-424) 1061 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3114) 1310 12- 6=(-718) 528 TOTAL LOAD = 42.0 PSF 7- 8=(-3251) 1249 6-13=(-225) 645 OVERHANGS: 18.7" 18.7" 8- 9=( 0) 79 13- 7=(-332) 316 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -328/ 1970V -253/ 253H 5.50" 3.15 DF ( 625) 421- 8.0" -328/ 1970V 0/ OH 5.50" 3.15 DF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.7" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.7" Allowed = 0.208" MAX LL DEFL = 0.198" @ 25- 5.9" Allowed = 2.087" MAX TL CREEP DEFL = -0.443" @ 17'- 2.1" Allowed = 2.783" MAX LL DEFL = 0.017" @ 44'- 2.7" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 44- 2.7" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.080" @ 421- 2.5" MAX HORIZ. TL DEFL = 0.130" @ 42- 2.51- 21-04 .5"21-04 21-04 Design conforms to main windforce-resisting system and components and cladding criteria. 7-05-11 6-11-03 6-11-03 6-11-03 6-11-03 7-05-11 Wind: 140 mph, h=24.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x6 Q 6.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 f•f M-5X8(S) M-5x8(S) .1 0.25" 0.25" 4 6 0 m + + M-1.5x3 M-1.5x3 3 7 0 1 10 1 {� 13 9 o M-3x10 M-3x4 10.25" 0.25 M-3x4 M-3x10 M-5x8(S) M-5x8(5) 8-10-05 8-03-13 B-03-12 8-03-13 8-10-05 1-06-12 42-08 1-06-12 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - D4 ��EDPRO FFSS� Scale: 0.1411 �\� ��1i9�5R o2 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE 9� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D 4 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additional permanent bracin of 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibihly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. : 6172661 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 416478 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 �y - necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 1l 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 III I I III I i VIII III I II VIII II IIII TPINJTCA in BCSI,espies of which will be furnished upon request. tines coincide with joint center tines. indicate 9.Digitsdesize of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 16.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPEC1'FICATIONS" TRUSS SPAN 421- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4OF RI&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-12=(-2006) 5518 12- 3=( -563) 1781 B-18=(-201) 597 2 x 4 DF 240OF T4 SPACED 24.0" O.C. 2- 3=(-6215) 2326 12-13=(-1743) 4750 3-13=(-1512) 683 18- 9=(-348) 330 BC: 2x4 DF 41aBTR 3- 4=(-3653) 1386 13-14=(-1068) 3248 13- 4=( 0) 353 WEBS: 2x4 DF STAND LOADING 4- 5=(-2954) 1246 15-16=( -21) 63 4-14=( -764) 355 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2889) 1349 14-16=( -580) 2177 5-14=( -244) 214 TC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2443) 1266 16-17=( -413) 1764 15-14=( -46) 2 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2372) 1170 17-18=( -745) 2288 14- 6=( -501) 1147 _ 8- 9=(-2975) 1275 18-10=( -986) 2737 6-16=(-1117) 6B5 OVERHANGS: 18.7" 18.7" LL = 25 PSF Ground Snow (Pg) 9-10=(-3202) 1248 16- 7=( -563) 1143 10-11=( 0) 79 7-17=( -403) 977 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 8=( -732) 510 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0- 0.0" -328/ 1970V -253/ 253H 5.50" 3.15 OF ( 625) 421- 8.0" -328/ 1930V 0/ OH 5.50" 3.15 OF ( 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 = 0.017" @ -1'- 6.7" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.7" Allowed = 0.208" MAX LL DEFL = 0.307" @ 14- 1.0" Allowed = 2.087" MAX TL CREEP DEFL = -0.677" @ 14- 1.0" Allowed = 2.783" MAX LL DEFL = 0.017" @ 441- 2.7" Allowed = 0.156" 21-04 21-04 MAX TL CREEP DEFL = -0.017" @ 44- 2.7" Allowed = 0.208" 2-09 5-07-08 5-09-04 2-11-02 4-03-02 6-11-03 6-02-13 8-02 MAX HORIZ. LL DEFL = 0.154" @ 42- 2.5" 1 f MAX HORIZ. TL DEFL = 0.257" @ 42- 2.5" 12 12 6.00 p M-9x6 Q 6.00 Design conforms to main windforce-resisting 9.0" system and components and cladding criteria. 7 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x66 1 load duration factor=1.6, 0.25" Truss designed for wind loads M-Sx8(S) M-1.5x35 8 in the plane of the truss only. 0.25" + + 0 4 + 9M-1.5x3 + M-9x8 3 o M-9x10 0 o rn o ) 2XW4 M-3x4 415 lE 1B t o o o MSHS-5x1o M-6x10 M-7x8 0.20' M-3x9 M-3x10 0 0 M-1.5x9+M-1.5x4+ M-1.5x3 a 3.75 1.46- M-5x8(S) 12 12 2-05-08 5-07-08 6-00-12 3-02-10 8-01 7-00-10 10-02 k t IL 2-05-08 11-06-08 0-03-08 28-04-08 1-06-12 1-1 L 1-06-12 42-08 1-06-12 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - D5 �DnROFFSS� Scale: 0.1286 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 9G P E Truss: D 5and Warnings before construction commences. building component.Applicability of design parameters and proper 2.20 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of T o.c.and at to'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2r 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-OREGON a SEQ. : 6172662 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L design loads be applied to any component. and are for"dry condition"of use. 14,a 1 TRANS I D: 416478 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 �P fabrication,handling,shipment and installation of compon7. enttruss, s. necessary. Design assumes adequate drainage isprovided. 1"1 fi.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 111111 VIII I I III I III I 11111111111111 IIII 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 50 2-5=(-203) 803 5-3=(-294) 259 BC: 2x6 DF SS 2-3=(-976) 215 5-6=( -39) 65 5-4=(-202) 909 WEBS: 2x4 DF STAND LOADING 3-4=(-803) 217 4-6=(-819) 333 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. LION. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 61- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 01- 0.0" TO 101- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _________------------ 01- 0.0" -135/ 645V -38/ 100H 5.50" 1.35 DF ( 6251 NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 61- 0.0" 101- 0.0" -298/ 896V 0/ .0H 5.50" 1.43 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED -----------______________----------__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.034" @ 6'- 0.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.062" @ 6'- 0.0" Allowed = 0.606" MAX HORIZ. LL DEFL = 0.002" @ 91- 10.3" MAX HORIZ. TL DEFL = 0.003" @ 91- 10.3" 5-11-11 4-00-05 Design conforms to main windforce-resisting 12 3200 system and components and cladding criteria. 6.00 F,--- M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O I O O Oj MM M O -- 1 5 6 0 M-3x4 M-3x9 M-1.5x3 � y 1 5-08-08 4-03-08 ( � L 1-00 10-00 PROFc JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - E1 �`��0ltg%lSi Scale: 0.4793 �� 1i91 i5R 0 WARNINGS: GENERAL NOTES,unless otherwise noted, Q� 92 PE 9� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual L Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE T o.c,and at 1o'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: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,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. t S EQ. : 6172663 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, / q13 1%design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 416478 S. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. necessary. ML�n n'1 7.Design assumes adequate drainage face is provided.a. <rl rl 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 111111 I III VIII'IIII VIII VIII I II II I IIII TPINJTCA in SCSI,copies of which will be furnished upon request lies coincide with joint p center lanes. 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-19§8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPEC1'FICATIONS°' TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES •4WR/GDF%Cq'=1.00 TC: 244 IF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-199) 353 6-3=(-114) 176 BC: 2x6 DF SS SPACED 24.0" O.C. 2-3=(-472) 131 6-7=( -46) 59 6-5=(-183) 398 WEBS: 2x4 DF STAND 3-4=( 0) 0 5-7=(-368) 219 LOADING 3-5=(-353) 149 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ----------_____-==========---------- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -92/ 560V -38/ 100H 5.50" 0.90 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 101- 0.0" -71/ 406V 0/ OH 5.50" 0.65 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 sf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- D.D" Allowed = 0.100" 7-11-11 2-00-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.019" @ 61- 0.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.025" @ 6'- 0.0" Allowed = 0.606" 5-08-08 2-03-03 2-00-05 MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 9'- 10.3" 6-00 Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 6.00 p Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 Truss designed for wind loads 5 in the plane of the truss only. N I O O I I O ("1 O __ I __ C' O 1 6 7 O M-3x4 M-3x4 M-1.5x3 � � I r 5-08-08 4-03-08 1-00 10-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - E2 ��JPnqR/rr��FFss, Scale: 0.4392 �� l�ll'✓9 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 9 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 92 P E Truss E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y• EE s the responsibility Ery of the erector.or.Additional permanent bracing of T 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). DATE• 1/29/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. �7 A- SEQ. : 6172664 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� A9 O1% design loads be applied to any component. and are for"dry condition"of use. TRANS I D 416478 PP g O y q `Z 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if AP n 1 1 V fabrication,handling,shipment and Installation of components. necessary. 7, R Design assumes adequate drainage is provided. C 1� 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 NJ VIII IIII III III IIII I III I IIII I II IIII TPITCA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 8.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-1888(MITek) EXPIRES: 12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4DF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-265) 305 3-6=(-359) 239 BC: 2 x 4 DF 01&BTR SPACED 24.0" O.C. 2-3=(-408) 191 6-4=(-138) 141 WEBS: 2x4 DF STAND 3-4=(-139) 128 LOADING 4-5=( -10) 5 TO LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 547V -69/ 177H 5.50" 0.87 DF ( 625) 101- 0.0" -50/ 419V 0/ OH 5.50" 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 5-03-09 4-OS 0-03-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.258" @ 5'- 0.0" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.517" @ 51- 0.0" Allowed = 0.580" 12 6.00 F7' M-1.5x3 5 MAX HORIZ. LL DEFL = -0.004" @ 91- 6.5" 4 MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 � o i o i o � i m o _ -- 1 6 o M-3x4 M-3x4 I L � 9-06-08 0-05-08 I y � 1-00 10-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - E3 pPR1OF Scale: 0.9293 �� 91�y,9 °2 WARNINGS: GENERAL NOTES,unless otherwise noted: / P E 9� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 7 Truss E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsib Ery of the erector.Atltlitional permanent bracing of 2'o.c.and at 1o'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). jZ DATE• 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON I,,, `V 'I. SEQ. : 6172665 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 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. � 9 y Q design bads be applied to any component. and are for"dry condition"of use. O 1 4 TRANS I D: 416478 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. G.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 I III VIII III II II I I III TPINVlCA in SCSI,copies of which will be furnished upon request lines coincide with joint p center lines. g.Digits indicate size of plate to inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 16.For basic connector plate design values see ESR-1311,ESR-19R.8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECI'2ICATIONS TRUSS SPAN 221- 6.0" COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2.44 DF #11 BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #"BTR SPACED 24.0" O.C. system and components and cladding criteria. _ TC LATERAL SUPPORT <= 12110C. UON. LOADING Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. LOW. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration facto rind Truss designed for wind loads - LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-03 11-03 12 12 6.00� IIM-3x9 Q 6.00 0 i 0 i n 2 q 0 0 vi c o ) - -- 5 0 i - M-3x5(S) o M-3x4 M-3x4 y 10-00 12-06 1-00 22-06 1-00 0 P R OFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - F1 Scale: 0.3994 � ��jz9 j y9 s%2 WARNINGS: GENERAL NOTES,unless otherwise noted: [f 9 1.Builder and erection contractor should be advised of a0 K General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss F1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the res onsibip of the erector.Additional permanent brawn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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 K/ SEQ. : 6172667 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, "dry condition"of use. design loads be applied to any component. and are for Q 1 4 2 A T RAN S I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �f fabrication,handling,shipment and installation of components. necessary. 7ML^n I 0� .Design assumes adequate drainage is provided. <P R 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II I III IIII III I II I IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request lies 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) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 221- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF NISBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-230) 1294 3- 8=(-320) 225 BC: 2x4 OF 916BTR SPACED 24.0" O.C. 2- 3=(-1542) 343 8- 9=(-105) 855 8- 4=(-113) 526 WEBS: 2x4 DF STAND 3- 4=(-1352) 346 9- 6=(-259) 1294 4- 9=(-113) 527 LOADING 4- 5=(-1352) 346 9- 5=(-320) 225 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1542) 343 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -120/ 1059V -112/ 112H 5.50" 1.69 DF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 221- 6.0" -120/ 1059V 0/ OH 5.50" 1.69 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 141- 9.8" Allowed = 1.079" MAX TL CREEP DEFL = -0.108" @ 14'- 9.8" Allowed = 1.439" MAX LL DEFL = 0.002" @ 23- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.019" @ 22'- 0.5" 11-03 11-03 MAX HORIZ. TL DEFL = 0.032" @ 221- 0.5" Design conforms to main windforce-resisting 5-10-12 5-04-04 5-04-04 5-10-12 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 C7 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 4 .0 Truss designed for wind loads in the plane of the truss only. .1" M-1.5x3 M-1.5x3 3 5 0 0 0 0 c 0 1 8 0o o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 7-08-03 7-01-11 7-08-03 I � L 10-00 12-06 1-00 22-06 1-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - F2 ��EDPRO FFUs/ Scale: 0.2369 �\� ��129j59 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G P E Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must De installed where shown+. incorporation of component is the responsibility of the building designer. 3.Addibonal temporary bracing to insure stability during construction 2.Design assumes the top and bottomless braced c be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 'ntinuous sheathing such as plywood ucotl sheaNln Cuand or dhout ell all(gBCth j Y DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brag required where shown++ry" OREGON /Q 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� `V SEQ. : 6172668 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� ''79 y O1% design loads be applied to any component. and are for"dry condition"of use. Q 14, T RAN S I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if0 fabrication,handling,shipment and installation of components. necessary. MLS P 7.Design assumes egyate drainage is provided. `R R I L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces oY truss,and placed so their center III I VIII III I VIII VIII VIII i II III IIII TPUWTCA in SCSI,copies of which will be furnished upon request. Dies coincide with join[center lines. I 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19§8(MiTek) EXPIRES:12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC / LUMBER SPECTFICATIONS' TRUSS SPAN 61- 0.0" IBC 2012 MAX MEMBER FORCES '4WR/GDF)Cq=1.00 TO: 2a4DF HI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-58) 77 3-5=(-1B5) 176 BC: 2x4 DF H1dBTR SPACED 24.0" O.C. 2-3=(-128) 107 WEBS: 2x4 DF STAND 3-4=( -10) 5 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - OVERHANGS: 12.0" 0.0" 01- 0.0" -61/ 395V -41/ 107H 5.50" 0.63 DF ( 625) LL = 25 PSF Ground Snow (Pg) 61- 0.0" -28/ 244V 0/ OH 5.50" 0.39 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift aL 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.092" @ 3'- 0.4" Allowed = 0.372" 5-08-04 0-03-12 MAX TO PANEL TL DEFL = -0.103" @ 31- 0.5" Allowed = 0.559" 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" 6.00 p M-1.5x3 4 Design conforms to main windf0rce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m LA 0 o rn � o r" r� M O - - Q' 0 M-3x4 M-1.5x3 I 5-08-04 0-03-12 1-00 6-00 ��Ep PROFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - F3 �l�l s 1 Scale: 0.5362 � Q� WARNINGS: GENERAL NOTES,unless otherwise noted [� 9 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 92 P E Truss F 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC), n. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ~l 4.No load should be applied to any component until after all bracing and 4.Installation of truss G the responsibility of the respective contractor. A- SEQ. : 6172669 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, L� "'79Y OA% design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 416478 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 f1Q fabrication,handling,shipment and installation of components. 7necessary. .Design assumes adequate drainage is provided. < n 6.This design is furnished subject to the imitations set forth by S.Plates shall be located on both hates of truss,and placed so their center IIII II II III III IIII VIII VIII VIII IIII IIII TPINJTCA in BCSI,copies o(which will be furnished upon request. Dies coincide with Joint center tines. 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) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! TC: 2x4 DF 011BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 DF OI6BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12110C. UON. LOADING Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factorind Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end trusson continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 12 E.00 p 0 u, a. 0 rn � i 2 M a. 0 1 4 M-3x4 1-00 6-00 RO JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - F4 ��pPI USX Sale: 0.6112 ��Iz�f y9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E 9� 1.Builder and erechon conbactor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual CC Truss: F 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Addibonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE T 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). n. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON 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. S EQ. : 6172670 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. 14, TRANS I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedgedAP - fabrication,handling,shipment and installation of components. necessary. cp 1 V 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located'on both faces of truss,and placed so their center II IIII III r VIII III I III I}llll IIII IIII TPIMfTCA in BCSI,copies of which will be furnished upon request hies 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,ESI(Ni EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECfFICATIONS TRUSS SPAN 21- 0.0" IBC 2012 MAX MEMBER FORCES •4WR/GDF/Cq=1.00 TC: 2x4DF H16BTP, LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF 416BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12110C. DON. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -67/ 301V -6/ 43H 5.50" 0.48 DF l 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 IF ( 625) LL = 25 PSF Ground Snow (Pg) 21- 0.0" -18/ 43V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 3.1" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 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, 12 Truss designed for wind loads 6.00 C;;;1 o in the plane of the truss only. i 0 i cr 0 i 4 M-3x4 � � L 1-00 2-00 PROVIDE FULL BEARING;J[s:2,9,3 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - G1 ��DPROF�SSi Scale: 0.8416 � ��lZ�f y9 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: PE. 9� 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 G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.70 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be roup laterally braced at DES. BY• EE 2'ntin and at 10'hin 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 tlrywall(BC). �. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON " 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n- 7 .SEQ. : 6172671 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� n 9 01� T RAN S I D 416478 design loads be applied to any component. and are for"dry condition"of use. pp g 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadn at all su orfs shown.Shim or wedge it `- necessary. McV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C A R�L 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 III III II III III III I III VIII III III TPINYTCA in SCSI,copies of which will he furnished upon request lies coincide with joint center Ines. 9. Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES: 12/31/2015 111 II III This design prepared frcm computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF 016BTR SPACED 24.0" O.C. 2-3=(-50) 29 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12110C. LION. 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.TN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -53/ 296V -6/ 43H 5.50" 0.47 DF ( 625) 11- 10.9" -63/ 59V D/ OH 1.50" 0.09 OF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 5.0" 0/ 36V 0/ OH 5.50" 0.06 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX BC PANEL TL DEFL = 0.003" @ 11- 6.2" Allowed = 0.228" MAX BC PANEL LL DEFL = 0.004" @ 21- 0.6" Allowed = 0.171" MAX BC PANEL TL DEFL = -0.006" @ 2'- 5.5" Allowed = 0.228" 12 6.00 p MAX HORIZ. LL DEFL = -0.000" @ 11- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. m N O I I p� M I m O 1 4 M-3x4 L L � 1-00 4-05 PROVIDE FULL BEARTNG;Jts:2,3,4 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - H1 � r-'INIO Scale: 0.6698 - ,U �j\� /Z`! WARNINGS: GENERAL NOTES,unless otherwise noted* 92 / �P E 9� 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: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed whereshown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 o.c.and at 10'o n respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood meed here s and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer.ain 3.In Impact of bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss 5 the responsibility of the respective contractor. 'y SEQ. : 6172672 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� 7A 201\� design bads be applied to any component. and are for"dry condlbon"of use. Q -7 y 14, TRANS I D: 416478 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. MCp 0 fabncabon,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. `r?R I� 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 I III 11(11111 I II'II I TPIIWTCA in BCSI,copies of which will be furnished upon request. Imes 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUI4BER SPECIFICATIONS TRUSS SPAN 4'- 5.0" IBC 2012 MAX MEMBER FORCES '4WR/GDFhq'=1.00 TC: 2x4DF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=(-68) 31 TC LATERAL SUPPORT <= 12110C. LON. LOADING BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -48/ 335V -13/ 71H 5.50" 0.54 DF ( 625) 31- 10.9" -48/ 103V 0/ OH 1.50" 0.17 DF ( 625) LL = 25 PSF Ground Snow (Pg) 41- 5.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "on spaci-ng7 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.016" @ 2'- 5.2" Allowed = 0.246" 3-11-11 MAX TC PANEL TL DEFL = -0.015" @ 2'- 3.7" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 31- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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. N C I I N O O N m m 0 0 1 4 M-3x4 1-00 4-05 PROVIDE FULL BEARING;Jts:2,3,4 p P R OFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - H2 Scale: 0.6164 WARNINGS: GENERAL NOTES,unless otherwise noted: �� PE. �r 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y EE is the responsibility of the erector.Additional permanent bracing of T 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). n. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+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. n-OREGON SEQ. : 6172673 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. 14,4 2� T T RAN S I D: 416 4 7 8 5.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (�P fabrication,handling,shipment and installation of components. necessary. R n I1 ` V 7.Design assumes adequate both drainage is provided. l fl 1r1• fi.This design is furnished subject to the imitations set forth by 8.Plates shall he located on both faces of truss,and placed so their center IIII I I III I I III I III I III IIII II IIII TPIANiCA in SCSI,copies of which will be furnished upon request. Nies coincide with joint center tines. 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-1088(MITek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x 4l DF #11 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #ISBTR SPACED 24.0" O.C. 2-3=(-101) 49 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- D.0" -46/ 413V -21/ 102H 5.50" 0.66 DF ( 625) 6'- 0.2" 0/ 78V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSE Ground Snow (Pg) 6'- 3.0" -70/ 168V 0/ OH 1.50" 0.27 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.096" @ 3'- 9.1" Allowed = 0.416" MAX TC PANEL TL DEFL = -0.130" @ 31- 6.6" Allowed = 0.624'- 12 .629"12 MAX HORIZ. LL DEFL = -0.001" @ 61- 2.2" 6.00(7 3 MAX HORIZ. TL DEFL = -0.001" @ 61- 2.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i r � 0 0 M I M ("l c O - - 1 4 M-3x9 4 � 6 1-00 IPROVlDE FULL BEARiNG;Jts:2,4,3 6-03 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - H3 DnR r�FFSSi Scale: 0.5857 �� !�l!'✓9 �� WARNINGS: GENERAL NOTES,unless otherwise noted. [�/ I.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 92 P E Truss: H 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constriction 2.Design assumes the top end bottom chords to be laterally t their at DES. BY: EE 2'ntin and s to'hin respectively unless braced throughout their length try • is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)anNor tlrywall(BC). n. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i t OREGON �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. A- SEQ. : 6172674 fasteners are complete antl at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 2l9 Orb � design loads be applied to any component. and are for"dry condition"of use. GZ + O y 2 A TRANS I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if necessary. M�^n'1 V fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `/••(fl 1r 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 III II VIII III j VIII VIII VIII III IIIIIII TPIMIrCA in SCSI,copies of which will be furnished upon request. hies coincide indicate with Joint center lines. 9.Digits i ini ide 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-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPEC1'FICATIONS TRUSS SPAN 31- 11.0" IBC 2012 MAX MEMBER FORCES '4WR/GDF/Cg=1.00 TC: 2x4DF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=(-68) 31 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12110C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -51/ 330V -13/ 70H 5.50" 0.53 DF ( 625) 31- 8.2" 0/ 46V 0/ OR 5.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 11.0" -42/ IOOV 0/ OH 1.50" 0.16 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 4.8" Allowed = 0.242" MAX TC PANEL TL DEFL = 0.018" @ 21- 4.8" Allowed = 0.363" MAX HORIZ. LL DEFL = -0.000" @ 31- 10.3" 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.3" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p 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 ri in the plane of the truss only. 0 N O I N 1 Q' O O 1 4 M-3x9 t � f 1-00 3-11 PROVIDE FULL BEARING;Jts:2,4,3 ��.9 PRO FFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - H4 �, s� Scale: 0.7144 � jz� y9 02 WARNINGS: GENERAL NOTES,unless otherwise noted 92 PE 9� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 7 G Truss: H4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at DES. B Y• EE s the res onsib p of the erector.Atltlitional permanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2%Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss's the responsibility of the respective contractor. A_ SEQ. 617 2 6 7 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. O 4 TRANS I D: 416478 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 1 �P` fabrication,handling,shipment and installation of components. necessary. MFR R 14\' P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III I I III I III I III IIII IIII IIII TPIANiCA in SCSI,copies of which will be furnished upon request dies coincide with joint center hies. 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-1888(MiTek) EXPIRES:12/31/2015 11111111 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4DF P16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 5D 2-4=(0) 0 BC: 2x4 DF @1d BTR SPACED 24.0" O.C. 2-3=(-52) 26 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BR.G REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -59/ 295V -6/ 43H 5.50" 0.47 DF ( 625) 1'- 10.9" -52/ 52V 0/ OH 1.50" 0.08 IF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 11.0" 0/ 32V 0/ OH 5.50" 0.05 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 29 "tic s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000 @ 0'- 0.0 Allowed = 0.074" 1-11-11 MAX BC PANEL LL DEFL = 0.003" @ 1'- 10.1" Allowed = 0.146" MAX TO PANEL TL DEFL = -0.002" @ 1'- 2.2" Allowed = 0.145" MAX BC PANEL TL DEFL = -0.004" @ 21- 0.9" Allowed = 0.194" 12 6.00 C7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O _ I I O O� - O 4 M-3x4 1-00 3-11 PROVIDE FULL BEARING;Jts:2,3,4 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - H5 ��onR�0'FFSSi Scale: 0.6739 � ��ji91 i�9 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted 92 PE 1.Builder and erection contractor should be advised of a9 General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: H 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the topper and bottom chords c de laterally braced al DES. B Y: EE 2'continuous and at 19'hin respectively unless braced throughout(heir length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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 SEQ. : 6172676 to steners are complete and at no time should any Wads greater than 5. non- corrosive assumes trusses are to be used in a nonorrosive environment, design Wads be applied to any component. and are for"dry condition"of use. G/Q '9 TRANS I D: 416478 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 M�R n I1 V fabrication,handling,shipment and installation of components. necessary 7,Design assumes adeg6iate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall he located on both faces ottruss,and placed so their center III IIII II II VIII TPIANTCA in BC$I,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 16.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 III II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS• TRUSS SPAN 61- 0.0" _ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF O16BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.41 DF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OR 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift aL 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.004 @ 1'- 1.5 Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.027" @ 31- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 D MAX HORIZ. TL DEFL = 0.000" @ 11- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 N I I O 4 M-3x4 i t f 1-00 IPROVIDE FULL BEARING;Jts:2,3,9 6-00 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - J1 ��EDPROFFss� Scale: 0.6612 � �G�I•J��j�R �2 WARNINGS: GENERAL NOTES,unless otherwise noted �. 92 II PE 9� 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 J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y• EE s the responsibility lty of the erector.Adtlitlonal permanent bratlng of 2'o.c•and at 1o'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. Q `V SEQ. : 6172679fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a corrosive environment, y design loads be applied to any component. and are for"dry condition"of use. 2 '� TRANS I D: 416478 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. l 6.This design is furnished subject to the lmitabons set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II I III IIII III 11111111111111 JIII TPIMITCA in SCSI,copies of which well be furnished upon request. Dies 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) EXPIRES:12/31/2015 IIII II VIII This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF NI&BTR SPACED 24.0" O.C. 2-3=(-E5) 48 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 DF ( 625) 31- 10.9" -88/ 112V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000 @ 0'- 0.0 Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.042" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 F711 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 31- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c N O 1 � N O N O O 1 4 M-3x4 1-00 IPROVIDE FULL BEARING1Jts:2,3,4 6-00 PRO JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - J2 ��,Ihi "S' Scale: 0.6237 ��iz9? 02 WARNINGS: GENERAL NOTES,unless othervnse noted: � 92 P E 9� 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• J2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE s the responsibility of the erector.Additional permanent bradn of T o.c,and at 10'o.c.respectively unless braced throughout their length by P 9 continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE• 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON 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. Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, SEQ. : 617 2 6 8 0 Y�1 TRANS 11• 416478 5design loads be applied to any component. and are for"dry condition"of use. PP g �O -7 14, • .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if necessary. MLS^n'1 fabrication,handling,shipment and installation of components. 7.Design assumes adeq1.1ate drainage is provided. r 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 IIIIII IIII IIII IIII 11111111111111 III III TP WJTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 0.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-19DB(MITek) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS" TRUSS SPAN 6- 0.0" , IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TQ 2x4 OF 1161TP. LOAD DURATION INCREASE = 1.15 1-2-( D) 50 2-4=(0) 0 BC: 2x9 OF fl16BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12110C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. LON. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 DF ( 625) - 5'- 9.2" 0/ 74V D/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.7" -66/ 160V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 31- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.105" @ 31- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 p B � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O I r'l rn O rn M O - - � 1 4 M-3x4 L b t 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - J3 �� .p]PRO Scale: 0.5737 � (G�I�71'h9 O7/ WARNINGS: GENERAL NOTES,unless otherwise noted. 92 P✓✓E 9� 1. Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual Truss: J3 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y• EE2'o.c.and at 1o'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). ry. DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `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. SEQ. : 6172681 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. L/ 2f� Oda t� design loads be applied to any component, and are for"dry condition"of use. O �' 4 TRANS I D: 416478 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et ell supports shown.Shim or wedge d necessary. fabrication,handling,shipment and installation of components. cV 7.Design assumes adequate drainage is provided. �<Li n R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on Doth hates of truss,and placed so their center VIII IIII I I III IIII I IIII IIII IIII IIII TPIANfCA in SCSI,copies of which will be furnished upon request. Dies 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-1888(MiTek) EXPIRES:12/31/2015 IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 71- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 DF #I&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -27/ 126H 5.50" 0.60 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) 51- 11.2" -136/ 337V 0/ OH 1.50" 0.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 71- 11.7" -13/ OV 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.047" @ 21- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.059" @ 21- 11.9" Allowed = 0.596" 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.001" @ 71- 10.9" 6.00 Design conforms to main windtorce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, N � O I I I C l`l O I Q' - ol 1 5 0 M-3x4 1-00 6-00 1-11-11 PROVIDE FULL SEA RINGIJts:2,5,3,4 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - J4 `�pnROFFSS� Scale: 0.5030 �\� 9j59 °2 WARNINGS: GENERAL NOTES,unless otherwise noted: Arc -7 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE Truss J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must he Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Addibonal temporary bracing to insure stability during construction 2 Design assumes the lop and bottomless choTs to be laterally braced at DES. B Y: EE s the responsibility of the erector.Addmanal permanent bracing of 2'o.c,and at 10'o.c,respectively unlessTs throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 1/29/2015 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 OREGONSEQ. : 6172682 fasteners are complete and at no time a should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A N S� design loads be applied to any component. and are for"dry condition"of use. 4 2� l- T RAN S I D: 416478 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 �P fabrication,handling,shipment and installation of components. necessary. 7 /�qrR n I1 .Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I IIIII III 1 IIIII IIIII Ills IIIII IIII IIII TPI WTCA in SCSI,copies of which will be furnished upon request hies coincide with joint center Imes II9.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-1g8B(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2.44DF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF ffI&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 DF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OR 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "tic s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.195" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 <r N � I I rn m I v 0 0 1 4 M-3x9 ol L y L 1-00 2-00 PROVIDE FULL BEARING;Jts:2,9,3 ^R JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - SJ1 ��DOF�ssi Scale: 0.6696 CO WARNINGS: GENERAL NOTES,unless otherwise noted* P 9� 1.Builder and erection contractor should be advised of a8 92 E General Notes 1.This design is based only upon the parameters shown and is for an individual 7 Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of c ntino.cand at 10'o n respectively unless braced throughout their length by continuous sheathing such as plywood meed here s and/or wrywall(BC). yt,. DATE: 1/29/2015 the overall structure rs the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON K 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. 7 A_ SEQ. : 6172684fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, G� 411 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416 4 7 8 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 �P necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided, 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces df truss,and placed so their center 111111 VIII III I VIII VIII III`I VIII I II IIIII TPIMITCA 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-19.18(MiTek) EXPIRES:12/31/2015 I�IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS" TRUSS SPAN 91- 9.4" IBC 2012 MAX MEMBER FORCES '4WR/GDF7C4=1.00 TO 2x4 DF D1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-166) 96 3-4=( -74) 33 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0" O.D.. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ 01- 0.0" -23/ 375V -33/ 152H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625) 51- 11.2" -154/ 362V 0/ ON 1.50" 0.46 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 91- 9.4" -41/ 84V 0/ OH 1.50" 0.14 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = -0.029" @ 21- 11.9" Allowed = 0.397" MAX TO PANEL TL DEFL = -0.056" @ 21- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 91- 8.7" 4 MAX HORIZ. TL DEFL = -0.002" @ 9'- 8.7" Design conforms to main windfcrce-resisting 12 system and components and cladding criteria. 6.00 L7 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. i O N I p I O � N m 0 0 1 5 0 M-3x9 1-00 6-00 3-09-07 PROVIDE FULL BEARING;Jts:2,5,3,9 PR OFFS JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - J5 Sale: D.44D7 �5 ,� so29 WARNINGS: GENERAL NOTES,unless otherwisenotetl 92 PE 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: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords c be throughout braced at DES. B Y: EE is the responsibility of the erector.Additional permanent bracing of 2'ntin and at 10'o n respectively unless braced throughout their length by continuous sheathing such as plywood meed here s own tlrywall(BC). DATE: 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q 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_OREGON a SEQ. : 6172683 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to he used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use le,TRANS I D: 416478 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 (�,P fabrication,handling,shipment and installation of components. necessary. 7 .Design assumes adequate drainage Is provided. ` ll 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 IIIIII VIII VIII VIII VIII VIII II II i I III 7PIAMCA in BCSI,copies of which will be furnished upon request hies coincide with joint center fines. 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDFi Cq=1,00 TC: 2x9DF #IdBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF 416BTR SPACED 29.0" O.C. 2-3=(-69) 30 i TC LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DLI 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 60V 0/ ON 5.50" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 11.7" -44/ 94V 0/ ON 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICDND. 2: Design checked for net(-5 sf) uplift at 24 "on s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3 MAX HORIZ. TL DEFL = -0.000" @ 31- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 F--' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N o in the plane of the truss only. N I O I N Q' O � 1 4 M-3x4 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,9,3 JOB NAME : 17091 SAGEBUILT GEORGIA PINES-2 - SJ2 ��'��PROF�ssi Scale: 0.7111 � ��1i9j�9 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 PE 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 7 f Truss S J2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY EE s the responsibility of[he erector.Additional permanent brat ng of 2'o.c.and at to'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 1/29/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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- SEQ. : 6172685 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G A y 1b design loads be applied to any component. and are for"dry condition"of use. T RAN S 1 D: 416478 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 fabrication,handling,shipment and Installation of components. 7necessary. ML�p n'11�0 V .Design assumes adequate drainage is provided. C Il 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on Doth faces of truss,and placed so their center VIII IIII III VIII VIII VIII VIII IIII IIII TPINJrCA in SCSI,copies of which will be furnished upon request. Dies coincide with joint center Imes. 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) EXPIRES:12/31/2015