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Plans ` /1'i- s 7) OIL--U()L7 7RI E!vED ?-z-f Lc--4) i.t r,... v` NOV 06 2012 crryoFTIGARD BUILDING DIVISION r 64.-0" 54'-0" _I 10'-0" 13'-6" 26.-3" 13'-6" , .:....mis____, _ _ Al Cl Al I ' i IL II �l\� ILS ii zp, RI, InalgibliNt di 4,1 C3 5 w . ,00, , 1 , , , , ,1 , , 1 . , , g; 1, 11 , , , Al Cl 23,-0" Al '. .j , 54'-0" I l0'-0" 64'-0" i 64'-0" 54'-0' I 10'-0" 1 23'-0" Al C1 Al P40). > I — 1 , l; .,m COi o al 1 �> * �\ 47 \ b 13'-6" X26'3" 13'-6" nau 1- 54'-0" I 10 " 64'-0" ©Copyright CompuTrus Ine.2006 BUILDER. ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS SAGE BUILT HOMES ONLY REFER TO 11/01/12 TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL .' DRAWINGS FOR ALL FURTHER ek NON-TRUSS 14601 SAGE BUILT MADISON-,A 6c INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: ' ' REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS MADISON TO SIGNER CONNECTIONS BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD 70 t f REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. // NLomiThusLnc. • Custom Software Engineering Manufacturing 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. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM/TCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'and 10'o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). a sp PfROp 'SWAS C.) Sittz 4:- 4 Jr. ,y�zQ a .4 '.` ,.yea cri ,t, ''i to cs,OREGON c.'`4 --3 " i `, ��9 ia . JONAi.. 6 EXPIRES 121311131 [EXPIRES 6110113 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 54'- 0.0° TC: 2x4 OF #188TR; GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 2x4 DF 2400F T5, T8 LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 2400F; SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 2x4 DF #1&BTR 82 LOADING Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) Note: Outlooker truss. Upper top chords require same material considered for this design, as structural top chord. Connect with M-3x6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL min typical 36"oc (non). Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, IncGable end truss on continuous bearing wall UON. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to specifics gable end detail for complete specifications. 27-00 27-00 I I 13-09-14 13-02-02 13-02-01 13-09-15 I I ,,-- 12 M-fx6 12 5.00 V / \5.00 M-3x6 L ��� M-3x6 `�� t. � Efij sf� n M-3x6 S 1 �\\,�\ M-3x6(S) '. ; NJ '` 't"y. �� �� 72` ,P �' r p\ le OPleGON O M "��' iPo =M-4x41 }i l Ng :-_o �1 G y /2 M-3x6(S) M-3x6(S)M-2.5x4 m25r4 1 J.,- -_-- y y EXPHES 12131/2012 ), ) 18-02-10 17-06-13 18-02-10 2-00 0 "1 ` 54-00 V (, JOB NAME: 14601 -A SAGEBUILT MADISON-,) Cl `'�� s x�'�' Scale: 0.1467 t ,(fav f 4 t /AV 4.;:;:f..41; ti� +(9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 r t r`k 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r'�( f-5r- Truss: C 1 and Warnings before constructor commences. and approval is the responsibility of the building designer,not the ' A+ il 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. .1 •. ' ' DES. BY LA 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at h r stability bracing must be designed by designer of complete structure. 2°.c.and at 10'o.c.respectively unless braced throughout their length by ) "1 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC), ,�, 1*df !:I I j DATE: 11/1/2012 CompuTms assumes no responsibility for such bracing. 3,2x Impact bndging or lateral bracing required where shown++ 4 tt t wI j • 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. .., SEQ. : 5343672 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, 0 1Sh 41935 s design bads be applied to any component. and are for"dry condition"of use 'i+: TRANS I D: 353273 5,ComDuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedged fi {jt a(, fabncation handling,shipment and installation of components. necessary. S' 7.Plates Design assumes adequate drainage is provided. N p O. d, IIIIII VIII II II VIII VIII IIII VIII IIII IIII 6.This design is furnished subject to the Am Cations set forth by 8 shall be located on both faces of truss,and placed so their center 4'10 �t V: go TPIM/TCA in BCSI,copies of which will be furnished upon request tines coincide with joint center Anes. 4Y .l, 9.Digits Indicate size of plate in inches. i' MiTek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 2.0" INC 2009 MAX MEMBER FORCES 4WR/LVL(.50)/Cq=1.00 TC: 2x12 OF #2 LOAD DURATION INCREASE = 1.15 1- 2=(-1201) 0 8- 9=(-207) 170 8- 1=(-5139) 0 11- 7=( -387) 4936 BC: 2x12 RBGLVL 20E SPACED 24.0" 0.C. 2- 3=(-1412) 356 9-11=(-110) 1174 1- 9=( -387) 4936 7-12=(-5139) 0 WEBS: 2x6 DF #2; 3- 4=( -713) 481 11.12=(-207) 170 9- 2=( -619) 1050 2x4 DF #1&BTR A; LOADING 4- 5=( -713) 481 3-10=( -564) 0 2x4 DF STAND B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1412) 356 10- 4=( 0) 157 DL ON BOTTOM CHORD = 5.0 PSF 6- 7=(-1201) 0 10- 5=( -564) 0 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 37.0 PSF 6.11=( -619) 1050 BC LATERAL SUPPORT 84"OC. CON. BC LATERAL SUPPORT <= 12"OC. (ROOM AREA) LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 40.0)+DL( 10.0)= 50.0 PSF 1'- 11.5" TO 24'- 2.5' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans ADDL: TC UNIF LL+DL= 5.0 PSF 1'- 6.5" TO 24'- 7.5" V 0'- 0.0" -131/ 2196V -217/ 217H 5.50" 2.93 RBGLV ( 75D) Unbalanced live loads have been 26'- 2.0" -131/ 2196V -217/ 217H 5.50" 2.93 RBGLV ( 750) considered for this design, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 DO) uplift at 24 "oc spacing. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.151" @ 13'- 1.0" Allowed = 1.262' MAX TL CREEP DEFL = -0.234" @ 16'- 3.1" Allowed = 1.683" f 13-01 '1 13-01 __ __ T MAX HORIZ. LL DEFL = 0.007" @ 25'- 11.2" 1-06-09 8-04-06 3-02-02 3-02-02 8-04-06 1-06-09 MAX HORIz. TL DEFL = 0.010" @ zs'- 11.2" ') T ---------------- 1' 1' T T I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 5.00 M-5x16 Q 5.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, 5.0" Enclosed, Cat.2, Exp.B, MWFRS, /- 4 interior zone, load duration factor=1.6 M-5x6M-5x6 3 -- M-27 05x4 \ �� M-10x14 M-3x8 i �..„_ M-3x8 O. M 10x14 -------,...__,.,s 6 { t,�`,,0 PROFts,A Q444 72 , PV1 e Ts t, co ' E r v a, 22-03 ;l� le, OREG Q M 4x8 8 M 1x14 M tb1x1*4 Z GA NG M-4x8 y J 1- J [........121t; 12/31/2012 1-06 23-02 1-06 26-02 t, - A, s j . € �6' tie; JOB NAME: 14601 -A SAGEBUILT MADISON- - C3Sale: 0.203, 1 ,'1� "` f .:G,_ ,! y? ti r,.; `t WARNINGS: GENERAL NOTES,unless otherwise noted. lv 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review -µ!..,t'f¢' and Warnings before construction commences. and approval,s the responsibility of the building designer,not the A'¢~ '� T - S •. Truss: C3 2.2x4 compression web bracing must be installed where shown+ truss designer or truss engineer. kkk II, ti 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at i - ., t I 3,. DES. BY: LA stabilitybracing must be designed b designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by gn Y 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ai ;1( t V, °;g DATE: 11/1/2012 CompuTrus assumes no responsibility for such bradng. 3.2x Impact bridging or lateral bracing required where shown++ ',,r1;;,1€7: 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. ',tyyt^ *(yyyc pf,� SEQ. : 5343673 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 ‘,Ie Y)�r1� 4 7 935 4', design loads be applied to any component. and are for'dry cI Il be n"of ue. v+ � , rt` TRANSI D: 353273 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 fih GIS"j't. y fabrication,handling,shipment and installation of components. 7.Desinecegn sumes adequate drainage is provided. C3 rra J A* y ,�� 4, 4. 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 , l!i V i'1.L Y IIIII IIIII IIIII IIIII IIIII IIIII IIIII III III TPI/WTCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with jointae ate inn lines. 9 linesindicate size of plate in inches. 1 MiTek USA,InC./CompuTrus Software+7,6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) : t 1111IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 2.0" IAC 2009 MAX MEMBER FORCES 4WR/LVL(.50)/Cq=1.00 TC: 2x12 DF #2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1800) 0 8- 9=(-312) 254 8- 1=(-7526) 0 11- 7=) -840) 6972 BC: 2x12 ABGLVL 20E SPACED 36.0° O,C. 2- 3=(-1956) 630 9-11=(-226) 1658 1- 9= -840) 6972 7-12=(-7526) 0 WEBS: 2x6 DF #2; 3- 4=) -884) 832 11.12=(-312) 254 9- 2=( -580 1820 2x4 OF #18BTR A; LOADING 4- 5=( -884) 832 3-10=( -930) 0 - 2x4 OF STAND 8 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1956) 630 10- 4=) 0) 260 DL ON BOTTOM CHORD = 5.0 PSF 6- 7=(-1800) 0 10- 5=( -930) 0 TC MAX PURLIN SPACING 72°OC, UON. TOTAL LOAD = 37.0 PSF 6-11- -580 1820 BC MAX PURLIN SPACING 72'OC, UON. ) LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA •` For hanger specs. - See approved plans BC UNIF LL( 40.0)+DL( 10.0)= 50.0 PSF 1'- 11,5' TO 24'• 2.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -196/ 3121V -325/ 325H 5.50' 4.16 RBGLV ( 750) considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 2.0° -196/ 3121V -325/ 325H 5.50" 4.16 RBGLV ( 750) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ) 2 ) complete trusses required. [COND. 2: Design checked for net(-5 psf) uplift at 36 "so spacin� M,M2OHS,1118HS,M16 = Mi Tek MT series Join together 2 ply with 16d Common nails staggered at (3) rows @ 9" oc throughout 2x12 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 (3) rows @ 9" oc throughout 2012 bottom chords, MAX LL DEFL = 0.114" @ 13'- 1.0" Allowed = 1.262' 9' oc throughout webs. MAX TL DEFL = -0.114" @ 9'- 10,9" Allowed = 1,663' MAX HORIZ. LL DEFL = 0.005' @ 25'- 11.2" MAX HORIZ, TL DEFL = 0.007' @ 25'- 11.2" 13-01 13-01 This truss does not include any time dependent 1-06-09 0 8-04-06 3-02-02 3-02-02 8-04-06 1-06-09 deformation for long term loading (creep) in the total load deflection. The building designer 12f f shall verify that this parameter fits with the 5.00 M-5x16 12 intended use of this component. Q 5.00 5.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. M-51_____.--------17--'----.,„,, M-5X6 M-5x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=3,0, ASCE 7.05, �� Enclosed, Cat,2, Exp,B, MWFRS, _ +8x _I•�� interior zone, load duration factor=1.6 lgii 10 M-2.5x4 „,„- M-3x8 „ M-10x10 0 IM-10x1�. `�•`�'-�M-3x8 H p rROFFt� N. I o \� � � taGIN F,q `9<p* CS co aI 22-03 co f,�()_REGO Ytp M-4x8 9 M-8x10 11 ++12 -' 'I r.1A1 G \-' M-8x10 M-4x8 k )' y y E?( INtS�12I3112fl12� y1-O6 23-02 1-06I 26-02 JOB NAME: 14601 -A SAGEBUILT MADISON- - C2 4. Scale: 0 1843 ' ON'": '�"1 WARNINGS: rd 4.;" `1�r y�C GENERAL NOTES,unless otherwise noted: iv �+ 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,,,...---^^^yyy((( "-!t'rt Truss: C2 and Warnings before construction commences, and approval is the responsibility of the building designer,not the :-€ 1 y 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. _j q 3.All lateral force resisting elements such as temporary and 2.Design assumes the top and bonom chords to be latera braced at 9 po ry permanent #Y DES. BY: LA stabilit bracing 2'o.c.and at 10 o.c.respectively unless braced throughout their length by H0 I () y g must be designed by designer of complete structure. continuous sheathing such as plywood required where)and/or drywall(BC). tt r 4 'i I,I V DATE: 11/1/2012 CompuTrus assumes no responsibility for such bracing. q a t 3.2x Impact bodging or lateral brarrng where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of buss is the responsibility of the respective contractor. ' SEQ. : 5343674 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonconoswe environment, 4 design loads be applied to any component, and are for'dry condition"of use. `a /-x +�h.^�° � � � t rM�n TRANS I D: 353273 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(�Jp rv�% necessary. J14 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. {�4y d 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 V4ION C"a t 1111111111111111111 TPIn/VrCA in SCSI,copies of which will be furnished upon request. foes coincide with joint center Foes tY 4 L 9 Digits indicatesize of plate in inches 1 MITek USA,InO./COmpuTlus Software+7,6.4(1 L)-E 10.For basicconnector plate design values see ESR-1311,ESR-1988(MiTek) t 116. IIIIIIIIIIIIII This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 87 2-6=(-114) 678 6.3=( 0) 312 BC: 2x4 OF #1&BTR SPACED 24.0" 0.C. 2.3=(-613) 389 6-7=(-117) 673 3-7=(-760) 183 WEBS: 2x4 DF STAND 3.4=(-176) 193 7.4=(-179) 92 LOADING 4-5=) -9) 7 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 OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -131/ 822V -1391 193H 5.50' 1.32 DF ( 625) Connector plate prefix designators: 13'- 6.0" -73/ 566V -139/ 193H 5.50" 0.91 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL DEFL = -0,041" @ -2'- 0,0" Allowed = 0.267" MAX LL DEFL = -0.017" @ 7'- 2.0" Allowed = 0.629' MAX TL DEFL = -0.029" @ 7'- 0.9" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.006" @ 13'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 13'- 0.5" 7.02-10 5-11-10 0-03-12 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 5.00 L- M-1.5x4 5 intended use of this component. /- 4 _ / Design conforms to main windforce-resisting system and components and cladding criteria. ../------- Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-2,5x4 __---- co a, co � p PROF./ 'u, 1 I N ,---------111:;;---------- GiNzF .s ��y(' G; i i / , ri / o .------------;:f - 6 -7 f. OREGON a 1 -->--- .5x4 M-1.5x4 M-2.5x4 101% 79,%) Gikly y ), y 7-00-14 6-05-02 I y y EXPIRES 12/31/2012 2.00 13-06 JOB NAME: 14601 -A SAGEBUILT MADISON- - A2 ,�,�., i ..I Scale: 0.3366 f <p � Tyr fe „S*pt � ....N, � WARNINGS, GENERAL NOTES,unless otherwise noted. 2vVikf Y 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 7` f, '(,¢' Truss: A2 and Warnings before construction commences. truss des goer or a resss ponsibility of the building designer,not the it - 1rt ;. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at ,/• r ti 1 F� I ry pS� 3.All lateral force resisting elements such as temporary and permanent 1 DES. BY: LA 2'ac.and al 10'o.c.respectively unless braced throughout their lenggtth by i �Y t i stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 1ay1/• lj f.i I � ;'a DATE: 11/1/2012 CompuTrus assumes no responsibility for such bracing 3.2x Impact bridging or lateral bracing required where shown++ y,.�r " at t ri 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 41 �y SEQ. : 5343675 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, P „, ,4)h r� ..935 *n,, /},rr H design loads be applied to any component. and are for"dry condition'of use. ( ,, 4'�i ��r•V 4'V TRANSI D: 353273 5.CompuTrus has no control over and assumes no responsibility for the 6.De go assumes full iti ng at all supports shown Shim or wedge it n JrT1Ki r� fabrication,handling,shipment and installation of components. necessary. 'C:4•S' V3 d: Po 7.Design assumes adequate drainage is provided. ypdC��* S�.", 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 L. 1111111 1111 III II II VIII Ift I IN VIII III III TPINYTCA in BCSI,copies of which will be furnished upon request. git cindicat with joint ain inches.9.Digits uisddu size oplate ein cones. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,3 + IIIIIIIIIIIIIII . . . , LUMBER SPECIFICATIONS 14-08-08 GIRDER SUPPORTING 13-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( -117) 126 6- 7=(-765) 4938 1- 6=( -108) 78 3- 9=(-2649) 378 BC: 2x8 DF#2 2- 3=(-5346) 735 7- 8=(-939) 6423 6- 2=(-9408) 1302 9- 4=( -966) 7338 WEBS: 2x4 DF STAND; LOADING 3. 4=(-5088) 699 8- 9=(-939) 6423 2- 7=(-1020) 7725 4-10=(-8955) 1239 2x4 DF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -117) 126 9-10=(-732) 4701 7- 3=(-2139) 309 10- 5=( -105) 78 2x6 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 8.5" V 8. 3=( -510) 3993 BC UNIF LL( 143.8)+DL( 117.8)= 261.5 PLF 0'- 0.0" TO 14'- 8.5" V TC LATERAL SUPPORT <= 12'0C. UON. ADDL: BC UNIF LL+DL= 1041.0 PLF 4'- 0.0' TO 14'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) **ADDL: BC CONC LL+DL= 3121.0 LBS @ 4'- 0.0" 0'- 0.0" -1194/ 8645V -140/ 1408 5.50" 13.83 DF ( 625) Connector plate prefix designators: 14'- 8.5" -1438/ 10411V -140/ 140H 5.50" 16.66 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16= MiTek MT series REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. )GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' 'I' ( 3 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 3 ply with SDS 1/4 x 4 1/2" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.034" @ 7'- 4.2" Allowed = 0.690" long wood screws staggered at: MAX TL CREEP DEFL = -0.170" @ 7'- 4.2" Allowed = 0.919" AFVYT 24" oc in 1 row(s) throughout 2x4 top chords, * HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY A 5° oc in 4 row(s) throughout 2x8 bottom chords, TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. LL DEFL= -0.007" @ 14'- 3.0" 12" oc throughout webs. THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. TL DEFL= 0.018" @ 14'• 3.0" Design conforms to main windforce-resisting 3-10-04 3-06 3-06 3-10-04 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, M-3x6 M-6x8 M-3x8 M-6x8 M-3x6 Enclosed, Cat.2, Exp.R, 11WFRS, 1 2 3 q 5 interior zone, load duration factor=1"6 - 1.3 + LATERALLY BRACE TO ROOF DIAPHRAGM J + 2X4 WEB BRACE REQUIRED. cco o B �If A A � B o In Li) k00 PRO �.NGiNEk Spy __ _ \ fi 4 72 P fir" , it/t/ = M-10x10 M-6x10 M-4x12 M-6x10 =M-10x10 .4:'1'11:::E(';11 °� l .1r3121#** y y 4./ GANG �� 4-01-12 3-02-08 3-02-08 4-01-12 ,J, y i EXPIRES 12131/2012 • 14-08-08 • P . JOB NAME: 14601 -A SAGEBUILT MADISON- - B GIRD Scale: 0.3563 �~ jf )•fir ;,I. c> is WARNINGS: GENERAL NOTES,unless othervdse noted 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review `} [ ,1t, and Warnings before construction commences. and approval is the responsibility of the building designer,not the !Yr Y Truss: B GIRD ll 2.2x4 compression web bracing must be installed where shown+. truss designer or ru t engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ( N,:4 1,c I /, :-) 3 DES. BY: LA stabil bracing must be designed by designer of complete structure. 2'o.c.and at 10 o.c.such asrespectivey unless braced throughout their lenggtth by tiv ' i j stability 9 9 9 P continuous sheathing such plywood sheathing(TC)and/or drywall(8C). }v)P.(...t1.1- / DATE: 11/1/2012 CompuTrus assumes no responsibility for such bracing, 3.2x Impact bridging or lateral bracing required where shown++ t , ,.t� yv, ( ' y` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. :7 7 �, SEQ. : 5343676 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, ,p (�.y1 A 41:7 7 design bads be applied to any component. and are for"dry condition- use. „y. fir1��Cr.�.v.� TRANS I D: 353273 5.CompuTrus has,o control over and assumes no responsibility for the 6.and are assumes full bearingo at all supports shown.Shim or wedge if Ian <70/STOW.f+}; Y necessary. S,'tv fabdcahon,handling,shipment and installaSon of components. 7.Design assumes adequate drainage is provided. W���t d 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 111+ 'u, III II IIII VIII VIII VIII VIII VIII IIII IITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. in 9.Digits indicate size of platten inches MiTek USA,InC./COri1PuTIUS Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311 ESR-1988(MiTek) �C s 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" INC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 61&8TR LOAD DURATION INCREASE . 1.15 1- 2=) -61) 87 2- 8=(-584) 1576 3- 8=(-303) 203 BC: 2x4 OF #15ATR SPACED 24.0" O.C. 2- 3=(-1741) 695 8- 6=(-584) 1576 8- 4=(-170) 822 WEBS: 2x4 DF STAND 3- 4=(-1374) 497 8- 5=(-303) 203 LOADING 4- 5=(-1374) 497 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1741) 695 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -61) 87 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -134/ 8580 -89/ 89H 5.50' 1.37 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 15'- 0.0" -134/ 8580 -89/ 89H 5.50' 1.37 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CONS. 2: Desirn checked for net -5 sf urlift.at_24_"oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.077" @ 7'- 6.0' Allowed = 0.704' MAX TL DEFL = -0.121" @ 7'- 6.0" Allowed = 0.939" MAX LL DEFL = -0.036" @ 17'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 17'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.051° @ 14'- 6.5' MAX HORIZ. TL DEFL = 0.080' @ 14'- 6.5' 7.06 7-06 This truss does not include any time dependent T T f deformation for long term loading (creep) in the total load deflection. The building designer 4-01-06 3-04-10 3-04-10 4-01-06 shall verify that this parameter fits with the - --- fi" T '( '( intended use of this component. 12 M-4X6 12 Design conforms to main windforce-resisting 5.00 - 5.00 system and components and cladding criteria. 4"0" /- /- 4 .4-74' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Exp.6, MWFAS, interior zoneone,, load load durst'.. =1.6 o M 1.5x� F 3 0\`\ M 1.5x4 \ i ,5-<.' E S'b to v ,- M 3x4/ M 5x6 ;'\ M 3x4 P gl.. ---__ -, -LI . •,,, , ,,,,, .„ ...., . 1„::,_„, _,,,,_ „,,_.., ,_, . _,_ ,,,,,•.R..0. cch -- 12.50 2.50 - 'T 12 12 (1$'GA�e \-' - - - y ), 2-00 7-06 7-06 2-00 y -_ _ -___-- ----_ y 1 EXPIRES 12/31/2012 1 2-00 15-00 2-00 JOB NAME: 14601 -A SAGEBUILT MADISON Scale: 0.3087 D2 :' rbk " srf,,,; WARNINGS: GENERAL NOTES,unless trate fort noted: >r \'" s 1.Builder and erechon contractor should be advised of all General Notes 1.This truss design is adequate the design parameters shown.Review Av - *t5"r Ni. Truss: D2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the .. , il 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. r 3.All lateral force resisting elements such as temporary and 2-Design assumes the top and bottom chords to be laterally braced at yt 'fit g po ry permanent y'o.c and at 10'o.c.such asunless braced throughout their length b ' t I i�7 >1 DES. BY: LA stability bracing must be designed by designer of complete structure. respectively g y ,i j continuous sheathing such as plywood shred where and/or drywall(BC). '.4,74.4.i3: 1 ! (' / DATE: 11/1/2012 CompuTrus assumes no responsibility for such bradng. 3.2x Impact bridging or lateral bracing required where shown++ al ( i if 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,i• • � SEQ. : 5343677 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, „p t/ -1'45'6 41935_0' 47 ' design loads be applied to any component. and are for"dry condition"of use. (� 1 I TRANS I D: 353273 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 Ah S17e 1i. fabrication,handling,shipment and installation of components. necessary, f 1-..N 6.This design7.Design assumes adequate drainage is provided. S s;,. - 1111111111111111011111111111111111111 is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I%MAL T, u TPIANiCA In BCSI,copies of which will be furnished upon request lines codicat with joint center tines. 9.Digits indicate size of plate in inches. M iTek USA,InC./COmpuTNs Software 7.6.4(1 L)-E 1n.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 IIII , This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1"00 • TC: 2x4 GF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 87 2-6=(-451) 1266 6-3=(-96) 651 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2.3=(-1436) 562 6-4=(-451) 1266 WEBS: 2x4 DF STAND 3.4=(-1436) 562 LOADING 4-5=( -61) 87 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <0 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" .134/ 858V -89/ 89H 5.50° 1.37 OF ( 625) M-1.5x4 or equal at non-structural 15'- 0.0" -134/ 858V -89/ 89H 5.50° 1.37 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET, Connector plate prefix designators: 'COND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX IL DEFL = -0.041' @ -2'- 0,0" Allowed = 0.267" MAX LL DEFL = 0.067" @ 7'- 6.0" Allowed = 0.704" MAX TL DEFL = -0.112" @ 7'- 6.0" Allowed = 0.939" MAX LL DEFL = -0.036" @ 17'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 17'- 0.0" Allowed = 0.267' MAX HORIZ. LL DEFL = -0.042" @ 14'. 6.5° MAX HORIZ. TL DEFL = 0.070" @ 14'- 6.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7-06 7-06 intended use of this component. Design conforms to main windforce-resisting 12 12 5.00 P 11M-4X4 5.00 system and components and cladding criteria. 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ,p- �. 3 ,(---1' M-3x6 Enclosed, Cat.2, Exp.B, MWFRS, M-3x6interior zone, load duration factor=1.6 / �� '� ' - Truss designed for wind loads \ in the plane of the tr cn M-1.5x4 _.----T› r �'-\ M-1.5x4 Truss designed for , 'Vo eg -ins Lo y/�% I \ of the same size u7 O M 3X6 / / a� \\`\� chord, nsure ti �� /� M-3X6 Outlooke s (apt .. h are an. .r.-s. \ ermissib e t r board a s R+. O c') / 6 q� mi o' M-2"5X4 % i ,':� /� M-5x6 1__�`---,�. �.`�'� \\\ M-2"5X4 p_ GAO 72. :JP 72 v\ O ( j t O. \ \ I(OReGON 0 2.50 2.50 12 12 fP ., 4. .H' t i V\ VANCs y .1 ,1 ,1 l 2-00 7-06 7-06 2-00 y y y --,i' E EXPIRES 12/31/2012 2-00 15-00 2-00 t,V.Gr NG JOB NAME: 14601 -A SAGEBUILT MADISON- - D1 Scale: 0.3212 ` ..,-, * 8/14. ,4 ',' ,.i' e: ,, 119 WARNINGS: GENERAL NOTES,unless otherwise noted s i .4c,.. y� 1.Builder and erection contractor should be advised of all General Notes t.This truss design is adequate for the design parameters shown.Review 1 I •i Ffe,Truss: D 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the d ; 2.204 compression web braang must be installed where shown+. truss designer or truss engineer. � j/ S ;1 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at -.q '�7•* ) ,., .tt. DES. BY: LA stabiG bracing must be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t II N 9 9 9 P continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). Ay1 .,,,o, i, `'q DATE: 11/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ n)a , U' 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. 'Pfd ,t, SEQ. : 5343678 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. ,;y 4 1935 4'.e design loads be applied to any component. and are for"dry condition'of use. tr, A. TRANS I D: 353273 5.CompuTrus has no control over and assumes no responsibility for the 6.rDieec ssa ssumes full bearing at all supports shown.Shim or wedge if *h� +�'(aISTENL ` r 4. fabrication,handling,shipment and installation of components. 7_Design sumes adequate drainage is provided. 4.V�__s A �1V .!. 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 - '1. l` I IIIIII IIIII I I IIIII IIIII IIIII IIII II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request Gnes coincide with joint center bees. + 'o 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek)