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O n U ❑ No Exceptions Taken a Butler m IY ® Make Corrections Noted "/ Q Consulting,Inc. a a v ❑ Revise and Resubmit e u w `" ❑ Rejected C_) cn w v �; Z This review is for general conformance with the design concept and a l.1 �+A contract documents. Corrections or comments made do not relieve the o (� [_,"' -7 contractor from complying with the plans and specifications. Contractor is , I U= responsible for: confirming and correlating all dimensions and quantities: CO means,methods and prodedures of construction:coordination of the work LA N with all trades and complying with the contract documents. :,, it c ll By: Mark Butler Date: 2/23/11 L • v1 '' U 0 ua ua I i I I we. l a� I tea 1 I -I °�z° o e 4 a6;2 I - e:7:` I e;• I g,+ }� e'y I I a1 2��o°a= °'• .�V �WyFZ�ZmW°i .` \ I 17 w=°LL° °ZN�wN 11! o�O�-m[59000g . - N. 1 '1 1 I _ OZ°gN-ZZCoua° w rL��_' a U2°<Z°ZZ_aO Q (� II zawyawm°�z° w hryv I SwNZZ�a �waa I .. V'azgz„oRz56 ° i' I ag.-w0 NN,2wN Wkqu,'j� ttrp O C \ rv,i, ..II rv.!. q:ll 4.11 117:14 IV.IX 10:12 I U .12 IY.It 10.II 4.! 7 2 k S`\ `_V c 5 ( ) moo m(n _0211), II e2(10) 2(1 a- W.1.—._ O,t1"n to w I N CD O O O C II h!!owim ..._msrm— r 3.oa s em eaa� II MCI '”� ._� , i b " X l I I i . INIME tea 1.� v i_ 0 E %. i W m O N Truss Lengths @ party walls: a c7 End Units: 17'-11" - 1-1/2" rim - 1-1/4 GWB - 1/4" clear = 17'-8" w U ce Int. Units: 17'-10" - 2 x 1-1/2" rim - 2 x 1-1/4 GWB - 2 x 1/4" clear = 17'-4" °a 0 _ g k , Q 0 O r, 2 cc ix � 2 v j—., rn (x N ° Ewa � Q C .• 0 0 \A 0 0 Oo pQ WN 2a > Q, ,IX CT‘.. C° J • CompuTrus. inc. 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 TPIIWTCA 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). �R• C4 ° WAS,jj4 Sp PROF�cS�i Cr) r r �` �GiNEC 177i8 cn c OREGON r TONAL olp• R. GP,—� EXPIRES 6110111 ( I EXPIRES 12/31/11 1 CampuTrus. Inc. . ktts Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. t.11444414%44'1".....„.............. Do not cut into heel plate Option H: For 4x2 Outlookers • For 4x2 outlookers. • Notches must be cut with care. M- .5x3 @ 36" No blocking required. Do not cut into • Same cutting as for common. heel plate • Shim let-ins at each end for full bearing. Option III: For 4x2 Outlookers-Span<24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 111111110100.m/2" Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing,studs at 16"o.c.,and • No extra measures sheathing material attached to one face P CL. Cq �'����Gi F�cSS/0 0~Oi.WAS/ ��O �� F `` `` 4' C' OK C ! r ; Y1:. I. r ' A. o 1,,, 4,41780, , rr R. CPC-Q- JONALV‘1 IBC 2006/COC 2007 I EXPIRES 12/31/11 1 ( ExafRes 6110/11 J • . ' . it 1, •ti • 0 FOR GABLE ENDS UNDER 6'-8"IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD. COITIPUT{'US, Inc. MINIMUM GABLE STUDGRADE•2x4STANDARDGRADEHEMFIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN Custom Software Engineering Manufacturing ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. GABLE END - -- M-2 5x4 1 I (2) IY 2x4 BRACE AT 16'-0'o.c.OR AT M-1 x3 Typical w CENTERLINE.ATTACH WITH 16d a NAILS SHOWN IN(). > (2) 2x4 STUDS" STRUCTURAL TRUSSES M-2.5x4 16' `( MAX PLATE !Nil.1 (2) 1 I 1 ' M-2.5x4 (Spq •CENTER VERTICALS VARY AS REQUIRED ���RGO PROFFS� BY VENT SIZE OR OUTLOOKER AS kr� r�G)NFF rOy BRACING FOR GABLE END . Cafl.--^ CUTOUT FOR 4x2 OUTLOOKER In �,x0REGON c� CUTOUT FOR 4x2 OUTLOOKER •0-ER 6' Q t errR. Cr'`I EXPIRES 12131/11 ( ---- - i ,C it. Cq4 t� 1x4 ADD-ON. ATTACH OVER STUD �0��QF WAS'xly��O OFF STUD WITH fid NAILS AT 9'o.c.r. FILE NO: GABLE END DRAG f 1",. 1 1 �• r 4x2 OUTLOOKER DETAILS DATE: 07/23/08 • j/ ;0,4 REF: 25-15 DES: SC • q 17778 dY IBC 2006/CBC 2007 r• �&'t� 7 • A [ EXPIRES 6!10/11 • , p a a ► a FOR GABLE ENDS OVER 6•-8-IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CompuTrus. inc. CONSTRUCTION GRADE HEM-FIR Vt. Cil 4) Custom Software Engineering Manufacturing O T�OF WAS,' O...., r. , Li 0 --oh- _ __.I C,/] y "' y l r- _ 6'-0'o.c. MAX _-_- M-2.5x4 AT,I `• �\ ���•� 2x4 OUTLOOKER �. * l7 8. II II ilIN _ j , At/ONAL M-1x3 Typical I I I� d EXPIRES 611011 in 2x4 BRACES. BRACED b� AT 6'-0'MAXIMUM 2 4 STUD" .'"41..4'1**/ 16.'"?/4;i& M-2.5x4 ®MAX w I 2x4 CONTINUOUS — M-2.5z4 P0,.. ROF, BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD,PROVIDED �•`�!i S4> ATTACHED WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 �G. 4.%„\GI Ct. Oy PLF IS ATTACHED TO ONE FACE.STUCCO MUST BE ATTACHED IN y- ACCORDANCE WITH IBC TABLE 2306.4.5. Ct" r 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO '.11 SUPPORTING BEARING WALL. Iri .0 OREGON ^"' V ,•' 'scb 'J SHEATHING TO 2x4 BLOCKS WITH 3-16d NAILS 1• GABLE STUD ` 9E R 6' �Q34 GABLE END --- EACH END ,6 oNAILS AT T R C PF' 17-7171117 12/31/11 iffrir' Abl' _ 1sd a124'o.a al 1-16d FILE NO: GABLE END DRAG I z-16d r`I � 2x4 BLOCK DATE: 07/23/08 TOE AIL +� 16a TOE NAIL 8d NAILS AT 6-o.c. EACH END. REF: 25-15 DES: SC NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2-16d , 24.o c OUTLOOKER IBC 2006/CBC 2007 2-16d 0. • 1 1 • FOR GABLE ENDS UNDER 6' 'IN HEIGHT CompuTr us. inc. MNIMUM GABLE STUD GRADE-2s7STA DARDGRADEHEMFIR Custom Software Engineering Manufacturing + 2x4 Brace at 2'-0'P.C. 13'-0'MAX GABLE END '1 I* M-0,6 M-4•6 (2) + 1 2x7 BRACE AT 16%6'o.c.OR AT M-1 Xi Typical ,. CENTERLINE.ATTACH WITH 16d W NAILS SHOWN IN(). (2) 2x4 STUDS" — STRUCTURAL TRUSSES M-2.5* 16 MAX _ . PLATE ' M-2.5»7(Spry +°'�` (2) 1 Al �.D PROF�/ •CENTER VERTICALS VARY AS REWIRED ��GR F S BY VENT SIZE OR OUTLOOKER Ct (3, 4 GtN4P Dy BRACING FOR GABLE END ' . L CUTOUT FOR 4X2 IN •(.1 OREGON +.J OUTLOOKER CUTOUT FOR 4,¢OUTLOOKER ) •.. i DaERb° Qv OAT R. GP / I EXPIRES 12/31/11 OFF STUD Ix4 ADD-ON.ATTACH OVER STUD o��QF wA$E/f�C� O WITH Ed NAILS AT 9°o.c. 'C O 4,Q o 11LOOKER DETAILS FLE NO: TUDOR GABLE END Id flyrt:].' z C" DATE: 07/01/09 i -of, REF: 25-15 DES: SC 1'7 S� BC 2006/CBC 2007 76 034 'Q��y- l® IEXPIRES 6/10/11 CompuTrus. Inc. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach"T"bracing. • T bracing is a 2x member placed flat on the web as shown in the figures. Custom Software Engineering Manufacturing 1-2x4 Brace Required 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace ` >< Ar !—Web X f•—Web -.at—Web �.g 0 F ROFFSS cr %' EC4f1-- The T brace must be at least 80%of the web length and is attached with 10d nails at 6"o.c.throughout. IN • OREGON ^m Typical at trusses 24"o.c.only. nT ,.o, J �-.crt- --4 If a 2x4 or 2x6 web requires a single brace,a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires WC) ''-• �Q- 2 or 3 braces,a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be R. C N substituted. The T brace(s)must be of equal or better material than the web. I EXPIRES 12/31/111 Trusses at 24"o.c.typical ,� OF WASyi +Q Restraint required at , 80%O O 9 Brace must be 80/of , LH T TQ each end of brace the length of the web. • ;�; H Y y ["' and at 20'intervals. �/ ' ti r' , + ' ! with \x41 nails per truss.\ 2x4iateralbrace Refer to CompuTrus Eng. Brace with • foNAL. ' / / Od nails at 6"o.c. IEXPIRES 6/10/11 I �`/ FILE NO: Lateral Brace Detail + / DATE: 07f23108 --�� i SEQ: 2787671 13C 2006/CBC 2007 Lateral Brace Alt. Lateral Brace II'Im IIIIIIIIIII r r • ' This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 10.5' Design conforms to main windforce-resisting TC: 2x4 OF M16BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF M16BTR SPACED 24.0' 0.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, IC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2 Exp.B, MWFRS, , BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=l.6 DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing mall. C,CN C18,CN18 or no prefix) =CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M16HS,M16 . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REOUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-11-04 6-11-04 1 T f 12 M-4x6 12 to.00 7 Q 1o.0o AL �`cf.. }PROFF`ssi Ig`� �r �ia.1N�FQ O It �T•°R{-p Ca 0 O• OREGON . �--.1 M-2.5x4 M-2.5x4 0,rPR- CL 2/?y// 1 l y 1, EXPIRES 12/31/111 1-00 13-10-08 1-00 , 1X. Cu4 JOB NAME: BARROWS ROAD ESTATES - A GE Scale: 0.4143 0 „..c)wASif�4C�f frtz WARNINGS: GENERAL NOTES,unless otherwise noted: � ca Z. L. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: A GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the • en 2.2x4 compression web bracing must be installed where shown* truss designer or truss engineer. 4. 9 9 i', 2.Design assumes the top and bosom chords to be laterally braced at DES. BY• MJ 3.All lateral force resisting elements such as temporary and permanent 2•o.c.and at 10'o.c.respectively unless braced throughout their length by stadFty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 DATE: 2/22/2011 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown t+ A ,,�((5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •.�. '' +'� �`v^(` SEQ. : 4766032 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. A �i•J'V+ TRANSID: 304926 5.CompuTrus has no control over end assumes no responsibiity for tho e.Design assumes full bearing at all supports shown.Stem or wedge if B I i• necessary. q.. ?/// fabrication,hardFrg,shipment and installation of component. 7,Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center lull)IIII VIII VIII VIII VIII VIII IIII IIII TPI/VVrCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. / 11 9.Digits indicate size of plat in inches. CompuTrus,Inc.Software 7.6.1A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) [-EXPIRES 6/1 0/ and/or ESR-1711,ESR-1988(MTek). IRIIIIII III r + i + This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 13'- 10.5' IRC 2009 MAX BERBER FORCES 4M1/GDFICq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1.2=( -51) 40 2-6=(-111) 409 6-3=(0) 328 BC: 2x4 DF #15BTR SPACED 24.0' O.C. 2.3=(-692 269 6-4=1-1111 409 WEBS: 2x4 DF STAND 3-4=(-692) 269 LOADING 4-5=( -51) 40 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. ((SPECIES BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -104/ 737V -149/ 149H 5.50' 1.18 DF ( 625I Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 13'- 10.5' -104/ 737V -149/ 149H 5.50' 1.18 DF ( 625 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M215HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. E LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX MAX TL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' 6-11-04 6-11-04 MAX LL DEFL = 0.002' @ 14'- 10.5' Allowed = 0.100' T T T MAX TL DEFL = 0.002' @ 14'- 10.5' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.213' @ I0'- 2.0' Allowed = 0.561' 12 M-4x4 12 MAX TC PANEL TL DEFL = 0.121' @ 3'- 8.3' Allowed = 0.841' 10.00 V 10.00 3 4.0' MAX HORIZ. LL DEFL = 0.004' @ 13'- 5.0" �� MAX HORIZ. 7L DEFL = 0.007' @ 13'- 5.0" �� 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 �< G C, PRO,r�`rsi 1Nt D7 .-t c ‘t orA 8 c M-2.5x4 M-1.5x3 M-2.5x4 tQ OREGON cam -J N 4 °°ER 6' Q' J. b 1 oTT R. c p.- 6-11-04 6-11-04 f/u/li 1, - ), ( EXPIRES 12/31/11 1-00 13-10-08 1-00 V... Cq4 JOB NAME : BARROWS ROAD ESTATES - Al Scale: 0.4018 • ( .w��*Ask 4' {a1 ;s. WARMNGS: GENERAL NOTES,unless otherwise noted: AI 1.Bulkier and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: A 1 and Warnings before conshuctinn commences. and approval is the responsibiity of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or buss engineer. .510 3.All lateral force resisting elements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 9 Po ry permanent t stall bradn must be designed designer 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fly g gn by goer of complete structure. continuous sheathing such as plywood sheathing(TC)required and/or drywae(BC). /� DATE: 2/22/2011 CompuTrus assumes no responsiMity for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A 17778 �\6(J(! 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '15 'T 'IS7'1"7g'� SEQ. : 47 66033 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. - design loads be applied to any component. and are for"dry conditi on"of use. _ TRANSID: 3049 2 6 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge if / / `�IONAI necessary. Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. • t // 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center _ IIII IIII III IIIII IIII IIIII IIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. foes coincide with joint center lines. 6/10/11 9.Digits indicate size of plate in inches. EXPIRES CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 111 and/or ESR-1311,E R-1988 iTek). This design prepared froth computer input by II 1 1 1 1 1 III , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 7.7' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTA LOAD DURATION INCREASE = 1.15 1-2= -49) 40 2-7=(-363) 571 3-7=(-208) 193 BC: 2x4 OF 416BTA SPACED 24.0' O.C. 2.3='-853) 587 7-6=1-367) 551 7-4=(-127) 459 WEBS: 2x4 OF STAND; 3-4=(-647) 380 7-5=(-182) 199 , 2x6 OF STAND A LOADING LL( 25.0)+DL( 7.0) ONTOP CHORD = 32.0 PSF 5-6=(-842) 589 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT VAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 0'- 0.0' -128/ 810V -188/ 188H 5.50' 1.30 DF 625 C-1.5x4.3 or equal at non-structural 17'- 7.7' -101/ 740V -188/ 188H 5.50' 1.18 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix desi nators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CH18 (or no prefix = CompuTrus, Inc MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTeh M series 8-11-04 8-08-08 Max TL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019" @ 8'- 11.2' Allowed = 0.836' MAX TL CREEP DEFL = -0.035' @ 8'- 11.2' Allowed = 1.115' 4-06-11 4-04-09 4-04-09 4-03-15 MAX HDRIZ. TL DEFL = 0.012' @ 17'- 2.2' 12 M-4x4 12 10.00 Design conforms to main windforce-resist in 10.00 V 4 4.0" system and components and cladding criteria. 4;;„( Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0 Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x x Al1l153 .° M-3x9 M-3x4 C DBE R ' Q~ci- Wedge required at heel(s) OTT R. C IN-IL .1, l l Wall 8-11-04 8-08-08 I EXPIRES 12131/111 y y 1-00 17-07-12 "S R' CqI��, .F+w0*VMS$44+0 JOB NAME: BARROWS ROAD ESTATES B GE1 Scale: 0.3154 , („) A �a �C" WARNINGS: GENERAL NOTES,unless otherwise noted: .' y r 'i 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B G E 1 and Warnings before construction commences. and approval is the responsibiity of the building designer.not the 2.2x4 compression web bracing most be installed where shown u. truss designer or truss engineer. I v • 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 DES. BY: MJ stalIty bracing must be designed by designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 2/22/2011 CompuTms assumes no responsibiAry for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. A 17778,4N 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • T�^T� SEQ. : 4 7 66 03 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. y,�__ TRANS ID: 3 04 92 6 5.CompuTrus ties no control over and assumes no res onrsidiry for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /2 Z J j�� necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 TPI/WTCA in BC51,copies of which will be furnished upon request. Dies coincide with joint center lines. 11111111111111111111111111 p ( ) e.For indicate cnnect of plate sgnvalu [-EXPIRES 6/10/11 C,OnI CompuTrus,Inc.Software 7.6.1 A 1 L-Z 10.For basic connector plate design values see ESR-2529(CompuTrus) 1 and/or ESR-1311,ESR-1988(MiTek). II lllul e i This design pre{l8red from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 7.7' IRC 2009 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 DF#1MBTR LOAD DURATION INCREASE = 1.15 1.2= -491 40 2-7=(-363) 571 3-7=(-208) 193 BC: 2x4 DF#1UBIR SPACED 24.0. O.C. 2-3='-853 587 7-6=(-367) 551 7-4-(-127) 459 WEBS: 2x4 DF STAND; 3-4=(-647 380 7-5=(-182) 199 , 2x6 DF STAND A LOADING 4-5,1-647) 383 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6='-842` 589 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 0'- 0.0' -128/ 810V -188/ 188N 5.50' 1.30 DF 625 Connector plate prefix designators: 17'- 7.7' -101/ 740V -188/ 188H 5.50' 1.18 OF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,MROOK 20HS,M18HS,1116 = ROOK YT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=Lf180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 8-11-04 8-08-08 MAX TL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019' @ 8'- 11.2' Allowed = 0.836' MAX TL CREEP DEFL = -0.035' @ 8'- 11.2' Allowed = 1.115' 4-06-11 4-04-09 4-04-09 4-03-15 MAX HORIZ. TL DEFL = 0.012' @ 17'- 2.2' 12 M-4x4 12 Design conforms to Main windforce-resisting 10.00 V Q 10.00 system and components and cladding criteria. 4 4.0' 4 Wind: 110 mph, h=25ft, TOOL=4.2,BCOL=8,0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MFRS,interior zone, load duration factor=1.6 M-1.5x3 M-1.5x3 •;7,,N A�4e9 PROE��S ���� ��G1N�F�A /O� O cv c !"� 'e ,a 16 • OREGON `. 7 s 6 0 N. .,/ 0 M-2.5x4 M-3x9 M-3x4 �� 04 ER e' v y y L l�1zl1,TR- CPg- 8-11-04 8-08-08 EXPIRES 12/31/11 y l 1 1-00 17-07-12 WEDGE REQUIRED AT HEEL(S). 4�g. C4Af 4� o�w,�sH�,� '� JOB NAME: BARROWS ROAD ESTATES - Bi Sale: 0.3154 t� %, WARMNGS: GENERAL NOTES,unless otherwise noted: y •' 1.Buller and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t '�` Truss: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown.. truss designer or truss engineer. . 3.AN lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chards to be laterally braced at .y• DES. BY: MJ stability bracing must be designed by designer of complete structure. 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). 17778 DATE: 2/22/2011 CompuTrus assumes no responsiNNty for such bracing. 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. '�• �A3ISM7 C SEQ. : 4 7 66035 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. clr,L TRANS ID: 3 04 9 2 6 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes full bearing at all supports shown.Shim or wedge it f/21///' J i•!�7v fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. - 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 __ TPI/W1CA in SCSI.copies of which will be furnished upon request. Ines coincide with joint center fines. IIIIIIIII IIIIIIIIIIIIIII IIIIII III p ( rE 9.Forbandicateszeo/plate in inches. f EXPIRES 6110/11 CGfyl uTfUS,Inc.Software 7.6.1A 1 L 10.For basic connector plate design values see ESR-2529(CompuTms) and/or ESR-1311.ESR-1986(MiTelr). 111111111 • ' ` r This design prepared front computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 DF M158TR LOAD DURATION INCREASE = 1.15 1-2=(-829) 590 1-6=(-368) 542 2-6=(-183) 199 BC: 2x4 DF M15810 SPACED 24.0' O.C. 2-3= -633) 384 6-5=(-368) 542 6-3.1-132) 441 WEBS: 2x4 DF STAND; 3-4= -633) 384 6.4=(-183) 199 2x6 DF STAND A LOADING 4-5= -829) 590 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ ORG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C-1.5x4.3 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -101/ 731V -188/ 188H 5.50' 1.17 OF ( 625) vertical members (uon). REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 17'- 5.0' -101/ 731V -188/ 188H 5.50' 1.17 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2bHS,M18HS,M16 = MiTek Mi series MAX LL DEFL = 0.019' @ 8'- 8.5' Allowed = 0.825' 8-08-08 8-08-08 MAX TL CREEP DEFL = -0.033' @ 8'- 8.5' Allowed = 1.100' f f T MAX HORIZ. LL DEFL = -0.010' @ 16'- 11.5' 4-03-15 4-04-09 4-04-09 4-03-15 MAX HORIZ. TL DEFL = 0.011' @ 18'- 11.5' 1 T T T T Design conforms to main eindforce-resisting 12 M-4x4 12 system and components and cladding criteria. 10.00V N10.00 Wind: 110 mph, h=25ft, TCOL=4.2,BC01=6.0, ASCE 7-05, 3 4.0+ Enclosed, Cat.2 Exp.B, MAFRS, interior zone, load duration factor=1.6 tF\ M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x3 M-1.5x3 .et0 PROF4s CM OA ����5 �siaG%NE . ' "` I,- _ -/ o • OREGON °D 1 Y-3x4 M-3x9 M-3x4 ,5 c ,,,... R 0,N�� v Q y Wedge required at heel(y) -,. �`rP`CL 8-08-08 8-08-08 that'-cpw- 12/31/11 I - 4 1 `-^ 17-05 ,t R= 0444) o JOB NAME: BARROWS ROAD ESTATES - B GE2 Scale: 0.3206 . (e) .OF WAS,0„,,,. .,.. 'C�` WARMNGS: GENERAL NOTES,unless otherwise noted, hT 7" 1.Builder and erection contractor should be advised of as General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B GE2 and Warnings before construction corr.nences, and approval is the responsibiity of the building designer,not the 2.2v4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.AN lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: MJ ry p 2'o.c,and at 10'o.c.respectively unless braced throughout their length by stadfiry bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). DATE: 2/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2o Impact bridging or lateral bracing required where shown•. ' A`17778�O 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 447.Jwl[i.%4e-S-,r SEQ. : 4 766 036 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. ` ri ION A'. ,_ TRANS ID: 3 0492 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1�,/N� necessary. I/21/1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIII IIII II I I 111 11 II II I IIII III TPI CA in SCSI copies of which will furnished upon request. Digs coincide with joint center lines. ) 6/10/11 9,Digits indicate size of plate to inches. EXPIRES CompuTrus,Inc.Software 7.6.1 A 1 L Z 10.For basic connector plate design values see ESR-2529 Co Trus and/or ESR-1311,ESR-1988 a iTek). • I11IIIIIIIII • r • ThiIFIesignBprep prepared from computer input by BC • • LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.0' IRC 2009 MAX MEMBER FORCES 41113/GDF/Cq=1.00 IC: 204 DF #188TR LOAD DURATION INCREASE = 1.15 1-2=(-829 590 1-6=4-368 542 2-6=(-183) 199 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2-3=(-633) 384 6-5=(-388) 542 6-3=(-132) 441 WEBS: 2x4 DF STAND; 3-4=(-633) 384 6-4=(-183) 199 r 2x6 DF STAND A LOADING 4-5=(-829) 590 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. SPECIES Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -101/ 731V -188/ 188H 5.50' 1.17 DF 625)) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 17'- 5.0" -101/ 731V -188/ 188H 5.50' 1.17 DF ( 825) M,M2&HS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0,019' @ 8'- 8.5' Allowed = 0.825' 8-08-08 8-08-08 MAX TL CREEP DEFL = -0.033' @ 8'- 8.5' Allowed = 1.100' n '1 I MAX HORIZ. LL DEFL = -0.010' @ 16'- 11.5' 4-03-15 4-04-09 4-04-09 4-03-15 MAX HORIZ. TL DEFL = 0.011' @ 16'- 11.5' I 1' 1 '' T Design conforms to main windforce-resisting 12 M-4x4 12 system and components and cladding criteria. 10.00v Q 10.00 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 8 Enclosed, Cat.2 Exp.B, MFRS,interior zone, load duration factor=1.6 M-1.5x3 M-1.5x3 �LV� ��GINE6. f0 oT F..: 10 OREGON ". 0 1= `8 -'5 o W �2+ �ca -.1 M-3x4 M-3x9 M-3x4 0' v C0o T 'rR. CP9 y y y f12to 8-08-08 8-08-0e EXPIRES 1� 22/3 111 k l 17-05 WEDGE REQUIRED AT HEEL(S). R• C4 le JOB NAME: BARROWS ROAD ESTATES - B2 Scale: 0.3206 r0�w°�wASk'4b�Q1C WARMNGS: GENERAL NOTES,unless otherwise noted: ." Id �' 1.Balder and erection contractor should be advised of aN General Notes 1.This truss design is adequate for the design parameters shown.Review - Truss: B2 and Warnings before construction commences. and approval is the responsibiity of the buaring designer.not the 2.2x4 compression web bracng mast be installed where shown+. truss designer or truss engineer. .• •3.AN lateral force resisting elements such as temporary and ermanent 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: MJ stall bracing must Ire designed by designer of complete structure. 2'ac.and at 10'c.c.respectively unless braced throughout their length by :y ty 9 9 Y 9 PI continuous sheathing such as plywood required irg(TC)and/or drywall(BC). 17778 DATE: 2/22/2011 CompuTrus assumes no d to any corn for such bracing. 3.2x Impact bridging or lateral bracing required where shown•a• is ,t-, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I 4`�'� 'QV SE Q. : 4766037 fasteners are corrplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 desgn loads be appNed to any component. and are for"dry condition"of use. A a. TRANSID: 3 04 92 6 5.CompuTrus has no control over and assumes no responsiNNty for the 8.Design assumes full bearing at all supports shown.Shim or wedged AL necessary. A J1!I fabrication,handNng,shipment and installation of components. 7.Design assumes adequate drainage is provided. Z I 8.This design is punished subject to the kmitatrons set forth by 8.Plates shah be located on both laces of truss.and placed so their center IMO III II I I IIIII I III II TPI/WTCA in BCSI.copies of which will be furnished upon request. Dies coincide with joint center aces. 9.Digits indicate size of t center to inches. EXPIRES 6/10111 CompuTrus,InaSoflware7.6.1A(1L)-E 10.For basic connector plate design�values see ESR-2529(CompuTrus) andfor ESR-1311,ESR-1988(MiTel). Mil -- RECEIVED FEB 111liek`Y my OFTIGARD POWER TO PERFORM."' BUILDING DIVISION MITek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL11-10 3RD FL Fax 916/676-1909 BARROWS BLDG 2 INSIDE UNIT The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R32773159 thru R32773166 My license renewal date for the state of Oregon is June 30,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see"SPIB Important Notice,Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. P R OFESs ��5 LNG II F'9 /o2 ,11' R s `NG Digital Signature EXPIRATION DATE:06/30/12 February 22,2011 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. 14" OPEN WEB JOIST @ 24" O.C. MARATONAHOMES BARROWS BLDG 2 INSIDE UNIT PL11-10 3RD FL 18-00-00 2/22/2011 4-00-00 , 17-10-00 Products BM3 PIotID Length Product Plies Net Qty I RM1 14-00-00 1x14 OSB Rim Board 1 1 I I I I RM1 I I BM3 I I RM1 8-00-00 1x14 OSB Rim Board 1 1 %`°"" I o FT6 RM1 4-00-00 1x14 OSB Rim Board 1 2 I I o RM1 3-00-00 1x14 OSB Rim Board 1 1 h.v _ A BM3 14-00-00 1 3/4"x 14"LVL 1 2 ii II FT6 BM5 5-00-00 1 3/4"x 14"LVL 1 1 I I m BM4 4-00-00 1 3/4"x 14"LVL 1 1 ill:'i a+ I `I I FT6 BM1 15-00-00 3-112x14 LVL 1 1 I I BM2 10-00-00 5 1/4"x 14"LVL 1 1 7_I I FT6 BK1=BLOCKING ml I RM1=RIM BOARD ACCESSORIES QTY i II �' ® TH0171182 17 Ri :<�. I• x,a. I• 1 x 14 OSB RIM FOR SHEAR BLOCKING 15' II FT .' �I (� HU14 1 T ' '.nn I �=� O 2 x 6 BEARING UCQ1.81/1 MATERIAL 1 ' FT1 r ill SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN II ME I ,. ems — „2 ^ HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. Co ;I� FT ' FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA FLOOR LOADING I d 11 40 LL I 15 DL :, I OP CORD BEARING FILLER DETAIL m• � I � . 111,, FG FT• - I I FT1 I =-1\.1 __Ii FT1 FT1 DOUBLE w? FT1 TOP CORD BEARING _ Zo Fri I ° -RM a Pacdi '•'Lumber . , _ �{ No RM1 — __p & TRUSS l`, COMPANY 6-00 ■ t 14" OPEN WEB JOIST @ 24" O.C. MARATONAHOMES BARROWS BLDG 2 INSIDE UNIT 18-00-00 , PL11-10 3RD FL 4-00-00 , 17-10-00 I 2/22/2011 BM3 -- _ Products I I 0 0 I I PIotID Length Product Plies Net Qty I - I I RM1 RM1 14-00-00 1x14 OSB Rim Board 1 1 M FT6 I I FT. RM1 8-00-00 1x14 OSB Rim Board 1 1 N J RM1 4-00-00 1x14 OSB Rim Board 1 2 9 RM1 3-00-00 1x14 OSB Rim Board 1 1 N FT6 FT4 BM3 14-00-00 1 3/4"x 14"LVL 1 2 BM5 5-00-00 1 3/4"x 14"LVL 1 1 F 6 I I ' T4 BM4 4-00-00 1 3/4"x 14"LVL 1 1 I BM1 15-00-00 3-1/2x14 LVL 1 1 I I FT6 I BM2 10-00-00 5 1/4"x 14"LVL 1 1 BK1-BLOCKING I " I I fill RM1-RIM BOARD ACCESSORIES QTY 5 I� ..1I O THFORSHE 17 I I 1 x 14 OSB RIM FOR SHEAR BLOCKING 15' 5 CO HU14 1 2 x 6 BEARING FILLER MATERIAL 130' :. � © HUCQ1.81/11 2 ^ \e'\�/4 II ---- ! —� SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I aMs �� 3 I Co HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. �J FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA d I o FLOOR LOADING 2 0', 40 LL a, 15 DL 2 A i TOP CORD BEARING FILLER DETAIL a... ,, FG .,�. Iii.- � ' I . -FT1 1► FT1 ' 0 o- FT1 L 0 FT1 DOUBLE •35 TOP CORD BEARING s> FT1 Q vs �& PaciMLumber 6-00 RM1 & TRUSS , COMPANY ,. . .• . . . . . Job Truss Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773159 PL11-10_3RD_FL FG FLOOR TRUSS 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industnes,Inc. Tue Feb 22 14:54:03 2011 Page 1 ID:YaHo311 flQ7b'zvhQXlcCznaKy-G5K7gxn1o10AfUeuTeW46MXhxyW2V83LDUWBuwziWzo 0-6-0 I 1.3-0 II 110'0 I 11-15II 1-2-0 l i__10-6-0 I -}b� Scam•1:30.0 4 5 6 1 1• • 155 I I 1353 I I 1.553 I I 1.5 5 3 1 1 1.5 5 3 1 1 356 I I 456 I I 5. 1 2 3 4 5 e 7 6 9 10 1i:iiIà i ...sr i2 III III - a• as r 26 as 24 23 22 21 20 19 18 17 1.553 I I 3E55= 355= 355= 355= 1.553 I I 1.553 I I 355= 355= 1.553 I I 10-6-0I 10-9-7 111-4-7 111-11x1 17612 17-9-1?I 0.6-0 10-3-7 0-7-0 0-7-0 5-4-5 66-0 Plate Offsets(X,Y): (1:0-3-0,Edgel,(10:0-1-8,Edgel.111:0-1-8.Edael.f16:0-3-0.Edael,(18:0-1-8,Edgel.127:0-1-8,Edael LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.11 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.18 22-23 >999 360 BCLL 0.0 Rep Stress Inc: NO WB 0.37 Horz(TL) -0.03 16 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=459/0-5-8 (min.0-1-8),16=459/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-593/0,2-3=-941/0,3-4=-938/0,4-5=-1472/0,5-6=-1472/0,6-7=1767/0,7-8=-1767/0,8-9=1845/0, - 9-10=1845/0,10-11=-1673/0,11-12=145810,12-13=-1458/0,13-14=-939/0,14-15=-942/0,15-16=-592/0 BOT CHORD 26-27=0/593,25-26=0/1232,24-25=0/1647,23-24=0/1825,22-23=0/1673,21-22=0/1673,20-21=0/1673, _ 19-20=0/1232,18-19 0/592 WEBS 2-27=-416/0,1-27=0/728,15-18=-418/0,16-18=0/727,2-26=0/458,4-26=411/0,4-25=0/336,10-23=47/302, 15-19=0/459,13-19=410/0,13-20=0/316,11-20=502/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard -S-- PR OF � Ss . - .. 9r 1.: P'OR =Os �cg -9'. - ,•, 4' ARS-11\4C? Digital Signature C EXPIRATION DATE:06/30/12 February 22,2011 4 4 0 WARNING Ver,tni design parameter,cued READ moms ON THIS AND INCLUDED)J ER-REFERENCE PAG*M71 7473 nee.10.'08 BEFORE USE. � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown " is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi l7 ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding --- fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/Tell Quanta,Criteria,D5I.89 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information avalable from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 • Job Truss Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773160 PL11-10_3RD_FL FT1 FLOOR TRUSS 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 14:54:04 2011 Page 1 ID:1 L23V74kgS8hjQODW9bIcFztkZl-kl uV2HoB291 GeD4OL1 Jea3o7LIrETvVR8GkRMzi Wzn 0-so 1 1-30 I I I 2-6-0 1 of 113I 1F.2.0 I I 1.1-1 01- 0-I I 1-3-0 1 . 5ak"1:30.0 • 5.I I sse= 1.623 I I .4= 1.5x3 I I .4= 1.533 I I 6x6= 5s6 II 1 2 3 4 5 6 7 e3x4 9 10 I1 12 • • to i!Si' laW111,11, 011IbMi iiwri. ii„,„0„,„;_iiial ria I lir.'A I - 21 20 16 1e 17 16 16 14'5= 13 1 533 I I 4x5= 3.10= Le= 1.54 I I 1.543 II N10= 1.5s3 II 11.11.11 06-0 10-3-11 0-7-0 0-7-0 5• 1 0.6-0 Plate Offsets(X.Y): It:0-3-0,Edge1,12:0-1-8,Edae1,f7:0-1-8,EdaeI,18:0-1-8,Edgel,111:0-1-8,Edoel.112:0-3-0,Edde1,114:0-1-8,Edael,120:0-1-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.24 17-18 >831 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.39 18-19 >514 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.05 12 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + REACTIONS (lb/size) 1=918/0-5-8 (min.0-1-8),12=918/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1154/0,2-3=-2713/0,3-4=-2710/0,4-5=2710/0,5-6=-370010,6-7=-3700/0,7-8=-3318/0,8-9=-2647/0, 9-10=2647/0,10-11=-2649/0,11-12=-1182/0 BOT CHORD 19-20=0/1154,18-194/3536,17-18=0/3318,16-17=0/3318,15-16=0/3318,14-15=0/1182 • WEBS 2-20=799/0,1-20=0/1416,11-14=-799/0,12-14=0/1451,7-17=-285/0,8-16=0/277,2-19=0/1661,5-19=-891/0, 5-18=0/335,6-18=329/0,7-18=-441696,11-15=0/1563,8-15=1001/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P1 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard C� \� 3I N O��s`/0 2 Or . SRS. \N Digital Signature EXPIRATION DATE:06/30/12 February 22,2011 I • Q WARNJMI Verify d41ugn paminetea and READ NOTES ON 771/S AND INCLUDED miTEK REFERENCE PAGE'7473 rev.10.5)8 BEFORE USE. tale Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding +_ .... fabrication.quality control,storage delivery,erection and bracing consult ANSI/TPI1 Quality Criteria.DSB•89 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type ' Qty Ply BARROWS BLDG 2 INSIDE UNIT • R32773161 PL11-10_3RD_FL FT2 FLOOR TRUSS 3 1 Job Reference(optional) ' Pacific Lumber 8 Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 14:54:05 2011 Page 1 10:1 L23V74kgS8h)QODW9bIcFztkZl-CURtFdpHyMHuuooGa3YYBnc151Bcz?Sego?IZOZiVVZm 0-6-0 I 2-6-0 I I 1-13 I 1-2.0 I I 1-1.1 I I--1 I 1-3-0 { Scale•1.22.9 • 1513 II 314= 1.513 II 3x4= 1.5x3 II 5x6 II 456 II • 1 2 3 4 5 axe= 6 7 8 9 • • e e • • • A •1, 15 14 13 12 11 3x5 10 Ila.. 356= 1.5x3 I I 1.553 I I 358= 1.553 I I axe= 6-7-11 13-1-1 2 7 10 0 9 7I 130-.76.-;2 6-7-11 5-4-1 Plate Offsets(X,Y): f4:0-1-8,Edgel,(5:0-1-8,Edgel,18:0-3-0,Edgel,f9:0-3-0,Edgel.111:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.16 15-16 >984 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- • REACTIONS (lb/size) 9=716/0-5-8 (min.0-1-8),16=716/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-2186/0,3-4=-2186/0,4-5=-2194/0,5-6=-1907/0,6-7=-1907/0,7-8=-1912/0,8-9=-911/0 _ BOT CHORD 15-16=0/1457,14-15=0/2194,13-14=0/2194,12-13=0/2194,11-12=0/911 WEBS 8-11=-617/0,9-11=0/1119,2-16=-1573/0,2-15=0/787,4-15=-276/202.8-12=0/1063,5-12=-544/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION.Do not erect truss backwards. LOAD CASE(S) Standard ..,C? , 4--,9 s-lo �� 2-57 Ip( ;0( • 16.. 'E/ C;� " Rs.'0 Digital Signature EXPIRATION DATE:06/30/12 • February 22,2011 B r ®WARNING Verify design parameter,and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fIIi 747:0 rer,10'08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component. 1111 I Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is-he responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available tram Truss Plate Institute.281 N.Lee Street,Suite 312.Alexandna.VA 22314. Citrus Heights.CA.95610 • Job Truss (Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773162 PL11-10_3RD_FL FT3 FLOOR TRUSS 2 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7,250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 14:54:06 2011 Page 1 ID:1 L23V74kgS8hjQ0DIA9blcFztkZI-gg?FTzpvjgPIWyNT8m3nk?9Cg9XxiSInvSIrVFziWzl 0-6-0 I 2-6-0 I i 1-2-7 I I 1-2-0 I I 1.1-1 i i--t I 1-3-0 I Style=1.226 1 553 I I 354= 1.553 I I 354= 1.553 I I 556 I I 456 II 1 2 3 a 5 354— 6 7 6 9 111: 15 14 13 12 11 3x5 10 356= 1 553 I I 1 553 I I 356= 1.553 I I 354= 6-6-15 7-1-15 I 7-8-15 I 13-1-0 1137-0 I 6-6-15 0-7-0 0.7-0 5-4-1 0-6-0 Plate Offsets(X,Y): 14:0-1-8,Edgel,(5:0-1-8,Edge(,f8:0-3-0,Edge],f9:0-3-0,EdgeL f11:0-1-8,Edgef LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.16 15-16 >990 360 BOLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=713/0-5-8 (min.0-1-8),16=713/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2168/0,3-4=-2168/0,4-5=-2174/0.5-6=-1895/0,6-7=-1895/0,7-8=-1899/0,8-9=-907/0 BOT CHORD 15-16=0/14.49,14-15=0/2174,13-14=0/2174,12-13=0/2174,11-12=0/907 WEBS 8-11=-614/0.9-11=0/1113,2-16=-1564/0,2-15=0/777,4-15=-272/204,8-12=0/1054,5-12=-535/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/IT-PI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION.Do not erect truss backwards. LOAD CASE(S) Standard ,,,71(? -37 16-- O° 4/ a OREG• 21R S \N Digital Signature • EXPIRATION DATE:06"30.12 February 22,2011 9 1 I ®WARNING Verify deae_an parameters a,sd REAL)NOT£S ON TIUS AND INCLUDED MITER REFERENCE PAGE MI 7473 rev.IO 108 BEFORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additiond temporary bracing to insure stability during construction is the responsibillity of the Mi lT ek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crited°.065.89 and SCSI Building Component 7777 Greenock Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Aesandna,VA 222314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773163 PL11-10_3RD_FL FT4 FLOOR TRUSS 7 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro.Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 14:54:06 2011 Page 1 ID:1 L23V74kgS8hjQ0DW'9blcFztkZI-gg?FTzpvjgPI WyNT8m3nk?9Fm9d4iZ5nvSIrVFzi Wzl u6 11 346 I1 0.6.0 1 0-9-0 2 I 10-2-53 1.541111 1.2-0 4 I jx4= 0.7-7 5 1.543 II auN•1:10.8 . \ \ . � v - x 154 II a0-= tms II 163 II 10 9 e 7 , 394= I 0-6-0 I 1-10-5 I 2-5-5 I 3-0-5 I 3-10-12 I 0-6-0 1.45 00--0 0-7-0 0-10-7 Plate Offsets(X.Y): 14:0-1-8,Edoel.f9:0-1-8,Edriel LOADING(psf) SPACING 2-0-0 I CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins, BOT CHORD 4 X 2 DF No.1&Btr except end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=180/0-5-8 (min.0-1-8),6=180/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - NOTES 1)Unbalanced floor live loads have been considered for this design. • 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard c.:3...aGPNLc fi��ss/�,2 CC 16:::: r �r i i ...." - '. ORE j Digital Signature EXPIRATION DATE:0610'12 , February 22,2011 4 i A WARNING Ve ni design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE M 7470 res.10'08 BEFORE USE. ��r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown NIA' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi iek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,551-89 and BCSI Building Component 7777 Greenback Lane,suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773164 PL11-10_3RD_FL FT5 FLOOR TRUSS 3 1 Job Reference(optional) • Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries.Inc. Tue Feb 22 14:54:07 2011 Page 1 ID:1 L23V74kgS8hjQOD W9blcFztkZl-9sZdgJgYUzXc76yfi UaOGChNaZt8Rv_x76UP1 hziWzk 0-6-0 I 2.6-0 I 1 1-2.11 1 i 1-2-0 1 ---1 I 1-30 I same.1:729 • 1553 I I 354= 1.5 5 3 1 1 354= 1.553 I I 556 I I 456 II 1 2 3 4 5 394= 6 7 6 9 • • Y �� ii ■-• at Y ���—wed P. 15 14 13 12 11 355 10 356= 1353 11 1.553 II 356= 1.563 II 394= I 6-7-3 17.2-3 i 7.9-3 I 13-1-4 113-7-4 I 6-7-3 0.7-0 0-711 5-4-1 0-60 Plate Offsets(X,Y): 14:0-1-8,Edael.f5:0-1-8,Edael,18:0-3-0,Edgel,19:0-3-0,Edael.111:0-1-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.16 15-16 >988 360 BCLL 0.0 Rep Stress Inc: YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=714/0-5-8 (min.0-1-8),16=714/0-5-8 (min.0-1-8) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2174/0,3-4=-2174/0,4-5=-2180/0,5-6=-1899/0,6-7=-1899/0,7-8=-1904/0,8-9=908/0 BOT CHORD 15-16=0/1452,14-15=0/2180,13-14=0/2180,12-13=0/2180,11-12=0/908 WEBS 8-11=-615/0,9-11=0/1115,2-16=-1567/0,2-15=0/780,4-15=273/203,8-12=0/1057,5-12=-538/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard <(-�E� PROSe �\� LNG) FA) /0„9 •/r*4 O r Tom'” •. T C,yRS �`NC? Digdal Signature EXPIRATION DATE:06/30/12 - February 22,2011 • • 0 WARNING Verify design parameters and READ NOTES ON 777IS AND INCLUDED MITER REFERENCE PAGE MU 7473 rev.10 108 BEFORE USE. it Design valid for use only with Mifek connectors.Thb design is based only upon parameters shown.and is for an individual building component. rill Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown " is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ,M1je'( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding --- fabrication.quality control,storage,delivery,erection and bracing consult ANSI/TPII Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intomiatlon available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandna,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply T BARROWS BLDG 2 INSIDE UNIT R32773165 PL11-10_3RD_FL FT6 FLOOR TRUSS 4 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries.Inc. Tue Feb 22 14:54108 2011 Page 1 ID:1 L23V74kgS8h1QOD W9blcFztkZI-d370ufrAFHfTIFXrFB5FpQE S4z8gAID4MmEya7 zi Wz) I 2-6-0 I I 1-2-j1 I I 1-2-0 I I 1-0-0 I 1 2-0-0 I 2-0-0 - scale=122 4 1 553 II 1 553 II 344= 1.553 II 1,553 II • 3■9= 3 4 5 354= 6 7346 5 • y Y III II Ili . r 14 13 12 11 10 9 3410= 1.553 I I 1.553 II 358= 345= 354= QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 6-7-3 t 7-2-3 l 7-9-3 { 13 2-0 6.7-3 0-7-0 0-7-0 5-4-13 Plate Offsets(X,Y): 14:0-1-8,Edgel,15:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.16 12-13 >990 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.21 12-13 >742 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=717/Mechanical,9=717/Mechanical Max Upliftl4=-141(LC 7),9=-88(LC 8) Max Grav14=1186(LC 3),9=1186(LC 2) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1153/1153,2-3=-3300/0,3-4=-2841/0,4-5=-2502/0.5-6=-2525/0,6-7=-2842/0, - 7-8=-928/928 BOT CHORD 13-14=-219/2614,12-13=0/3030,11-12=0/2502,10-11=0/3021,9-10=-58/2150 WEBS 4-12=468/386,5-11=-429/495,2-14=-2820/484,2-13=-626/1987,3-13=-392/138, 4-13=-1457/1379,7-9=-2407/271,7-10=-431/1816,6-10=-366/220,5-10=-1655/1157 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=tb) 14=141. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 450 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-2-0 for 450.0 plf. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ���5E 0 P R OFE„ G, tiNGINE•R /o vpir_...."1.1, -(:, •R E'! �0) � FM• r2� ��.-1, Digital Signature EXPIRATION DATE:06/30/12 , February 22,2011 I t A WARNING Verify desert parameters and READ NOTES ON THIS AND INCLUDED IBTER REFERENCE PAGE MIi 7473 res.10'08 BEFORE USE. mil Design valid for use only with MiTek connectors.This design 6 based only upon parameters show,and is for an individual building component. _ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Miff erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding r.i4v,44 re,...Fir-iii.- fabrication.quality control storage.delivers.,erection and bracing,consult ANSI/TPB Quality Criteria,096-89 and BCSI Building Component 7777 Greenback Lane.suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street.Suite 312.A enandno,VA 22314 Citrus HeglIts,CA,95610 Job Truss Truss Type Qty Ply BARROWS BLDG 2 INSIDE UNIT R32773166 PL11-10_3RD_FL FT FLOOR TRUSS 2 1 Job Reference(optional) • Pacific Lumber&Truss Co.,Hillsboro.Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 14:54:04 2011 Page 1 ID:1 L23V74kgSBhjQOD W9blcFztkZl-kluV2HofB291 GeD4OL 1 Jea3sl Lr7EX4VR8GkR MziWzn 0-e-o 26-0 I 1'S3 1 1 1-2-0 1 I i I-I 1 1-3-0 1 • SnN•1'.23.2 • 1.553 11 3x5= 1.5x3 11 3x4= 1.5x3 11 5x8 II 4x6 11 1 2 3 4 5 3,4= 6 7 8 9 • • Ir ;1 1 •••••Wilippoo �� r W r MImaw∎wn� 10-41 IiiiPli/ 11011Prili• 01.12 II 11■1 1..►, 15 14 13 12 II 3'5_ 10 356= 1.533 11 1.50 II 1.8= 1.553 11 354= 6-9-11 7.4.11 7-11-11 13-3-12 113-9-12 I 6-9-11 1 0 7 0 I a7 0 I 5-4-1 os0 Plate Offsets(X,Y): 14:0-1-8,Edgel.15:0-1-8.Edoel.18:0-3-0.Edael.f9:0-3-0.Edoel.f11:0-t-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.16 15-16 >967 360 BCLL 0.0 Rep Stress Ina: YES WB 0.58 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=725/0-5-8 (min.0-1-8),16=725/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2233/0,34=2233/0,4-5=-2247/0,5-6=1940/0,6-7=-1940/0,7-8=-1945/0,8-9=-924/0 - BOT CHORD 15-16=0/1479,14-15=0/2247,13-14=0/2247,12-13=0/2247,11-12=0/924 WEBS 8-11=625/0,9-11=0/1134,2-16=-1597/0,2-15=0/814,4-15=-287/199,8-12=0/1085,5-12=-570/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard P R Op ,s0k ess NG l F i 0 C. 2� p 1i■,z e r- ' 5 ar- G., 9/T � 4 v � _ R s-I�� Digital Signature 1 EXPIRATION DATE:06/30/12 J February 22,2011 mom a WARNING Vert&design paramders and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII7473res.1008 BEFORE USE. �' Design valid for use only with Milek connectors.This design is based only upon parameters shown.and is for an individual guiding component. • Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addeiona temporary bracing to insure stabikly during construction is the responsibillity of the MiTek' erector.Addtionol permanent bracing of the overat structure is the responsibility of the building designer.For general guidance regarcing fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Googly Criteria,DS8-e9 and ICSI loading Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Sfreet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4" Center plate on joint unless x,y r offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury 1� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) III MAL aApnd fply ull py lates embed to both sides teeth- of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. 0 T 2. Truss bracing must be designed by an engineer.For -4 6„ 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator IMIIEME bracing should be considered. .411. 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. o' p O 4. Provide copies of this truss design to the building III For 4 x 2 orientation,locate ILlipiffiliil designer,erection supervisor,property owner and plates 0-'nt'from outside o U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 ,_O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purtins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is instated,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. ■MM reaction section indicates joint IIII=11 EN number where bearings occur. IIIIIIIII NMI lit 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: project engineer before use ANSI/TPI l: National Design Specification for Metal 19.Review al portions of this design(front,back,words Plate Connected Wood Truss Construction. MiTek and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. • BCSI: Building Component Safety Information, p 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'”' ANSI/TPI I Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10-'08 i 4 • t * a • 11 * • • 11 • ROSEBURG FRAMING SYSTEM 1 1 1:1,1,1='` NURC WIRER COMER Twee plans EN the Antra Pry copyrryptarl mete FraRra?Lauri,PIKER LorEer CORN,PO t r a ucttty engineered 1492019 poducH 10 RIGIDLANILVL RIGIDRIM 4114 '":,:s9..'ttle...17:;7*Pora Tna Dam nary net Oa reryae•Pe ex,sx m...tor,II.wittote written peontrykan r ram Iryaele Loreto? •-•*"....kk's--.. ''.-- ..' Donparry..ARE•attorAcopolets to and atpwrotp d De pa,Mr or Pater p9Sret try any ass• poarral woe.,other Dan Pat Illa Lorber Cow,la strictry deal:Mee Yr...Rho/Fed ote d 011 ''.....'.' 1-'1 SW:ya.: COf OM1I co°woe pRrra Ft...W..0N,mor.me coo.r4.1 AO.X,No...ses vaxn.x.txot.ouse per..el up L1.20 022 Oar Edit PAIreatal rtne11100000 per Peat MNPFIE PM. 410PN.RFP1 JQIST 111,1 . 1..,s min..i eNvrea rwiii,i Val 6.1041,CaaalTOLUATIOM a(21I11SAG rap Apirt. PIVON mores. 0 POST LOAD TRANSPER DETAl.,. a•S I)VERIFY ALL PR AMIN&CONDITIONS 1415 FLOOR STEMMA WAS 2)ALL FOOT065 PER 125516NER5 PLAN ,ESISNED TO MEET OR (UNLESS NOTED 0 TNERMSE) EXCEED THE LIVE LOAD 9/ALL BEAMS PER DESISNEISS PLAN JEFLEGTIONCRIFEMA (UNLESS NOTED 0 TNERP115E) 25 LI.60 LOTS 1 0- 1 5 .,SSE CAUTION PIHEN CUTTING FOR PLLIM13■146 CLAS2LM2EGIS 5)PROVIDE PROPER SUPPORT At mu. of DEAD LOAD SMEARINALLS 7 .opsf LIVE LOAD .2p61 DEAD LOAD ROO a 1,240.411 2 500 LIVE LOAD 1 196.DEAO LOAO El 1 R I 1 . .15 J5 1 atorteiNVIrlat ? PL 1 1-1 0(LOTS 1 0-1 5)MAIN J5 14AN2A190.9•5 ? trek• raatael• ribltx Dep. •r-area at.-Cot LIE Tot Lth El, RIDOLara LVL 1 5V• 11 9/0 20E 2 4 111.. (2 IJ3 Q S2 Rgellom LvL 1 5/• 1 t 7/6 27T 2 6 12 0 . 1.2423 re B T1 53 legelLam LVL I 5/4 11 7/5 205 1 15 ID 0 J1 a 54 RatelLam Lt., 9, 1/2 F 1/2 2 OE 1 ' BS Fig.,.Lvl. 3 I/2 1 I 1/5 20E I . • BD ri A RD Rgia-Aon LvL S 1/4 11 7/5 205 / 1• 14 Ct RI 05(3RP 1 1/5 11 1/6 10 12 120 ''' la 1 LF) ' :. J t 29 J3 R■.7 i' a wOR 1 R?ERROR LVL Ii PEE PLA00 9, RCN?,Ad, Acermerim oi 1 m401151,■ ._ 112 71102011S try NV50412 144 1161.19550/12 HS M1T110.5 tor911-1911,58 START FRA141H6 / HERE 5 1/4 11 7/6 20E 1 14 14 2 1/16 11 1/6 2 1/14 1 i Y.,. 1 1 A q5 II 1111 254 2 2 1 2 START FRAMING , , - : 9 41 J1 J1 J5 R 52 J9 ais Fa-A-- __ IL il 11 . J a ''.fir , , ■ ref.:0,3.1214in' I 1 I REFERENCE INSTALLATION GUIDE FOR ALL FRAMERS DETAILS AND I-JOIST INFORMATION I I Pacifi \\Lumber & TRUSS r— COMPANY LE6EIVA 0--MAN6Elt CALLOVT PLAN DES BARROMS ROAD ESTATES cg •SEPTORT545 rosT CuSTOMER MARL..HOMES PLAN Nt54,5CR- EKALG4NE.2 ( I3) -POST LOAD ABOve MAIN) PLAN DATED- 12/30/10 15 •8.550.415P PL 1 1-10 PC51614 FIRM, MARK BUTLER LB .LYL BLOCKINS ■ 02R LOCA110ma LE. -JOIST BLOCKING PORSATENTRPETTA1 Eiir DESION818: J -JOIST CALLOJT ...=:g.T41..Witrnr, KAMISELIMOOD 8 •BEAM(1.1.1/514 w/JO1ST) f1o91•e L s NOR•HEADER Mem.seLor■JOIST/ MAIN FLOOR JOIST LAYOUT ....... DATE 2/0/1 1 6045 OM...lux.eLxx sac•Rem.BY OTHERS SCALD 1/4"•i.e n.worn atexcx■.'I I 2 . 003.}5-4••0 SHEET.2 OT 0 .._® RECEIVED FEB 24 �� '.1 • CITY OF TIGARD Mile k BUILDING DIVISION POWER TO PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL11-10 3RD FLO Fax 916/676-1909 BARROWS BLDG 2 OUTSIDE UNIT The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: 832772592 thru 832772600 My license renewal date for the state of Oregon is June 30,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. 9V PR OPe �\c� LNG I N `S 1 • )^4.OREG• M: � S `‘G Digital Signature EXPIRATION DATE:06/30/12 February 22,2011 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r� Dimensions are in ft-in-sixteenths. I i (Drawings not to scale) 11•1111k and f Apply ully plates to embed both sides teeth. L of truss Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. O_T/T Q, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. 3MIIEM F� 4 3. Never exceed the design loading shown and never 0(Q)_ stack materials on inadequately braced trusses. 16,111iintric p c 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'na' from outside all other interested parties. 0 edge of truss. C7-8 c6-7 C5-6 1(12=5- 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI/TPI 1. oNIMMINIIO connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not appicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and ICC-ES Reports: in all respects,equal to or better than that '.'-',FA' Indicated by symbol shown and/or ESR 131 1,ESR-1352,ER 5243,96048, specified. by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. • • 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 ® ( number where bearings occur. MI NMI�y 17.Instal and load vertically unless indicated otherwise. ` 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: Notional Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. rj1 iTele is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with . Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10-'08 MARATONA HOMES 14" OPEN WEB JOIST @ 24" O.C. BARROWS BLDG 2 OUTSIDE UNIT P111-10 3RD FLO 2/22/2011 18-00-00 4-00-00 1 Products 11 0 0 PIotID Length Product Plies Net Qty BM3 RM1 25-00-00 1x14 OSB Rim Board 1 1 I RM1 14-00-00 1x14 OSB Rim Board 1 1 I I RM1 8-00-00 1x14 OSB Rim Board 1 1 RM1 I I' BM3 H I RM1 5-00-00 1x14 OSB Rim Board 1 1 I I FT7 N RM1 4-00-00 1x14 OSB Rim Board 1 2 I I ° RM1 3-00-00 1x14 OSB Rim Board 1 1 z BM3 14-00-00 1 3/4"x 14"LVL 1 2 � BM5 5-00-00 1 3/4"x 14"LVL 1 1 I, ■. I I j, _ , BM4 4-00-00 1 3/4"x 14"LVL 1 1 • I I BM1 15-00-00 3-1/2x14 LVL 1 1 I I BM6 8-00-00 3-1/2x14 LVL 1 1 I . ,J I FT7 BM2 10-00-00 5 1/4"x 14"LVL 1 1 I I BK1=BLOCKING '�� - '..�, I° y RM1=RIM BOARD 11 I ACCESSORIES QTY I • " I` I n TH0171182 21 11 I I 1 x 14 OSB RIM FOR SHEAR BLOCKING 17' 2 x 6 BEARING FILLER MATERIAL 60' ' °—' F I 1 HUCQ1.81/11.88 2 II I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN BM5 si FT - . HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. e II ©3,_ FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA] o R LsAD N FLs•40 LL ' 15 DL O. I OP CORD BEARING FILLER DETAI I 4 � FG ,.....-^-,_, IS. • \ I 4 FT1 4;►, I FT1 I • lu-432r. • o I1 FT1 2 I FT1 W 2 DOUBLE I 13 z s TOP CORD BEARING _ Flt I m4 all "O I RM1 u i �o Pacifia\Lumber PaciII -Luniber rc F v RM1 I 6-00 & TRUSS COMPANY 1. 4-00-00 14-00-00 } MARATONA HOMES 14" OPEN WEB JOIST @ 24" O.C. BARROWS BLDG 2OUTSIDE UNIT PL11-10 3RD FLO 18-00-00 2/22/2011 4-00-00 0 Products BM3 PlotiD Length Product Plies Net Qty RM1 25-00-00 1x14 OSB Rim Board 1 1 • I I I I RM1 14-00-00 1x14 OSB Rim Board 1 1 I I BMa 11 RM? RM1 8-00-00 1x14 OSB Rim Board 1 1 q FT7 I 4 RM1 5-00-00 1x14 OSB Rim Board 1 1 ry q I 5 RM1 4-00-00 1x14 OSB Rim Board 1 2 N. - q - "Imo= a RM1 3-00-00 1x14 OSB Rim Board 1 1 I BM3 14-00-00 1 3/4"x 14"LVL 1 2 m BM5 5-00-00 1 3/4"x 14"LVL 1 1 I ' 1 BM4 4-00-00 1 3/4"x 14"LVL 1 1 BM1 15-00-00 3-1/2x14 LVL 1 1 FT7 � • I BM6 8-00-00 3-1/2x14 LVL 1 1 :, �, I BM2 10-00-00 5 1/4"x 14"LVL 1 1 la I m BK1=BLOCKING I I I RM1=RIM BOARD ACCESSORIES QTY I I I QA TH0171182 21 �M,..« '�-,." 1 x 14 OSB RIM FOR SHEAR BLOCKING 17' 111 ill © HU14 1 2 x 6 BEARING FILLER MATERIAL 60' FT1 `—II © HUCQ1.81/11.88 2 EN. II 1 BMS SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN T3 HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. II B I• B,- FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA T3 b o FLOOR LOADING It a NW T2 0 40 LL 15 DL 2 •'# OP CORD BEARING FILLER DETAI• T2 Ie. FT1 5 � '11= we FT1 ro - O FT1 0 L 1e1— , FT1 p i DOUBLE FT1 TOP CORD BEARING _ RMI 6-00 ` 14-00-00 1 4-00-00 1 & TRUSS •\: COMPANY • Job Truss Truss Type Qty 'Ply BARROWS BLDG 2 OUTSIDE UNIT R32772592 PL11-10_3RD_FLO FG Floor Truss 1 1 Job Reference(optional) Pacific Lumber&Truss Co..Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 13:33:40 2011 Page 1 I D:YaHo3I I_fiQ7b?zvhOXlcCznaKy-_EPgboOkFtN VX IRx0DU47H GLJm ItzlxRAdiT7zziY99 0-6-0 ,_.1:2 _,-0 �a7 11 1-2-0 I °F 7-5_ ,_I I I-�0� 4 Seel•1:29.6 444= 3x4= 344= 354= 344= 444= 355= 356 II 5x6 1I 1 2 3 4 5 6 7 6 9 1D 11 12 13 14 15 16 17 18 Q III IIIIIII�_Mr I; I IIIMI b Mat, e e 2.' 27 26 25 24 O 22 21 23 19 3x4= 4x6= 345= 3x5= 3x5= 344= 4x4= 116= 4x6= 10-9-7 111-0.7 1-11.71 17-3-12 117-9-121 10-9-7 0-7-0 0-7-0 5.4-5 0.6.0 Plate Offsets(X,Y): (18:0-3-0,Edgef,(22:0-1-8,Edgel,123:0-1-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.26 23-24 >780 480 MT20 220/195 TCDL 10.0 i Lumber Increase 1.00 BC 0.97 Vert(TL) -0.41 23-24 >498 360 BCLL 0.0 I Rep Stress Incr NO WB 0.76 Horz(TL) 0.01 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=945/0-5-8 (min.0-1-8),28=945/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1692/0,3-4=-1692/0,4-5=-2901/0,5-6=-2901/0,6-7=-3627/0,7-8=-3627/0, 8-9=-3902/0,9-10=-3902/0,10-11=-3495/0,11-12=-3495/0,12-13=-3495/0, 13-14=-2519/0,14-15=-2519/0,15-16=1222/0,16-17=-1229/0.17-18=-1222/0 • BOT CHORD 27-28=0/908,26-27=0/2353,25-26=0/3320,24-25=0/3826,23-24=0/3840,22-23=0/3495, 21-22=0/3047,20-21=0/1878 WEBS 18-20=0/1500,11-23=-47/253,12-22=-573/0,2-28=-1272/0.2-27=0/1099,4-27=-925/0, 4-26=0/767,6-26=-588/0,6-25=0/430,8-25=-278/0,10-23=-621/68,15-20=-918/0, 15-21=0/898,13-21=-740/0,13-22=0/946 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 4)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��, PR OFFS �N. .NG1 N>�� On 1.6:"0? -. �1' Ve •REGG1• MF'. S•- \\-. � Dighal Signature EXPIRATION DATE:06130'12 February 22,2011 4 B Q WARNING V e ify design parame4'ern and READ NOTES ON THIS AND INCLUDED DIITEA REFERENCE PAGE MI!7473 rev.10 09 BEFORE USE. " Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. _ Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding --- ----• fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 2231. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772593 PL11-10_3RD_FLO FT1 F_OOR TRUSS 6 1 Job Reference(optional) • Pacific Lumber 8 Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries.Inc. Tue Feb 22 13:33:41 2011 Page 1 ID:1 L23V74kgS8hjO0DW9bIcFztkZl-SOyCo7QMOBVM9S08_x?JgVpZ1Ae7iB7bOHS1fPziY98 0-6-0 I 2-6-0 I 1-2-0 I 1-1-1 F-----i 1�}� Sale=1.3].0 t 553 II 1.553 I I 358= 1.553 I I 354= 555= 1 553 I I 656= 556 I I 1 2 3 9 5 6 7354= 8 9 10 11 I / II 17 16 15 14 1346= 12 34= 356= 1.553 II 1.553 II 3510= 1.553 II 556= 11-11-11 i 10-9-11 Al<11I 1 17.3-12 17-9.171 10.9-11 '0-7-0 0.7.0 5-4.1 ObC Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Eddel,(10'0-1-8,Edgel.111:0-3-0,Edael,113:0-1-8.Edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.27 17-18 >773 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.44 17-18 >472 360 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) 1 Weight:84 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 4 X 2 DF No.18Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:16-17,15-16. REACTIONS (lb/size) 11=945/0-5-8 (min.0-1-8),19=945/0-5-8 (min.0-1-8) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3319/0,3-4=-3319/0,4-5=-3800/0,5-6=-3800/0,6-7=-3458/0,7-B=-2750/0,8-9=-2750/0,9-10=-275210, 10-11=-1218/0 BOT CHORD 18-19=0/2015,17-18=0/3881,16-17=013458,15-16=0/3458,14-15=0/3458,13-14=0/1218 WEBS 10-13=-824/0,11-13=3/1495,6-16=-505/0,7-15=0/287,2-19=-2175/0,2-18=0/1407,4-18=-607/0,4-17=-253/254, 5-17=-546/0,6-17=0/1086,10-14=0/1635,7-14=-1038/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard csc° PR°FFs ti 16p%�T , r"• • A T 'LiRSI.\N Digrtal Signature EXPIRATION DATE:06/30112 - February 22,2011 t I ®WARMNG Vn'tfy drssge parameters and REM)NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMIi 7473 ree.20"08 BEFORE USE. --• Design void for use only with MiTek connectors.This design is based only upon parameters shown.anc is for an individual building component. Applicability of design oaramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity cf the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -ev.iira-----Mare ma fabrication,quality control.storage.delivery.erection and bracing.consult ANSI/TPIt Quoltiy Criteria,DSB-e9 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street Suite 312.Alexandna,VA 22314. Citrus Heights,CA,95610 Job :Truss ITruss Type Oty :Ply BARROWS BLDG 2 OUTSIDE UNIT R32772594 PL11-10_3RD_FLO FT2 (FLOOR TRUSS 3 1 1 Job Reference(optional) t Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 13:33:42 2011 Page 1 10:1 L23 V74kgS8hjOOD W9blcF ztkZl-wcWaOTR_nVdDmcbKYeWYDiMpFa6FRiTkdxBaC rziY97 0-6-0 2a° 1 I 1-3-3 I I 1-2-0 I I 1-1-1 I 1- I f- 1-3-0 - Snot:1:229 1.5,3 II Ara= 1.553 11 354= 1.553 11 5x6 II 4x6 II 1 2 3 4 5 3 . M El I pra . • / 1,1117411 15 14 13 12 11 3x5 10 356= 1.543 11 1.553 11 348= 1 553 II 354= 6-7-11 1 7-2-11 1 7-9-11 i 13-1-12 113-7.12 I 6-7-11 0-7-0 0-7-0 5-4-1 0.6-0 Plate Offsets(X,Y): 14:0-1-8,Edgel,15:0-1-8,Edgel,f8:0-3-0,Edgel,19:0-3-0,Edgel,(11:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.16 15-16 >984 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) I Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 OF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 9=716/0-5-8 (min.0-1-8),16=716/0-5-8 (min.0-1-8) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2186/0,3-4=-2186/0.4-5=-2194/0,5-6=-1907/0,6-7=-1907/0,7-8=-1912/0,8-9=-911/0 BOT CHORD 15-16=0/1457,14-15=0/2194,13-14=0/2194,12-13=0/2194,11-12=0/911 WEBS 8-11=-617/0,9-11=0/1119,2-16=-1573/0,2-15=0/787,4-15=-276/202,8-12=0/1063,5-12=-544/0 NOTES 11 Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 1C-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard rs- G..�. ��ND 0 I N E-F sQ/per 16:0,.:;;'L ' r- el 'e� c ORE ,� tiiER S -C N Digital Signature EXPIRATION DATE:06/30/12 , • February 22,2011 s a ®WARNING Ver•tf6 design parametric and READ NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE MN 7473 rar.I0'08 BEFORE USE. ��` Design void for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing snown • is for lateral support of individual web members only Additional temporary bracing to insure stability curing construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualit>cortrol,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights.CA.95610 Job Truss 'Truss Type Oty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772595 PL11-10_3RD_FLO FT3 FLOOR TRUSS 2 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 13:33:43 2011 Page 1 ID:1 L23V74kgS8hj00D W9blcFztkZl-Op4yDpScYo140IAW5L1 nlwu_zSaA9musbx7klziY96 0a0 1 2so I I 2.7 I 1�� f �� I 1-3-0 I Seale.1228 • • 1.553 11 354= 1.5-3 11 384= 1.543 II 5-a 11 M6 I I 1 2 3 4 5 b4 6 7 a 9 • e e ;i V t>•1 V - Y �M\ wtttteigira 611.m. ,.,_,2 .:/ �wi' ,..mow .iw �� 101%1 IS 14 13 12 11 355_ 10 3.6= 1643 II tea II Se= 1.553 II 344= 1 6-6-15 1 7.1-15 1 7.8-15 1 13-1-0 113-7-0 1 6-6-15 0-7-0 0-7-0 5-4-1 Plate Offsets(X,Y): 14:0-1-8,Edgel.f5:0-1-8,Edoel,f8:0-3-0,Edoel,f9:0-3-O,Edoel.f11:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.16 15-16 >990 360 BCLL 0.0 Rep Stress lncr YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 9=713/0-5-8 (min.0-1-8),16=713/0-5-8 (min.0-1-8) - FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2168/0,3-4=-2168/0,4-5=-2174/0,5-6=-1895/0,6-7=-1895/0,7-8=-1899/0,8-9=-907/0 BOT CHORD 15-16=0/1449,14-15=0/2174,13-14=0/2174,12-13=0/2174,11-12=0/907 WEBS 8-11=-614/0,9-11=0/1113,2-16=-1564/0,2-15=0/777,4-15=-272/204,8-12=0/1054,5-12=-535/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �0 Q' ° PR OFFS ��c NGINF. • `S/0 16:' �." • •REGv4 'y 1TAM: ,: -a � E- s. 'c' Digital Signature EXPIRATION DATE:06/30/12 J - February 22,2011 4 t 0 WARNING Berth design parameters and READ NOTES ON THIS AND INCLUDED 11411-13K REFERENCE PAGE MU 7473 rev.10 108 BEFORE UCSE. �• Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bung designer-not truss designer.Bracing shown • W is for lateral support of Individual web members only.Additional temporary bracing to insure stability ring construction is the responsibillity of the MiTek. ek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult AHSI/TPI1 quality Criteria,DS11-$9 and SCSI euNdUg Component 7777 Greenback Lane,Suite 109 Safety Intamaulon available from Truss Plate Institute.281 N.Lee Street,Suite 312.Alexanein°.VA 22314. Citrus Heignts,CA,95810 IJob Truss Truss Type Qty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772596 PL11-10_3RD_FLO FT4 FLOOR TRUSS 3 1 Job Reference(optional) ii Pacific Lumber 8 Truss Co..Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries.Inc. Tue Feb 22 13:33:43 2011 Page 1 I D:1 L23V74kgS8hIQ0D W9blcFztkZI-Op4y DpScYo1401AW5L 1 nlwu0?zXSAGXusbx7klziY96 354= I 1-7-5 1.2-0 0-7-7'-' I 1 15x3 II 2 3 754= a 1 553 II Sole=1 10 6 II II II '. ■„ II 4 I •W III 111 Ely III WA 1.553 II 1.553 II 8 7 6 5 354= 354= 1.10-5 2-5-5 3-0-5 3-10-12 1-10-5 I 0-7-0 0-7-C i 0-10-7 Plate Offsets(X,Y): (2:0-1-8,Edgej,f3 0-1-8,Edeel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(TL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.01 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:20 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc puffins, BOT CHORD 4 X 2 DF No.1&Btr except end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=207/0-4-8 (min.0-1-8),5=207/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-302/0 NOTES . 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .' -��0 P R°rFSs , '8, E� T' ele Digital Signature EXPIRATION DATE:06'3012 j February 22,2011 ■ o SVARNIMS Verify design parameters and READ NOTES ON THIS AND INCLUDED WIER REFERENCE PAGE 11SO 747.nen.10'08 BEFORE USE. -_' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown {� is for lateral support of individual web members only. Additional temporary bracing to insure stability curing construction is the responsibillity of the WIlek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding . .�. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandna,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772597 PL11-10_3RD_FLO FT5 FLOOR TRUSS 3 1 Job Reference(optionall . Pacific Lumber 8 Truss Co.,Hillsboro,Ore 7.250 s Jan 2B 2011 MiTek Industries,Inc. Tue Feb 22 13:33:44 2011 Page 1 ID:1 L23V74kgS8hjO0DW 9blcFztkZI-s?eLR9TEJ6txavkjf3Y017R9jNonvc?14EghGkziY95 0-6-0 I 2.6-0 I 1-2-11 I I 1-2-0 t 1.1.1 { I—I I 1-3-0 I Saa.1.22.9 1.5x3 I I 384= 1.553 I I >4= 1.50 I I 5.6 I I 4.6 I I 1 2 3 4 5 L4= 6 7 6 9 • .; .1, pipplipP -111 1 Ill %NM 411, im ilw,...._,r,,,,,, „ii.m. . .z... ......„ PI ..........-1/1111L4111.! 1., 15 14 13 12 11 15 10 3x6= r,3 I I 1.50 II 318= 150 11 3.4= 6.7-3 7-2-3 7-&3 13-1-0 13-7-4 I 6.7-3 I Q7-0 1 0-7-0 I 5-4-1 I D6-0 I Plate Offsets(X,Y): (4:0-1-8.Edael.(5:0-1-8,Edgel.18:0-3-O.Edael,19:0-3-0.Edoel.111:0-1-8.Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.16 15-16 >988 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS (lb/size) 9=714/0-5-8 (min.0-1-8),16=714/0-5-8 (min.0-1-8) . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2174/0,3-4=-2174/0,4-5=-2180/0,5-6=-1899/0,6-7=-1899/0,7-8=-1904/0,8-9=-908/0 BOT CHORD 15-16=0/1452,14-15=0/2180,13-14=0/2180,12-13=0/2180,11-12=0/908 WEBS 8-11=-615/0,9-11=0/1115,2-16=1567/0,2-15=0/780,4-15=-273/203,8-12=0/1057,5-12=-538/0 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard PROFF "SCO\ S 3 LNE" --,,,;) s/0 �� 1- II cr ,Ir$!•-E, r -94., J(E root c,�� M R`S 1\N Digital Signature EXPIRATION DATE:06/30/12 J - February 22,2011 4 t 0WARNING Vertjy design parameters and READ MITES ON THIS AND INCLUDED MITEKREFERE.NCE PAGE MU7473 rev.10'08 BEFORE(ASE Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the Mi lT ek. " erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ----- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Qualify Criteria,D5B-89 and SCSI Suiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 • Job Truss Truss Type City Ply BARROWS BLDG 2 OUTSIDE UNIT R32772598 PL11-10_3RD_FLO FT6 FLOOR TRUSS 4 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 2B 2011 MiTek Industries,Inc. Tue Feb 22 13:33:44 2011 Page 1 I D:1 L23V74kgS8hjODDW9blcFztkZI-s?eLR9TEJ6tx0vkjf3Y017RC7NuAvkv14Eg hGkziY95 3■4= 14-13 I I 1-2-0 --- I- 0-7-7 1 1.543 I I 2 3 354= 4 1.553 I I Scale 1106 • \I)4 - 1553 II 1.54 II a 7 6 5 354= 3.4= 1-7-13 2-2-13 2-9-13 3-9-4 1-7-13 D-7-0 0-7-0 0-10-7 Plate Offsets(X,Y): 12:0-1-8,Edoel.13:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.01 7 >999 380 BCLL 0.0 Rep Stress Ina- YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=198/Mechanical,5=198/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-NI forces 250(Ib)or less except when shown. WEBS 3-5=269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � ��a�o R Opt Ss �NGI �R ip29 / or O � ' B - 21 C'� SRS CAN Digital Signature EXPIRATION DATE:06/30/12 February 22,2011 � f Q WARNIND Verify design parameters and REAP NOTES ON THIS AND INCLUDED NITER REFERENCE P4GEDMTI 7473 roe.30 108 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuibillity of the MiTek" erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage.delivery,erection and bracing consult ANSI/TP11 Googly Criteria.056-89 and SCSI Guiding Componenf 7777 Greenback Lane,Suite 109 Safety Information available from Truss Flare Institute,281 N.Lee Street,Suite 312.Alexandna.VA 22314. Citrus Heights.CA,95810 Job Truss Truss Type Qty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772599 PL11-10_3RD_FLO FT7 FLOOR TRUSS 4 1 Job Reference(optional) a Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 13:33:45 2011 Page 1 ID:1 L23V74kgS8hjO0DW9blcFztkZI-LBCjeVTt4Q?od3JvDm4FgL_EDn2Je0FAJu0EoAziY94 I 2-6-0 I 1-2.11 I I 1-2-0 I I 1-0-5 I I 2-0-0 I 2-0-0 I Sete 122.4 1.553 11 1.5x3 11 3x4= 1.653 II 1.543 II • 1 2388= 3 4 5 314= 8 7388 8 :1 11.1WIIIIIIPIIIIIIIII°llIllillqillIllillIlIllitl ie. III2 bwippippsdApmem i • A 7Y. 14 13 12 11 10 9 3x10= 1 5 3 1 1 4 1 513 I I 348= 385= 3x4= 6-7-3 17-2-3 I 7-&3 13-2-0 6-7-3 0-7-0 0-7A 5-4-13 Plate Offsets(X,Y): 14:0-1-8,Edge1,15:0-1-8,Edue1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.16 12-13 >990 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.21 12-13 >742 360 BCLL 0.0 Rep Stress!nor YES WB 0.76 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 14=717/Mechanical,9=717/Mechanical Max Uplift14=141(LC 7),9=88(LC 8) ' Max Grav14=1186(LC 3),9=1186(LC 2) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1153/1153,2-3=-3300/0,3-4=-2841/0,4-5=-2502/0,5-6=-2525/0,6-7=2842/0, 7-8=928/928 BOT CHORD 13-14=-219/2614,12-13=0/3030,11-12=0/2502,10-11=0/3021,9-10=58/2150 WEBS 4-12--468/386,5-11=-429/495,2-14=-2820/484,2-13=626/1987,3-13=392/138, 4-13=1457/1379,7-9=-2407/271,7-10=-431/1816,6-10=-366/220,5-10=1655/1157 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=Ib) 14=141. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 450 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-2-0 for 450.0 pit. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -Sfc9,,0D PR OFS�,s „....4., r y"t` ,ctie%j/ F -'5 ' � Sx r�VI�� Digital Signature ( EXPIRATION DATE'06/30/12 3 ' February 22,2011 1 5 A WARNING Versffr design parameters and READ NOTES ON THIS AIM INCLUDED NITER REFERENCE PAGE MIX 7473 ree.IO-'08 WORE MR • Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MMTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply BARROWS BLDG 2 OUTSIDE UNIT R32772600 PL11-10_3RD_FLO FT FLOOR TRUSS 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co.,Hillsboro,Ore 7.250 s Jan 28 2011 MiTek Industries,Inc. Tue Feb 22 13:33:40 2011 Page 1 • 10:1 L23V74kgS8hjOODW9blcFztkZl_EPgboQkFtNVXIRxQDU47HGTimQXznrRAdiT7zziY99 06-0 1 26.0 1 I 1-5-3 I I 1-2-0 I I 1-1-1 I I-I I 1-3-0 I Snit•123.2 • • 1553 11 35= 1.54 11 354= 1.553 II 556 11 456 II 1 2 3 • 5 584 6 7 5 9 • • • • • • • • _.411111111141\. 00101111.11111.11.1.11117W d e e e s a a /.• 15 14 13 12 11 3x5 10 356= 1.553 11 1.553 II 356= 1553 II 354= 1 6-9-11 1 7-4-11 17-11-11 I 13-3-12 113-9-12 1 6-9-11 0-7-0 9-7-0 5-4-1 0&O Plate Offsets(X,Y): f4:0-1-8,Edoel.15:0-1-8,Edoel,f8:0-3-0,Edael.f9:0-3-0,Edael,f11:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.16 15-16 >967 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=725/0-5-8 (min.0-1-8),16=725/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2233/0,3-4=2233/0,4-5=-2247/0,5-6=-1940/0,6-7=1940/0,7-8=-1945/0,8-9=-924/0 BOT CHORD 15-16=0/1479,14-15=0/2247,13-14=0)2247,12-13=0/2247,11-12=0/924 WEBS 8-11=625/0,9-11=0/1134,2-16=1597/0,2-15=0/814,4-15=-287/199,8-12=0/1085,5-12=-570/0 . NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ���ED PRope G t ∎`-0 CN F 9 /©2c� � 1"a••'. r IP-.0 , OREGtr 1 ,9/ 4,1$•• ��� _ FRgT\N Digital Signature EXPIRATION DATE:06/30/12 February 22,2011 ■ 1 0 WARNING Ven(fW design parameters and READ NOTES ON THIS AND INCLUDED AMR PAGE M17 7473 nee.I0 118 BEFORE USE. Nil* Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not inns designer.Bracing shown is for lateral support of individual web members only.Addition'temporary bracing to insure stability during construction is the responsibillity of the MiTek e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ---- fabrication,quality control.storage,delivery,erection and bracing consult ANSI/TPi1 Qualify Cseeda.DSS-89 and SCSI lulldng Component 7777 Greenback Lane,Suite 109 Safety Inrormagen available from Truss Plate Institute.281 N.Lee Street.Suite 312.Aleuandrio.VA 22314. Citrus Heights,CA,95610 1 s • y < • • t • r / • • ROSEBURG FRAMING SYSTEM' I `�y o- NORC.UMBERCOPYFORA a a+ +pr eprey»RnJDrodu l.•r r e0W,hU.re MAN.. T...pW».kNe/1011 kwe<.o,�ll<.kkwpe deral LAYbyP«.kLkN,wCe..,k2011 RIGID M WI. RR tDRIM ref.,"*": M.e pkM k•4^et 6s rs-Nws/wcppk/.h Wwk wprt.•RnvK w[tsn psrns„bnlromvscpK Lwbe. < ,esrR wrsr».'vrlen NOM,.Furter aomasM0 retsto coop 100 le.•ld owkr0o ea 0e funk.use of...ekrk k••^•ether oec u n /�Illi _ v,.. e ftnepOMMr..</KLr.memH.C4001.KOMont..NaFtee et(13.0•w �,pllk.<pk•M.hp.nhl.Mknt C<ppPkA<t .hr,l.a rrkk.th•l KN/ RFPf JoiSr Iry dk•a0to.20000 ew wort k4rhre•ro•10200uew wort Hr..webby r ,Wrt lit wr.r,r�n MN6R DET4t. VOL I-JO16T CONSTRUCTION �C POST LOAD TRA n.. Y1e I/VERIFY ALL TRAK, Des PL QlT 51 1)ALL 00 ALL OSSIGNO I0N5 N6I OR SYSTEM r•A� 2/ALL 00011665 PER DESIGNER'S PLAN 5000500 TO MEET OR (UNLE55 NOTED 0 TMERra60) DEFLECTION LIVE LOAD 3)ALL BEAMS PER DESIGNERS PLAN DEFLECTION CANTINA (UNLESS 301E0 OTMCR1111!) Die L/•E0 4)USC CAUTION WHEN GUT TIN! pi0.a•LOADr6 FOR PLUMBING 4012.100* D LOA 5)PROVIDE PROPER SUPPORT Al ALL 12o.r DE DLOAD b 3D,31 LIVE LOA% N 2051 LOAD LOT 1 6 ROOf4p , 35,31 LIVE LOAD 1 leaf DEAD LOA. -___1 I KW 1 gt PL11-10(LOT 16)MAIN MANIA MOMES J. Mrk• MM6r1Y W Idth Depth bred•0ty CUL Lth TOt Lt/i B1 RrdLrn LVt 1 3/4 1 1/6 200 2 4 0 Ja 02 RpdLem LVt 1 3/4 1 1/8 2.0E 2 6 12 1 53 RIP4Lem LVL 1 3/4 I 1/0 2.0E 1 ID ID ' 255 54 RIDOLem LVL t 3/4 I 1/6 ]00 2 20 40 U 55 ROOLS*LVL 3 I/2 1 1/0 206 1 4 4 06 15144Lr0 LVL 5 1/4 1 1/8 200 1 14 14 J 59 Bt R idLem LVL 3 1/2 1 1/2 200 6 6 e a 1 E{! RI 055 R7m 1 1/b 1 1/6 III 12 152 p j 41 4V• MD*1 RgIdLem LVL 5 1/4 1 1/0 20E 1 14 14 O y1 J1 RFP1•4OO a 1/16 1 1/6 1 14 16 f 41 J3 RFPI-400 2 1/16 I 1/6 ' 5 16 i 162 Sr I 44 REPO 400 2 1/16 I 1/0 4 20 60 S j1 ACC4fSOr1M t}'x J I HI 60601 D1/11 2 S} 02 10020116 1 j1 .1 113 0000412 2 I 85.. 34 MGU65.S0/12 1 45 MTI166-O-1TT1106 2 { JS £ a3 .f1 I....... START - - J5 - - FRAMING HERE\ HOR1 o / ..........._._....H6. .i 55 — n —.—._.—.—. �...A.tDI.........r IHr..!NaR.TAM.77 REFERENCE INSTALLATION GUIDE FOR ALL FRAMING DETAIL$ANC I-JOIST INFORMATION Pacifi \L um b er & TRUSS C O M P A N Y LEGEND- 1' 0N•MANGER GALLOUT PLAN 0E5- BARRO/5 ROAD ESTATES ® -SUPPORTING POST CUSTOMER: MANZAIOPE5 PLAN NUMBER: BNLDIN6 2 (MAIN) ED -POST LOAD ABOVE PLAN pATEp: 12/30/10 R •RIMBOARD DESIGN FIRM: MARK BUTLER PL 1 1-1 O• LB -LVL BLOGKM6 11. l •40131 BLOCKING J -JpST CALLOW" {ramie""r, - KAM DES/6NED B •BEAM(OLUBM eV J0167) I KAMI BELWOOD ND*-110405*(05414550001 JOIST) MAIN FLOOR JO15T LAYOUT �ee I DATE:2/6/11 BOO•BEAM BY 0T40R5 SCALE:1/4--1'-O- 1�.»wa RmWArm V zl ' 1 SNECT:5 of 3 • • ROSEBURG FRAMING SYSTEM Quart y M{Tlnemed NroaC product•fur kMev J btacfef •i11���� .� m TheseoWnsendtheeeetre a PEIFICUINGER..eerRLew Ilby Pace l LHnerCOpery20I1 RIGIDLAMnL L RIGIDRIM Ole plan hey net be re-nee Pr Cop.In wield et pert.wettest wklen permN.bn from Pacific Lumber se rs io awm■ron.na Comps,.Alen relents cop"M'ts loan/owershp of We piano U.of tbewe piano bye,o.er 1111 ^uNe1x' ..<e.-• opyinge0 ese else•Wnye*ri Lumber Capery Nrt het Ofhe..W.f..fn er ryyuctS ln.er Other OwnN..r 1p.weed•Cep"oneals H.Hp..fw.yebwle.utter newe n I r R.,.. t.p„pto•20 POP per work. .I NW•100000 Per wortN.be•eWOW. RFPI.IQ�ST TRAHVMPerAl GONTMLTOR P4f G' PES ttl word: 1° POST LOAD n.a Lr.00 .T• II VERIFY ALL ER AMINE CONDITIONS VHS FLOOR SYSTEM MA! 2)ALL FOOTINGS PER DESIGNER'S PLAIT DESIGNED TO McET... AIMLESS NOTED OTHERWISE) EXCEED THE Wl LOAD 51 ALL BEAMS PER DESIGNERS PLAN DEFLECTION CRITERIA (UNLESS NOTED OTHERWISE) aE L/A SO 41 USE CAUTION PITCH GUTTING PLOOR LOADS. FOR PLUMBING 4Opef IVE LOAD LOTLOT9 5)PROVIDE PROPER SUPPORT AT ALL 12pafOEADIAAD SNEARWMI9 IN ) S OpSpaf LIVE AR6. E LOAD 12paf DEAD LOAD PA2i}OALOA: 2 vs/LIVE LOAD ( $g I-NW DEAD LOAD l ■ J4 t J4 PL11-1O(LOT R)MAIN • eh. Pie. Cot u. U lialG I 15-1-111 •1.1^ 151•1•15MLEIN • °1�- 1• 8 EI U± art I, } �1 f .s ! Imo „ n. . ,e .P E . ® a R oil �:t�lvl(-Lt�� a a .. +PUSS Sof is I R1 .s HI,ISP-or-muss 3 JS I ,I 2111 JD f START i€ D'i- es-- �1, FRAMING N L.._�' — —_�q HERE t INCE INSTALLATION I. F GUIDE Folk ALL MAIMING{{t DETAILS AND I-JOIST INFORMATION Pacifi \l.umber LEGEND: & TRUSS COMPANY 0—-HANGER CALLOUT PLAN DES: BARROWIS ROAD ESTATES ® •SUPPORTING POST PLAN NUMBER: BNLDIN HOMES (MAIN) ® •POST LOAD ABOVE PLAN DATED 1 2/SO/10 Pe -RIMDOARD DESIGN FIRM: MARK OHS. 0 CD •LV L BLOC.cMG _ .E •JOIST BLOCRMG !SS C« R we¢ EIVP DE :•51130 yn4pJ •JOIST CALLOW' l::' KAM I BELWOO D 0.4 .e •SEAM(P_UH WI-1015T) HD*•HEADER(BEAM BELOW JOIST) MAIN FLOOR JOIST LAYOUT a ems PATE 2/0/11 DO•BEAM BY OTHERS SCALE 1/4”-1'-O' ae ore v a sae.se+ SHEET: 1 Of S DECLARATION OF PARTY WALL AND MAINTENANCE AGREEMENT This Declaration of Party Wall and Maintenance Agreement ("Agreement") is made on this_day of , 2011 by BARROWS ROAD ESTATES, LLC, an Oregon limited liability company, Owner of Lots 9 - 16, BARROWS ROAD ESTATE, City of Tigard, County of Washington, State of Oregon. RECITALS Barrows Road Estates, LLC is the Declarant of Barrows Road Estates, a planned community, subject to the Declaration described below and created by the Declaration and Plat of Barrows Road Estates. Barrows Road Estates consists of twenty (22) lots and two (2) common area tracts. Eight lots are improved by a previous Builder & Declarant. Of the remaining 14 lots to be improved, eight of the lots will be improved with multiple sides of an eightplex structure and six of the lots will be improved with multiple sides of a sixplex structure In addition to the Declaration, the Declarant will execute and record a Declaration of Party Wall and Maintenance Agreement separately affecting the remaining eightplex and the sixplex. ARTICLE 1 DEFINITIONS 1.1 "Agreement" shall mean this Party Wall and Maintenance Agreement. 1.2 "Association" shall mean the Barrows Road Estates Homeowners' Association. 1.3 "Common Area" shall mean that real property, including any improvements thereon, designated on the recorded plat of Barrows Road Estates (the "Plat") as a Tract and intended to be devoted to the common use and enjoyment of the members of the Association. 1.4 "Declaration" shall mean the covenants, conditions, restrictions, and all other provisions set forth in the Declaration of Covenants, Conditions and Restrictions for Barrows Road Estates, which was recorded in the Deed Records of Washington County on , as Document No. 1.5 "Declarant" shall mean Barrows Road Estates, LLC, an Oregon limited liability company, and its successors or assigns, or any successor or assign to all or the remainder of its interest in the Property. PAGE 1. PARTY WALL AND MAINTENANCE AGREEMENT 1.6 "Eightplex" shall mean the building, which is divided by Party Walls and which contains Eight Homes, that is the subject matter of this Agreement. 1.7 "Home" shall mean any of the portions of the Eightplex, each of which is located on a Lot, that are designed and intended for use and occupancy as a residence by a single family, including the wallboard that is attached to the interior of the Party Walls dividing the Eightplex. 1.8 "Lot" shall mean Lot 9-16 of Barrows Road Estates. "Lots" shall mean all of said Lots. 1.9 "Mortgagee" shall mean the first mortgagee or beneficiary under a mortgage or first deed of trust against any of the Lots or the vendor under a land sale contract in respect to the Lots. 1.10 "Occupant" shall mean the occupant of a Home, whether the Owner, lessee or any other person authorized by the Owner to occupy the Home. 1.11 "Owner" shall mean the owner of record, whether one or more persons or entities, of the fee simple title to either Lot or a purchaser in possession of either Lot under a land sale contract and shall not mean a person or entity that holds an interest in either Lot merely as security for the performance of an obligation. 1.12 "Party Wall" shall mean the wall dividing the Eightplex into Eight Homes, as further defined in Section 2.1 below. 1.13 "Property" shall mean all of the Lots and Common Area of Barrows Road Estates that are subject to the Declaration. 1.14 All capitalized terms that are used but that are not defined herein shall have the meanings attributed to them in the Declaration. PAGE 2. PARTY WALL AND MAINTENANCE AGREEMENT ARTICLE 2 PARTY WALL; DESTRUCTION AND = MAINTENANCE OF PARTY WALL AND EIGHTPLEX 2.1 Party Wall Definition; General Rules of Law to Apply. The Party Walls shall divide the Eightplex into eight Homes and shall be located on the dividing line between the eight Lots. The Party Wall shall consist of the studs, blocking, insulation, foundation, cement, airspace, sheetrock and wallboard located in, under or between the wallboard of one Home and the wallboard of the other Home in the Eightplex. It shall not consist of the paneling, tiles, wallpaper and paint located on the interior sides of the Party Wall, all of which shall be considered part of the Home and the maintenance of which shall be the responsibility of the Owner of the Home. General rules of law regarding party walls shall apply to the Party Wall to the extent that such rules are consistent with the provisions hereof. 2.2 Destruction by Fire or Other Casualty. If the Party Wall or the Eightplex is destroyed or damaged by fire or other peril, the provisions of Article 5 of this Agreement shall apply with regard to repair or reconstruction thereof. 2.3 Weatherproofing. Notwithstanding any other provision hereof, an Owner who, by his negligent or willful act, causes the Party Wall or the Eightplex to be exposed to the elements more than is usual shall bear the whole cost of furnishing the necessary protection against such elements, subject, however, to reimbursement and/or contributions from available insurance policies. 2.4 Maintenance and Repair. Each Owner shall provide the other with reasonable notice of any painting, roofing, repair, reconstruction or other maintenance to the Party Wall or exterior or structure of the Eightplex ("Maintenance Work") that such Owner believes the Eightplex reasonably needs. Subject to the provisions of Section 2.6, the Owners shall agree on all such Maintenance Work before any Maintenance Work commences. If the Owners are unable to agree with respect to the Maintenance Work, then such matter shall be arbitrated pursuant to Article 6 of this Agreement. Except as otherwise provided herein, the costs of all Maintenance Work shall be borne equally between the Owner of Lot 9 , the Owner of Lot 10, Owner of Lot 11, Owner of Lot 12, Owner of Lot 13, Owner of Lot 14, Owner of Lot 15 and the Owner of Lot 16. 2.5 Roofing. The roof of the entire Eightplex must be replaced at one time. 2.6 Right to Maintain, Repair or Reconstruct Without Consent. If, in the reasonable opinion of an Owner, any Maintenance Work is needed, if the other Owners refuse to agree to such Maintenance Work, and if it would be imprudent to delay performance of such Maintenance Work, such Maintenance Work may be completed by the Owner who reasonably believes it is necessary. In such event, the cost of the Maintenance Work shall be divided between the Owners in the manner provided in Section 2.4 hereof, unless an arbitrator appointed pursuant to Article 6 determines that the Maintenance Work was unnecessary or that the cost should be allocated in a manner other than equally. PAGE 3. PARTY WALL AND MAINTENANCE AGREEMENT 2.7 Right to Contribution Runs With Land. The right of an Owner to receive contribution from the other Owner under this Agreement, together with the obligation of an Owner to contribute to the other Owner under this Agreement, shall be appurtenant to and shall run with the land and shall pass to each Owner's successors in title. 2.8. Personal Obligation for Assessments. Each Owner, by acceptance of a deed for such Owner's Lot, whether or not so expressed in such deed, shall be deemed to covenant and to agree to pay such Owner's share of the costs of the Maintenance Work. No Owner may avoid liability for the costs of Maintenance Work by non-use or abandonment of the Party Wall or such Owner's Lot or Home. 2.9 Effect of Non-Payment for Maintenance Work; Remedies. If an Owner fails to pay for Maintenance Work as required hereunder, the other Owner, in addition to all other remedies which may be available, shall be entitled to recover from the defaulting Owner the defaulting Owner's share of the costs for the Maintenance Work, together with interest thereon at the rate of twelve percent (12%) per annum from the date of expenditure by the non-defaulting Owner. 2.10 Easements. 2.10.1 Utility Easements. Each Owner shall have an easement through the Party Wall for the purpose of installing, repairing, replacing, and maintaining utility lines, storm drains, wires, pipes and conduits. 2.10.2 Access Easements. Each Owner shall have an easement over and upon the other Owner's Lot for purposes of inspection of the Eightplex and Party Wall and for completing any necessary Maintenance Work. In addition, each Owner shall be permitted reasonable access to the interior of the other Lot Owner's Home, upon reasonable notice, as necessary to complete any Maintenance Work. 2.11 Damage Caused by or Attributed to Lot Owner. Notwithstanding any other provision hereof, in the event the Eightplex or Party Wall or the landscaping is damaged by the Owners of Lots 9-16 or such Owner's Occupants, agents, employees, contractors or invitees, the damage shall be repaired at the expense of the Owner who caused (or whose Occupants, agents, employees, contractors or invitees caused) the damage. However, if the damage is covered by the insurance policy(ies) required to be maintained under this Agreement, the damage shall be repaired as provided in Article 5. ARTICLE 3 CONDEMNATION If all or a portion of the Party Wall or the Eightplex is appropriated as the result of condemnation or threat thereof, the following rules shall apply: PAGE 4. PARTY WALL AND MAINTENANCE AGREEMENT 3.1 Allocation of Condemnation Award. Any condemnation award received by the Owners with respect to the Party Wall or the Eightplex ("Condemnation Award") shall be allocated to the Owners in proportion to the diminution in fair market value incurred by them with respect to their respective Lots and Homes as a result of said condemnation. 3.2 Repair and Restoration. Any Condemnation Award shall be used to repair and restore the Eightplex, Party Wall or the Lots if such repair or restoration is feasible. 3.3 Retention of Rights. This Article 3 shall not be construed to negate the Owners' individual rights to such incidental relief as the law may provide as a result of the condemnation of the Party Wall, the Eightplex or the Lots or any portions thereof. ARTICLE 4 INSURANCE Each Owner shall purchase and maintain a policy of casualty insurance sufficient to cover any loss relating to such Owner's Lot and Home, for one hundred percent (100%) replacement cost of all improvements on the Owner's Lot without reduction for coinsurance. Such policy(ies) shall insure against perils customarily covered in homeowner policies, including earthquake and land slippage (with customary deductible levels). Each Owner shall also purchase and maintain insurance covering such Owner's interest in the Party Wall and the Eightplex's structure and exterior. Each Owner shall provide the other with copies of such policies or other appropriate evidence of such insurance coverage at least ten (10) days before the expiration of all previous insurance coverage. If an Owner fails to furnish such evidence within such period, the other Owner may, without obligation to do so, procure such policy to protect the other Owner's interest and charge the defaulting Owner the cost of the premium and any applicable deductible. • Neither party shall be liable to the other (or to the other's successors or assigns) for any loss or damage caused by fire or any of the risks covered by the insurance policy required by this Article 4, and in the event of insured loss, neither party's insurance company shall have a subrogated claim against the other. This waiver shall be valid only if the insurance policy in question expressly permits waiver of subrogation or if the insurance company agrees in writing that such a waiver will not affect coverage under the policies. Each party agrees to use best efforts to obtain such an agreement from its insurer if the policy does not expressly permit a waiver of subrogation. Upon the request of an Owner, the other Owner shall use his/her best efforts to have the first Owner's Mortgagee named as an additional insured party under the second Owner's property insurance policy(ies) in respect to the Eightplex. ARTICLE 5 DAMAGE AND DESTRUCTION 5.1 Insurance Proceeds Sufficient to Cover Loss. If the Party Wall or the Eightplex is damaged by fire or other casualty, and if the proceeds of the Owners' insurance policies are PAGE 5. PARTY WALL AND MAINTENANCE AGREEMENT sufficient to pay all costs of necessary repair or reconstruction, such proceeds shall be applied to such repair or reconstruction. The parties' respective insurance policies shall be responsible for the cost of repair or reconstruction of the one Party Wall and the Eightplex's exterior and . , structure in the following proportions: one-half(1/2) from the policy maintained by the Owner of Lot 9 and one-half(1/2) from the policy maintained by the Owner of Lot 10. The second Party Wall, exterior and structure shall be in the following proportions: one-half(1/2) from the policy maintained by the Owner of lot 10 and one-half(1/2) from the policy maintained by the Owner of Lot 11 and so on. 5.2 Insurance Proceeds Insufficient to Cover Loss. If proceeds of the Owners' insurance policies are insufficient to pay all costs of necessary repair or reconstruction, the Eightplex nonetheless shall be promptly repaired or reconstructed. Any proceeds of the Owners' insurance policies shall be applied toward: (a) the costs of necessary repair or reconstruction of the Home so insured; and (b) for repair of the Party Wall and Eightplex's structure and exterior in the proportions referenced in Section 5.1. Each Owner shall be liable for the costs incurred in repairing or reconstructing his Home, and his share of costs incurred in repairing or reconstructing the Party Wall and Eightplex's structure and exterior that are not covered by proceeds from his own insurance policy. Notwithstanding the foregoing, if fire or another casualty has reduced the value of the Eightplex by three fourths or more, and if either Owner wishes, and all mortgagees,trust deed beneficiaries, land sale contract vendors, and insurers who have issued policies on the Eightplex agree, the Eightplex shall not be repaired or reconstructed. In such case, insurance proceeds shall be paid to the covered Owner after the expenses of demolition, debris removal, and Lot restoration are paid. 5.3 Cooperation; Application of Proceeds. In the event of any insurable loss to the Eightplex, the Owners shall cooperate with each other and their respective insurers to coordinate adjustment of the losses and application of insurance proceeds to reconstruction and repair of the Eightplex. Provided, however, and notwithstanding anything in this Agreement apparently to the contrary, if either Lot Owner fails to maintain the insurance required by Article 4, or underinsures such Lot Owner's Home and interest in the Party Wall and Eightplex's structure and exterior, the other Lot Owner shall be entitled to first apply insurance proceeds received from such Owner's insurer to the repair and reconstruction of that portion of the Eightplex (including the interior)which is located on such Owner's Lot. 5.4 Architectural Changes after Damage or Destruction. Repair or reconstruction of the damaged or destroyed Eightplex means restoring the Eightplex to substantially the same condition in which it existed before the fire or other casualty, unless other action is agreed to by the Owners and first trust deed holders, and/or land sale contract vendors. In any event, any architectural changes shall conform to the Declaration. ARTICLE 6 ARBITRATION In the event that a dispute arises between the Owners that arises out of or that relates to this Agreement, or to the interpretation or breach hereof, the dispute shall be resolved by binding arbitration in accordance with the then effective arbitration rules of(and by filing a claim with) PAGE 6. PARTY WALL AND MAINTENANCE AGREEMENT Arbitration Service of Portland, Inc. or another organization mutually selected by the Owners that provides dispute resolution services in the State of Oregon. Filing a claim for arbitration shall be treated the same as filing in court for purposes of meeting any applicable statutes of . , limitation or for purposes of filing a lis pendens. The decision of the arbitrator shall be final, binding and conclusive, and judgment upon the award rendered pursuant to such arbitration may be entered in any court having jurisdiction thereof. Interest shall accrue upon the unpaid balance of any monetary arbitrator's award at a rate equal to twelve percent(12%) per annum. In the event an Owner initiates arbitration as a result of the other Owner's failure to agree to the cost or necessity of any Maintenance Work, the arbitrator may award the initiating Owner an amount equal to the estimated cost of the Maintenance Work. In the event the arbitrator awards the initiating Owner an amount equal to the estimated cost of Maintenance Work to be completed, the initiating Owner shall be required to hold funds received pursuant to such award in trust, to apply such funds to the other Owner's prorata share of the Maintenance Work costs, and to promptly refund any part of the award not utilized for the other Owner's prorata share of the Maintenance Work costs. ARTICLE 7 ENFORCEMENT The Owners and a Mortgagee each shall have the right to enforce all of the covenants, conditions, restrictions, reservations, easements, liens and charges now or hereinafter imposed under this Agreement as may appertain specifically to such Owner or entity. Failure by any Owner or Mortgagee to enforce any such covenant, condition, restriction, reservation, easement, lien, or charge shall not be deemed a waiver of the right to do so thereafter. ARTICLE 8 ATTORNEYS' FEES In the event suit or action is brought, or an arbitration proceeding is initiated, to enforce or interpret any of the provisions of this Agreement, or that arise out of or relate to this Agreement, the prevailing party shall be entitled to reasonable attorneys' fees in connection therewith and post judgment fees of enforcing any judgment, in addition to all other sums provided by law. The determination of who is the prevailing party and the amount of reasonable attorneys' fees to be paid to the prevailing party shall be decided by the arbitrator(s) (with respect to attorneys' fees incurred prior to and during the arbitration proceedings) and by the court or courts, including any appellate court, in which such matter is tried, heard, or decided. However, notwithstanding the foregoing,the arbitrator has the power to require each party to pay its attorneys' fees, if the arbitrator determines that to be appropriate under the circumstances. ARTICLE 9 AMENDMENT The Owners of Lots 9-16 may not modify or terminate Article 2 of this Agreement without the prior written consent of the City of Tigard. PAGE 7. PARTY WALL AND MAINTENANCE AGREEMENT • OWNER OF LOT 9 BARROWS ROAD ESTATES, LLC • DATED: , 2003 By: , Manager OWNER OF LOT 10 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager OWNER OF LOT 11 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: • , Manager OWNER OF LOT 12 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager OWNER OF LOT 13 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager OWNER OF LOT 14 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager PAGE 8. PARTY WALL AND MAINTENANCE AGREEMENT r OWNER OF LOT 15 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager OWNER OF LOT 16 BARROWS ROAD ESTATES, LLC DATED: , 2003 By: , Manager (Acknowledgements on Following Page) STATE OF OREGON ) ) ss. , 2003 • County of ) Personally appeared before me the above-named , who, being duly sworn, did say that he is the Manager of Barrows Road Estates, LLC, an Oregon limited liability company, and that said instrument was signed in behalf of said company by authority of its members, and he acknowledged said instrument to be its voluntary act and deed. Notary'y Public for Oregon V PAGE 9. PARTY WALL AND MAINTENANCE AGREEMENT .-t • • i&I\I ilr . / D eICAT •N 186.5' * / '48' / z1V 0000/ - :::. 0 %, /1"<"— ;4'1 103 * 71 / N N-- .4 , . * * Y e f * �, y ^� o�� _ * / R.ECEIVEP AD'A * * O 4tflo- _ / JAN 07 2011 e f * * CITY OF TIGARD A * ' * \ / BUILDING DIVISION \• 0: . (:b 18 .:r * * y •,•' / ' �I� / s �s * 03 \ SAN SEWER 0/�s !` �� LATE' Q� 3 ,, M s,4, \ ,. .� 0 STORM SEWE- V / /\ v M s \� 5 ), TERAL \ s / 36, 4)14 / / - 41 Ct\r'N Air n,s . , !is,4,, : 1 S � ■ s CC 191.4' 0\ \ M Ai,A - � A3- , 0....Nk-- •4/ 7\ � �® «\ �,9 ' ..Ni M � \ M 4a, OR WHITE OAK .. : " ' ""s TYP _ y 191.3' / \ / M • sli / / s --.----- r-9- SITE PLAN LOT 9 REV Description BY Date C-1 1" = 10'-0" N BARROWS ROAD ESTATES Butler LOT 9 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30/10 Sheet (503)658-0204 Client Barrows Road Estates,LLC3y MEB C-1 iN1/442, O� 186.4' /1/ \ \ /y ,.._'c— froi : a% I(' ■"\14 N * * * / N N • / / <OF-I 5.00' ROr* * 4:7\ \vjor,�� //1111PC'' DEDIC• * /� RECEh�E 18 CITY OF TIGARD z - s /� BUI DING DIVISION �Q� * * o 08. y 4* , /.),‘ * * -`Y 4/ 4e' P - . / . : e4 * * ' S 1 / V BIG LEAF MAPLE 5 i. * \ O cQJ/ OR WHITE OAK / `V* STORM SEW - \ \ SAN ' WER TYP 5� Q� \\\# it * \ LATERAL ATERALy / / \ 7‘? /4044ti t, / 4– - 1 4, * * . AI it .t. / , / ir ,f _ ,Ik'- ■41\404t. ('� 0 k At"--4* 4w, 47 - t-, ,,.,,, s ,,, ,, . . s Co 42,0 ,,.._ 191.4'/ S NN, s s�\ 10 SITE PLAN LOT 10 REV Description BY Date C1" = 10'-0" \ / BARROWS ROAD ESTATES \ / Butler LOT 10 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30/10 Sheet (503)658-0204 Client Barrows Road Estates,IA(By MEB C-1 i O : 4,�� /4jØS ' / ,N / "t lS �o fT, / _ f / //�� 1,4 * * Nis N I O� • A * * /4"1* # * * - / 18b`4' * I� * • / / •Ar / * * * X800 , f /* /. . * * /4/ �� * N STORM SEW - \ SAN ' WER . /� /'a: � * * 7' LATERAL ATE% _/ Ci'• p * ,508 , 1 . a .1* i ' e. . , 4 :• .-/ • 4+ A: �' O.-. - 191.0' S, ��Aa-I,S3 . 44%Ot• ■ N f . .,....,:.. ... . . . er V , . h / . . . .4, ' ,,..N. N. �� - .4 ..� �S JAN 07 ��t �� * 19 /5, CITY"sue OF TIGAReN# o BUILDING DIVIN N / . .. N'N Asi e -/. / / BIG LEAF MAPLE OR WHITE OAK TYP 11 SITE PLAN LOT 11 r REV Description BY Date .} C-1 1" = 10'-0" 1\1 BARROWS ROAD ESTATES Butler LOT 11 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12130/10 Sheet (503)658-0204 Client Barrows Road Estates,LLcBy MEB C-1 - 183.9' Q T.O.W. 1/86 0' 14%,V O • B.0 ,1 , •v / * 7( ''N / \ .4,'Q * * it / 1 i r ,, / 4/: ' 5.00'RO /* • / n / o J N .654b . iv DEDIC': * * . • :4,6' i \ ♦ A * * \ J= ALL + QQf * i �8pp •.W 186.II ,`�O�f * * . /R ft/...0. 1. - . ‘q.c)4'4E1t* �f * / ` \ LATERAL ATE-4 v / 4,.., -oo, i w - --/ /4' 4 lot ? ----'i / / . •- * * I / N N if `t Aii,q-\(;/ .-.. 0, �; 3 190.5' c; ..... . * * 0 ' 4. * * 7° ' ‘214 i 04-410 iCZ0, ,,., IP *_/ N 4v , Zip NIIINV , .........„ 4,,,, / ..„,,,,....;i Ai x ,� * * ,. e A, . ' // °I \�S RECEIVED � ... � / RE E f * * N. yam/ 191.0' / J ..� \ O \ A * * / BIG LEAF MAPLE/ CITY OF TIGARD f * *\ 5 / OR WHITE OAKS BUILDING DIVISION N ,N.,:_____1. . 2. */ TYP Cab /o' 12 \ SITE PLAN LOT 12 REV Description BY Date C-1 1" = 10'-0" N BARROWS ROAD ESTATES Butler LOT 12 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30/10 Sheet (503)658-0204 Client Barrows Road Estates,LLBy MEB C-1 183.1' QQ III T.O. �'` 7** O .. I B.03•✓T •..♦ « * * / \ N. O� 183.1' r• ♦ * / /' I �� t-04:1:110* ° �S�t ♦ 5 �. o ♦II AZ Q� * * X800 5 N. ..• v ,,/,/ of .-.• • :/:, FLA \ SAN ' WER / " * * STORM SEW ATERAL 5 co A * / LATERAL / /1 t. /I./ A * * •o0, `� / * `V Ni N N O / - . ,, ,(;), \ `. o :, 189.9' ' * * * * 4V • /*.s.- ... ,_, - • x__, /: 1 RECEINI NNi 12N b 5 0 3 !.t` 0.■ 190.5' / CTl'Y OF T1G ARD cf - * * Y ` ` = ' / / BU1LDlNG�IViS[ON • / i / r-i-3 BIG LEAF MAPLE SITE PLAN LOT 13 (7-\\ OR WHITE OAK N TYP REV Description BY Date _-1 / 1" = 10'-o�� \ BARROWS ROAD ESTATES �/ Butler LOT 13 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30/10 Sheet (503) 658-0204 Client Barrows Road Estates,LL®y MEB C-1 182.3' 'N!�Q ... •1 N r'�crq O p ♦ * 7' ♦• . 0 * ‘ 'N. ‘SC.) N p 183 A N i c�- ,.' A * �k . N N. ` r� �: I O 4 /• 5.00 RO `t * N e = ♦� DEDICA��* * � — 14\7........... , <t* * * - # '6!'9° i. • ♦ o y�♦ 0°) T 7, SAN ` WER /fi- t 41 * STORM SEW� �* � � / LATERAL � 'TERAL `'O * , �8p0, ��,,A-�, 5 / _ BIG LEAF MAPLE * A� , * OR WHITE OAK Iti ° N .1 I TYP YO3 SITE WALL N moo; A 189.5' ��T.O.W. 189.0'A A:: / \ 444** 0 �o' B.O.W 186.8.•-.-...s: ."E ALL . f * * / y�... ... / �� * _ �� �� �.W 186:11` f * * Off . .. / �.`'� / I — g�'� :.s. 1i s' # * * co, o� 3 —"/ Al .. .-.. c. Al 4r * * /yam ,r• Nbs — V •!� 189.9'\ii.,, \ ► / / _ CITY OF TIGARD �* �f^• _ BUILDING DIVISION 14 SITE PLAN L 0 T 14 ry REV Description BY Date C-1 1" = 10'-0" N BARROWS ROAD ESTATES Butler LOT 14 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30/10 Sheet (503)658-0204 Client Barrows Road Estates,LLBy MEB C-1 • 181.4' I♦ \ / s ♦♦ �O�S' y \s \• OQ� • I TOW 1' N T'Qy B.0 Z C ■ s N.�* 182.3' St),Otr,♦ At,* \ \s , . ,, RO 7 1 S 0 (4,20, DEDICA * * 7 �I I U :.* * - RECEIVED y T.O. � ;� 3'-6"x 12' ED �* DECK o�QQA * 4 JAN 0 7 `1 O h� STORM SEWER O - � * * �' LATERAL I CITY OF TIGARD BUILDING DIVISION ♦♦ ,� I� / X800. SAN SEW �nip*, - — LATERAL N w� •,- - -— . 4401 '_. „,s_ --t — • * )✓f / N — T.O.W. 189.0' ♦ * /� B.O.W 186.8'•• III . # * / N Qom`'/� _ ��„4, / SITE WALL �, * * / / •I, N 189.5' — • T.O.W. 186.0' — B.O.W 185.0' CI5 SITE P LAN L 0T 15 REV Description BY Date -1 1” = 10'-0" N BARROWS ROAD ESTATES Butler LOT 15 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12130/10 Sheet (503)658-0204 Client Barrows Road Estates,LLBy MEB C-1 - 180.5' T.O.W. 186.7' 1 ' B.O.W 180.5' B.O.W 181.5'(°) /?"/ J36x44/ N� ��ECK /$+s s,\ Cl t . . / DEDICA2 I 5.00RO W • Q �� s O l 4****#*. s \ T.O.W. 1:• 5'�� ' 41 B.O.W 183.0' s "V !0 - * ' / , C.I.P.CONCR RETAINING WALL r--*<;?- ♦1 A,• 5 STORM SEWER �.`�` wl BLACK VINYL CYCLONE ♦ - * * LATERAL `,� ►.�!\ , FENCE ON TOP 'f,� * • g00, SAN SEWER � f� ��* / LATERAL \�ii * e '`` T.O.W. 189.5 RV B.O.W 183.7' • 411, ♦ f * * '/ S� mill RECEIVE ♦♦ ■ i BIG LEAF MAPLE 4k . .�� $ * * ®• 40 R WHITEr/t, * * /7/ ��` /< ■ CI'I'YOFTIGARD - • TYP ♦ Ii BUILDING DIVISION '( / 1 •o' uwi N› •i a ■ • * * ? i . ♦♦ * * / 5 H-. ` . ■ T.O.W. 189.0' 4"..•. ♦ • 0 * 71 \ /. I' 11 B.O.W 186.8' K_C)D \ / . .• SI E ALL �- T.O.W. 186.0' $2- B.O.W 185.0' �� 4Q. 66 SITE PLAN LOT 16 N REV Description BY Date • \ C-1 1" = 10'-0" \ / BARROWS ROAD ESTATES \ / Butler LOT 16 Consulting, Inc. TIGARD, OREGON 16110 SE Goosehollow Drive SITE PLAN Damascus,Oregon 97089 (503)658-0200 Job No. 335-1010-01 Date 12/30110 Sheet (503)658-0204 Client Barrows Road Estates,LL®y MEB C-1