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Plans (.z.,s7�.0/l —,� 7? 1 r 13�3l9 w ��r &Mr/ � , 40'-0' T-0' I 1r-10' I 15.-2. ,,z, r ,, — , -0.,,., , F 8-r _ [ . � , — y9,+�';'( 1 0 21111 714D.,'TORY ev _. . 7't 12 n i ' • 3.113:1i I_I w , ID WALL I , c (� 1 b I TRUGAPPED� r 1 24 a ..c,, ,, E/ ,, ;„,'E', 'b/'. Ia lB r, an,ra. / / 1 / / ia_..... / . ti - 12 i 7:1, I Iwtael 3.19 12 • 1 \\\\ Iml i \ 6 b 1 1/ 14:18 , rte' Q' U 4 �F3(31 _ X • J - / Iu41 14.12 1E1 VERIFY WINDOW IN STR GABLE 19'-10' 0'¢' 11'-0' I 9'-0' I 2V-2' 417-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE 04/2 /11 PAMCALCULATIONSENO i2 PROJECT TITLE: REVISION-1; ENGINEERED STRUCTURAL ', DRAWINGS FOR ALL FURTHER J-1476 STONE BRIDGE INFORMATINEER FRE DESIGNER/ENGINEER OF RECORD am!' v , umber PLAN: DRAWN BY: JP REVISION-2: - RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 246 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To CONSTRUCTION. 3/32”= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. , . 7\ 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 TPI/WTCA 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). �j2.. C.1 0 Dov.WASy% c.) ,E.D PRo,pE. z,- rz, Z C'" c, \a,GiNE-.. t9,5> p2 ima OREGON ,&'' i. 't'$;ts .'t6?/ r ,..Fa ...r A R. C t\F- EXPIRES 6/10/11 J 1 EXPIRES 12/31/11 1 J . i 1 1 1 .., 0 1 :, .1' ! ,L., ,,-.,--- , : , /N L E , Custom Software Engineering Manufacturing „„ k„t„ „ ,, a ;.R 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. r„......... , Do not cut into heel plate Option II: For 4x2 Outlookers • For 4x2 outlookers. M- •5x3 @ 36" • Notches must be cut with care. '`*t • No blocking required. Do not cut into • Same cutting as for common. heel plate • Shim let-ins at each end for full bearing. 41-14N . _, Option III: For 4x2 Outlookers-Span <24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 1-1/2" H111I 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 • ��y.Eo PRop6. ^S Sh y w6. �.avirvE4.� .off oFwits', �j�c� CaCC AK I\LNII ?`el-71.-- .4,„) 4,... sirrs::.. iiiiia . ' OREGON nm ;. +> L �T ,,,1 - et,r �y .n 6•� �v 17778 R. G P ASIQNP.L1 ' IBC 2006/CBC 2007 1 EXPIRES 12/31/11 1 f EXPIRES 6/10/11 I J CO��]LJTS'US, inc. FOR GABLE ENDS UNDER 6'-8"IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, ••MINIMUM GABLE STUD GRADE-2x4 STANDARD GRADE HEM-FIR 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 18C TABLE 2306 4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. • GABLE END M-2.5x4 I 1 1 (2) II 2x4 BRACE AT 16'-0-o.c.OR AT M-1x3 Typical w CENTERLINE. ATTACH WITH 16d it NAILS SHOWN IN O. Y (2) 2x4 STUDS'• STRUCTURAL TRUSSES t M-2.5x4 16° j MAX PLATE �- VA � (2) 1 I 1 WFU L. M-2.5x4 (Spl) CENTER VERTICALS VARY AS REQUIRED ��? 0 PROFS BY VENT SIZE OR OUTLOOKER • 44 4rGIN�-P ti5'�� BRACING FOR GABLE ENO +' , ay7 _.. CUTOUT FOR 4x2 OREGON ^m OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER tID D .C: ER 6• (-5, T' RcA,4 �.°°...2111°.1111-----\ i� ! EXPIRES 12/31/111 /" �. C`q a �— 0 Of was �O OFF STUD 1x4 ADD-ON. ATTACH OVER STUD L� WITH 8d NAILS AT 9"o.c. FILE NO: GABLE END DRAG Cr Z. V' 4x2 OUTLOOKER DETAILS • DATE: 07/23/08 91 Rsc REF: 25-15 DES: 17778SC IBC 20061 CBC 2007 l'[. R'cZISI `Y IEXPIRES 611 0/1 1 FOR GABLE ENDS OVER 6-8"IN HEIGHT Inc. " MINIMUM GABLE STUD GRADE 2x4 CampuT1-us, ICONSTRUCTION GRADE HEM-FIR A. g• CAS _ Custom Software Engineering Manufacturing o (,GF WAS/14 0:. Cn yet, 0 T ' % 1 6'-0"o.c. MAXtM-2.5x4 RLI J N \ s '�,.�� 2-0 \ 2x4 OUTLOOKER .�*, .Qn.4 i I I' f9 iI I •79 II I �flNNI. I M-1x3 •Typical i i I 1 II II EXPIRES 6/10/1 1 j ,, I ILI I I 2x4 BRACES. BRACED c, AT 6'-0"MAXIMUM V1 2x4 STUD" Wihp M-2.5x4 16" MAX I r. OD 2x4 CONTINUOUS M-2.5x4 I 4Eo PROc'c BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD,PROVIDED \��ti tSs/ ATTACHED WITH 76d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 �� ,�GINS try PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.4.5. tt' f 2 GABLE END TRUSS ISADEQUATELY AND CONTINUOUSLY CONNECTED TO • • ff1 SUPPORTING BEARING WALL. OREGON /,'" f ,x,,�D R \� V SHEATHING TO GABLE END 2x4 BLOCKS WITH 3-16dt6d NAILS EACH END 8d NAILS AT GABLE STUD /6'o.c. T'�R CPQ 1757:11R E12/31/11 / 7 :�' AIME 16d at 24"o.c, FILE NO: GABLE END DRAG a mei / 1-tsd 7: 2x4 BLOCK 2-16d �� DATE: 07/23/08 \ \ IJ WITH 2-16d 16d TOE NAIL REF: 25-15 DES: SC Ed NAILS AT 6"o.c. EACH END. at NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2-16d 24" OUTLOOKER 2 IBC 2006/CBC 2007 2-16d FOR GABLE ENDS UNDER 6'-8"IN HEIGHT CompuTrus. inc. ••MINIMUMGABLE STUD GRADE-2x4STANDARD GRADE HEM-FIR Custom Software Engineering Manufacturing GABLE END + 2x4 Brace at 2.-0"O.C. 8'-O"MAX 1. Is M"4>S M-0,6 (2) + 2x4 BRACE AT 16'-0"0.c.OR AT114/ / M-1 TYPical m CENTERLINE.ATTACH WITH 16d .441 w NAILS SHOWN IN O. y_ iiiiiii•iiiiiiiiiiiiiiiiiiiiIiiiiiiiiiiiiiiiiiiiiiiiiiiiilliiiiiiiiiiiii (2) 2x4 STUDS" STRUCTURAL TRUSSES - M-2.5x4 16 MAX PLATE / �— Air— (2) I I I M-2.5x4 (SpI) ll I I I -•,\O ',.5',0, PRflp�ss • BY VEN SIZE VERTICALS VARY AS DR OUTLOOKER E4UIRED cr��\`' ti�GINE�p �O� BRACING FOR GABLE END . . ' � "'� CUTOUT FOR 4)2 ?OREGON ^� OUTLOOKER CUTOUT FOR 4X2 OUTLOOKER Tr R. C1\9' 00:000000 / / ! EXPIRES 12/31/11, 111 ,_.,.� �Of.WASii/ 4)/...1 OFF STUD WIT1 x4 H Ed NAILS AT 9"c.c.D-ON. ATTACH OVER STUD FILE NO: TUDOR GABLE END �� " 4x2 OUTLOOKER DETAILS 02 DATE: 07/01/09 `.. cAt�. REF: 25-15 DES: SC .q,, 1778 IBC 2006/CBC 2007 ?'� -4fic' ISI4� EXPIRES 6/10/14 J Campu1-us. inc. CUTOUT FOR 2x4 R>uD PROFF Custom Software Engineering Manufacturing "OFF STUD" �� S' cp ADD-ON SAME SIZE AND �' �G1NE sO GRADE AS TOP CHORD I �� A WITH 16d NAILS AT 12'0.0 -1._1 1 i� 'G`x/, 12-, • LUMBER SPECIFICATIONS: • OREGON �' 2X4#2 DF-L CHORDS ADD ON SPLICE TO OCCUR �- �- �v `�Op �� v 2X4 STD.DF-L STUDS AT PANEL POINTS WITH O c R O CLUSTERS 2-16d NAILS T� CJ� R. C� EXPIRES 12!31111 M-4x4 4A OUTLOOKERS PER DETAIL (1/4"MAX OVERSIZE CUT) fM-1K3 ONE SIDE AND(2)14 GA 2" 2x4 CONST.DOUG. STAPLES ON OTHER SIDE FIR AT 32"O.C. 2x4 BLOCK w'3-16d EACH END _� = MINIMUM GRADE CHORDS i : : �';®�; M-5x6 '_ AND STUDS 2'-0" I c 4-16d I . orM-3x6 MIN.OR USE 160' SAME SIZE AS ON o� TRUSS rS c. c`- BALLOON FRAME BEARING WALL TO 0 i SCISSOR BOTTOM CHORD i SCISSOR GA:LE l'� END FRAME Y Y v 4 A v — — v — --' 16d AT 24"O.C. ))-." 2s4 CONTINUOUS BACKING WITH 16d NAILS AT 24"O.C.TO WALL PLATE BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY . "�� OF TIE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE O WASHI UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. �'' CT • C...) l t;'''' 'r z fir, SECTION A FILE NO: SC GABLE END *,,n DATE: 07/01/09 q 11ST REF: 25-1 DES: SC �- 'Y* �� IBC 2006/CBC 2007 ��N EXPIRES 6110/11 z/NCompuTrus, Inc. _ B FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering ManufacturinggE POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS RIDGE tt ,4111. COMMON TRUSS • ( I _� SHAPED BLOCK COMMON TRUSS -SHAPED BLOCKS IrCj EXTENDED TOP CHORD SECTION T !MIL � t #4 CROSS CROSS BLOCK HIP RAFTER HIP I -_� RAFTER _ 1 _ #3 A-A #2 1 HIP GIRDER TRUSS #1 1 I A EXTENDED END END JACK BOTTOM CHORDS u _ SETBACK FROM END WALL AS SPECIFIED ON ENGINEERItiv EXTENDED END ..----------�' ' JACK )4 .� .. , #1 #2 #3 #4 COMMON p TRUSS END JACK ,SETBACK FROM END WALL AS SPECIFIED 110-1 • ON ENGINEERING • /^1 Cel it w�$ - 2,4 Vertical at ��FD PRpFFs �pE Hl4 0 a- ,` 1F14---4'-0-o.c typical FILE NO: CALIF HIP DETAIL �� GINEP `S> c) �C ?Q t. DATE: 07/23/08 4) ,7 '' ' % L HIP TRUSS ~ See Engineereirg for Details REF: 25,15-1 DES: SC -Ze:411--,., IBC 2006/CBC 2007 •,OREGON 0^ ---I AI _.Q ,7g� / SEQ: S151508 `:3E;�('.•, ©v • ,(`^'' 11 ' 2x4 LATERAL BRACING AS SECTION A-A _ �TT R C PQ`� � � ` - SPECIFIED ON ENGINEERING EXPIRES 12/31/11 EXPIRES 6/10/11 J DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL CompuTrus, Inc. VALLEY JACKS - SPACED 24'c.c.CLEAR SPAN NOT TO EXCEED 8.-0".FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. Custom Software Engineering Manufacturing VALLEY PADS - 1/60R2-2x4s. JACK POSTS - 2s4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0'o.c. AND NAILED TO JACK PURLINS. JACK PURLINS - 2x4x4'-0'SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM 2,6 NO.2 HEM-FIR. RIDGE POST - 2x4.5 TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0"a.c.AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH 16112 THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. Valley Jacks RIDGE BOARD at 24"o.c. NAILING PER IBCARC 2006 it TRUSS AT 24'o.c. Ridge I ORD WALL,GABLE END ////// \ Pullin OR GIRDER TRUSS Ridge /// Post Jack Post Ridge 4-1 Puriin Jack Purlin I- ! Ridge I / Board SECTION A-A K 1 Valley Pad 1 Jack Pullin .\.. II y ', II I� Ridge Purlin \ .., .R• C j ! Jack)i udin\1 , x .. 0 pati WA Q ti4.v PROF6- I s 'I < s 1 /I ,"/ �Y O . \� �IN ',c, �O I ,pe. i Jack Pullin\ y 6 I. L „� \4 F I m _lPul �I 1L v� Ir 'G".�firL-- FILE NO: CALIF FILL DETAIL 1'. 8 1,,.., OREGON .�D I11 0. .47JSTV U . � .v "r u DATE: 01/20/08 f O ,R 6, o REF: 25,15-1 DES: SC �SIO�t ' �T7. , G�� - IBC 2006/CBC 2007 A EXPIRES 6/10/11 I 1 EXPIRES 12131/111 SEQ: S151509 /C❑mpuTr CompuTrus, inc. TYPICAL HIP OVERFRAMING DETAIL . Custom Software Engineering Manufacturing *Instal 2X4 bracing at flattop chord areas at 2'-0"o.c.unless otherwise noted MT-1 3 AT VERTICALS. UON. 16'-0' > c��c4 PROA-, 1 / 1. M-4 1G ct- Hip#5 Zf'�i7"y,..^. i ��-� OREGON ) # °RrR ris.. 64 #1 #2 6 #4 #5 TR. GNCL 4. EXPIRES 12/31111 iri M-1)3 AT VERTICALS. LION. 112 0'> 114 >/ M-4 Hip#3 ++ se w + '111r//41111 ..- , Hip#4 1°1 R. C tet, 1. N/ _1 'tom HF St&' ;, Z. G 17778•�y,.�(, 8'-0" -`• R&IJ 11:.x'" 10'-0"> > 1 _ .. .. - Hip#2 Ili p#1 _ / + '�-/ EXPIRES 61101 �� \- FILE NO: HP OVERFRAMING For Truss Detals not shown see appropriate CompuTrus design. DETAIL Note:Flat over framing material to be equal or better in size and grade of flat portion of structural member. DATE: 07/01/09 REF: 25,15-1 DES: SC IBC 2006/CBC 2007 /NGo m p uTr u s. IncA) 2x4 Post attached to each truss panel point and over head purlin - with 2-16d nails. B) 2x4 No.1 Hem-Fir or No.2 Doug.Fir purlin at 4'0"o.c. lit.. r /- Custom Software Engineering Manufacturing C) 2x4 No.1 Hem-Fir or No.2 Doug.Fir stiffener attach to post with 3- G 4 iC]' 16d nails. �1 ��VVASiii4 40 D) Ftp Truss No.1 setback from end wall as noted on truss design. C.) 1(4' C� E) Extended end jack top chord(typical). ` h Z r r r - I I 11 11 I I I F) Common truss. i, I( G) lip Corner Rafter. ' 17778,q A ?' X A,` A` 1-1) 2x4 Continuous lateral bracing. w. tCj -__ 111 11 ®e II I J) Extended bottom chord. s L EXPIRES 6/10111 A I it iIjI! !llItiII .,A I _4 a h,\,-"4 I I I I I I P 1".,, .'''4 II. -1 J le 0 A Section Y i , 0.- Y �t��cO FROp. 4 ,c. AGONk.fi 5' FILE NO: HIP FRAMING DETAIL rt. „ I I , • DATE: 07/23/08 Ga " REF: 25,15-1 DES: SC • OREGON g T IBC 2006/CSC 2007 'C) Q."ER E' C.) Section X TR. CP¢ 1, Setback I Ftp Truss at 24"o.c.(fypical) EXPIRES 12/31/11 1 l I SIDE VIEW TYPICAL END JACK /NCompuTrus, Inc. - SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE Custom Software Engineering Manufacturing DUTCH GABLE TRUSS END JACK TOP CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS PER ENGINEERING 1 LEDGER• I( >II END JACK i \\ Bottom Chord,Use Wedge at Comer Membersor here No Ceding is Spedfied. W i - l C�AED PROFF�� JACKS _ ' - (`� :GIP F� 94, le ! Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An /NCompuTr us. `nc 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 > ' air 1 4-Web X .f--Web Fi -4----Web ,R�p PRO.A . .t,,6 The T brace must be at least 80%of the web length and is attached with 10d nails at 6"o.c.throughout. (, OREGON ,7" Typical at trusses 24"o.c.only. - T 1`) •..t C?r R 6• �" If a 2x4 or 2x6 web requires a single brace,a 2x4 Tbrace maybe substituted. If a 2x4 or 2x6 web requires O 2 or 3 braces,a single 2x6 T brace ora 2x4 T brace attached to the top and bottom of the web maybe isT 9g- R. C I\ substituted. The T brace(s)must be of equal or better material than the web. - I EXPIRES 12/31/11.1 24"o.c.typical ,s g. CA• 4. Trusses at A ,„..''''S- of NVASNl —1 �� NL,� (� Restraint required at Brace must be 80%of ' �,t each end of brace /' i the length of the web. . . ,,y f r" and at 20'intervals. 2x4 lateral brace with er truss. T.. b.:17778 17ST7 � 0 /i � ReferOd nails to CompuTrus Eng. 4Lodnat'sat6'o.c. race with�,► 111111111111111 1 EXPIRES 6/10/11 FILE NO: Lateral Brace Detail111 I' �� DATE: 07/23/08 4111 —��m� — �� ___ SEQ: 2787671 IBC 2006 i CBC 2007 Lateral Brace Aft. Lateral Brace IIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. Wind: 100 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC 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=1.6 — Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF Unbalanced for this design. TOTAL LOAD = 42.0 PSF Note: Outlooker truss. Upper top chords require same material 9 as structural top chord. Connect with M-3x5 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL min typical 36"oc (uon). Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. Gable end truss on continuous bearing wall UON. - M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 21-00 15-06 21-00 13-04-01 6-10-15 15-06 10-04-06 10-07-10 12 M18HS-9x10 M18119x10 12 4 0 �5� 7.00 2 0 0 0 0 cm 7.00 \..4. �7�6, I, • M 3x5(S) `f ..a2,—, M 3x5 II, • OREGON ,m o+ Gt. rr1 c t n M-3x5 M-3x5(5) •C? � ,-,'` EXPIRES 12/31/11 o M-4x41 4M-7x8 rn . o c, M-3x4 M-5x5(S) M-5x5(S) M 3x5 o 19-09 18-00 19-09 J, I, 57-06 s,'`'�4 1-00 JOB NAME : J -1476 STONE BRIDGE - Al Scale: 0.1433 _ waSlit,, � WARNINGS: GENERAL NOTES,unless otherwise noted: Ce, fat 1. Builder and erection contractor should be advised of all General Notes 1.Th's truss design is adequate for the design parameters shown.Review c . Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer,not the p 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. `G 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LA 3.All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure2'o.c.and at 10'o.c.respectively unless braced throughout their length by . . Dk continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). ,`+` (8 DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �a1 f 7*Y a 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' ISTS9. SEQ. : 4819001 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 309192 design loads be applied to any component. and are for"dry condition"9f use. PP g 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full condition" at all supports shown.Shim or wedge if / / f'F necessary. in fabrication,handing,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 [EXPIRES TPIiwTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1�/ IIIIIIII II IIIIII III IN III ( 9 Digits indicateinsizetplateplate ininches. lu , 1111 CompuTrus,Inc.Software 7.6-1A 1 L E 1g,For basic connector design values see ESR-2529(CompuTrus) and/or ESR•13f 1.ESR-1986(MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #189TR LOAD DURATION INCREASE = 1.15 1- 2=(-3682) 677 1-14=(-542) 3057 2-14=( -225) 132 19-10=(-320) 125 BC: 2x6 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3514) 592 14-15=(-470) 2774 14- 3=( -20) 400 19-11=(-524) 133 WEBS: 2x4 KDDF STAND 3- 4=(-3022) 511 15-16=(-404) 2422 3-15=( -474) 123 11-20=( 0) 225 LOADING 4- 5=(-2406) 407 16-17=(-298) 1934 15- 4=( -33) 712 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 307 17-18=(-251) 1652 4-16=( -867) 196 - BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1830) 265 18-19=(-187) 438 5-16=( -58) 890 TOTAL LOAD = 42.0 PSF 7- 8=(-1135) 163 19-20=(-243) 179 16- 6=( -24) 221 OVERHANGS: 0.0" 12.0° 8- 9=(-1405) 240 20-12=(-241) 181 6-17=( -520) 162 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10=( -143) 716 17- 7=( -72) 895 M-3x4 where shown; Jts:3-4,6,11-12,14-15 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 10-11=( -143) 750 7-18=(-1341) 227 11-12=( -83) 275 18- 8=( 0) 381 - Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-13=( -27) 32 18- 9=( -152) 1392 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-19=(-2695) 487 M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -138/ 2159V -254/ 265H 5.50" 3.45 KDDF ( 625) TRUSS NOT SYMMETRICAL. 45'- 4.2" -193/ 3367V 0/ OH 5.50" 5.04 KDDF ( 625) ORIENTATION AS SHOWN. 57'- 6.0" -51/ 280V -254/ 265H 5.50" 0.45 KDOF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.172" @ 14'- 3.0" Allowed = 2.229" MAX TL DEFL = -0.257" @ 14'- 3.0" Allowed = 2.972" MAX LL DEFL = 0.001" @ 58'- 6,0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 58'- 6.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.000" @ 56'- 10.0" Allowed = 0.384" MAX TC PANEL TL DEFL = 0.012" @ 48'- 3.0" Allowed = 0.675" MAX HORIZ. LL DEFL = 0.048" @ 45'- 4.2" MAX HORIZ. TL DEFL = 0.071" @ 45'- 4.2" 21-00 15-06 21-00 Design conforms to main windforce-resisting 12-04-06 8-07-10 15-06 ( 8-07-10 12-04-06 system and components and cladding criteria. - T f T 'f ,f Wind: 100 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5-09-12 5-00-12 5-00-12 5-00-12 5-03-03 4-11-11 5-03-03 5-00-12 3-09-0 6-01-08 6-00-05 Enclosed, Cat.2, Exp.B, MWFRS, T T T ' f 1 f 1 T T interior zone, load duration factor=1.6 12 12 _ 7.00 M- x6 6 M-'x4 M- x6 7.00 �M 5x10 ,11V4C} M-3x5(5) rr) M-3x5(S) �a-1"5x4I c, • sF CV M-1.5x4 • OREGON ' ERS+. :-o / \ _ A�/210/ ' 01 14 15 Lu 16 17 18 D'------1 ,920 '30 7 o M-3x9 M-3x9 M-4x4 M-4x9 M-7x8 M-1.5x4 0 EXPIRES 12/31/11 M-5x6(S) M-5x6(S) 7-06 6-09 6-10-12 7-07-04 7-07-04 8-11-15 6-03-04 5-10-09 y 19-09 y 18-00 y 19-09 y '' .. Inz r ' xC1 ,, . 57-06 R V DE FULL BEARING;Jts:1,19,12� 1-00 '. {"t, JOB NAME : J -1476 STONE BRIDGE - A2 k �� 'k x Scale: 0.1076 ug WARNINGS: GENERAL NOTES,unless otherwise noted: ;f , 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: A2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ,' AI z=r 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 17778 ,.�["} 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 'C+" DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1, a i rra DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �y,��t 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " �Fi°tl a t ::i: SEQ. : 4819002 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, i iR design loads be applied to any component, and are for"dry condition"of use. d / _. +"<•.>y., TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,q 7Y r - 8.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 EXPIRES 6110111 0t 11011111111111 II I VIII IIIIIII 111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. it coincide with jointacenter nche. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0° IRC 2009 MAX MEMBER FORCES 4WR/OHF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4991) 889 1-14=(-721) 4166 2-14=(-188) 125 19-10=(-448) 116 BC: 2x6 KDDF #188TR SPACED 24.0' 0.C. 2- 3=(-4821) 803 14-15=(-656) 3929 14- 3=( -12) 346 10-20=( 0) 343 WEBS: 2x4 KDDF STAND 3- 4=(-4375) 729 15-16=(-593) 3593 3-15=(-449) 119 20-11=(-185) 110 LOADING 4- 5=(-3772) 628 16-17=(-536) 3413 15- 4=( -30) 691 - TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3189) 499 17-18=(-536) 3413 4-16=(-851) 193 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3452) 526 18-19=(-590) 3592 5-16=(-169) 1577 TOTAL LOAD = 42.0 PSF 7- 8=(-3188) 498 19-20=(-651) 3928 16- 6=(-583) 109 OVERHANGS: 0.0" 12.0" 8- 9=(-3772) 627 20-12=(-702) 4162 6-17=( -53) 192 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9.10=(-4374) 725 17- 7=( -53) 193 M-3x4 where shown; Jts:3-4,6-7,9-10,14-15,17,19-20 LIVE LOAD AT LOCATION SPECIFIED BY INC 2006 AND IBC 2006. 10-11=(-4817) 787 7-18=(-585) 110 Connector plate prefix designators: 11.12=(-4988) 874 18- 8=(-168) 1577 C,CN,C1CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-13=( -27) 32 18- 9=(-851) 189 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-19=( -26) 690 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -178/ 2860V -254/ 265H 5,50" 4.58 KDDF ( 625) 57'- 6.0" -197/ 2926V -254/ 265H 5.50" 4.68 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.345" @ 28'- 9.0" Allowed = 2.829" MAX TL DEFL = -0.515" @ 28'- 9.0" Allowed = 3.772' MAX LL DEFL = 0.001" @ 58'- 6.0" Allowed = 0.100' MAX TL DEFL = -0.001" @ 58'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.116" @ 57'- 0.5" MAX HORIZ. TL DEFL = 0.172" @ 57'- 0.5' Design conforms to main windforce-resisting 21-00 15-06 21-00 system and components and cladding criteria. 12-04-06 8-07-10 f 15-06 8-07-10 12-04-06 Wind: 100 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, - Enclosed, Cat.2, Exp.B, MWFRS, ' 1. 5-09-12 5-00-12 5-00-12 5-00-12 f 5-03-03 4-11-11 5-03-03 5-00-12 5-00- 2 5-00-12 5-09-12 interior zone, load duration factor=1.6 'f T 'f 'f i 'f '( "( '1 T 1' T 12 12 f 7.00 M-5x6 6 7 M-5x65 7.00 .o 4F M 3x5(S) 117t75(S) trJ -p n 0 N. 0 3 `r M-1.5x4 M-1.5x4 `,+►' C}REGON 7 I \/ 1 Ct) C -7 o M 4x12Aggillillitk _ M 4x12 0 �< CFi '..'' t��' 0 1 14 15 16 17 18 / � v x 19 20 3 o ;/2,-/1� o M-4x9 M-4x9 o EXPIRES 1 2/31/1 1 M-5x6(S) -5x6(5) 7-06 6-09 6-10-12 7-07-04 7-07-04 6-_10-12 6-09 7-06 ,6 19-09 18-00 19-09 {1: y 1, y WAS E 57-06 1-00 ,:' .. JOB NAME : J - 1476 STONE BRIDGE - A3 ."' ' Scale: 0.1151 cg " WARNINGS: GENERAL NOTES,unless otherwise noted: " 11.,:''''' ii ,,,.p 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review `�rtr • '` Truss: A3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ', pu"�",, 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 t 76 DES. BY: LA 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 rtrywell(BC). ,,m,..„..,..:'., w,�M'r-.rDATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ y 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7o`ir-y,g} '1,. SEQ. : 4819003 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / 4 3 tl and are for"d condition"of use. /2 ' design loads be applied to any component. "dry A/// . ,,,.: dr, . TRANS I D: 3 09192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. P 7.Plates assumes adequatearedondrainagehis provided. a placedEXPIRES 611011 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and so their center 1 0 B III Mil II I I III III I Iilll II IIIITPUINTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1.4(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -237) 1404 1-14=(-1096) 153 14- 2=(-3637) 639 9-20=( -28) 699 BC: 2x6 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1190) 223 14-15=1 -228) 142 2-15=1 -272) 2093 20-10=1-458) 117 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 459 15-16=( -328) 1889 15- 3=(-2015) 358 10-21=) -1) 364 LOADING 4- 5=(-2837) 477 16-17=) -392) 2357 3-16=( -78) 815 21-11=(-199) 113 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2375) 368 17-18=) -423) 2718 16- 4=1 -437) 155 - BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2812) 423 18-19=( -441) 2830 4-17=( -179) 63 TOTAL LOAD = 42.0 PSF 7- 8=(-2720) 422 19-20=( -515) 3130 5-17=( -93) 1108 OVERHANGS: 0.0" 12.0" 8- 9=(-3232) 539 20-21=( -577) 3472 17- 6=( -888) 145 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10=(-3840) 639 21-12=1 -631) 3724 6-18=( -18) 475 M-3x4 where shown; Jts:1,4,6-7,9-10,16,18,20-21 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 10-11=(-4301) 703 18- 7=( -156) 113 Connector plate prefix designators: 11-12=(-4471) 790 7-19=( -287) 152 Cnect8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-13=1 -27) 32 19- 8=( -124) 1305 M,M20HS,M18HS, or = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19- 9=( -857) 190 M16BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TRUSS NOT SYMMETRICAL. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -529/ 14V -254/ 265H 5.50" 0.02 KDDF ( 625) ORIENTATION AS SHOWN. 0'- 8.8" -207/ 3666V 0/ OH 5.50" 5.49 KDDF ( 625) 57'- 6.0° -181/ 2649V -254/ 265H 5.50" 4.24 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '.. MAX LL DEFL = -0.235" @ 31'- 2.8" Allowed = 2.604" MAX TL DEFL = -0.349" @ 31'- 2.8" Allowed = 3.472" MAX LL DEFL = 0.001" @ 58'- 6.0° Allowed = 0.100" MAX TL DEFL = -0.001" @ 58'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.036" @ 3'- 1.2" Allowed = 0.375" MAX TO PANEL TL DEFL = -0.045" @ 3'- 1.2" Allowed = 0.563" j MAX HORIZ. LL DEFL = 0.075" @ 57'- 0.5" MAX HORIZ. TL DEFL = 0.111" @ 57'- 0.5" 21-00 15-06 21-00 Design conforms to main windforce-resisting 12-04-06 8-07-10 r 15-06 ( 8-07-10 12-04-06 system and components and cladding criteria. f 5-09-12 5-00-12 5-100-12 5-00-12 5-03-03 4-11-11 5-03-03 5-00-12 5-00-�2 5-00-12 5-09-12 Wind: 100 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, I I T 1 ,( 1 -i 1 , I I 1 Enclosed, Cat.2, Exp.B, MWFRS, :, 12 12 interior zone, load duration factor 1.6 7.00 M- x6 6 7 M- x5 X7.00 0 PROP M-3x5(S) M-3x5(5) o M-3x73 r-- 3 0 ` cs ,_ M 7x8 + M 1.5x4 '' • �OREGON a'. y ' �'?CR f6' 04r .iE��1 = r =A M 4X9 O N CL /- vo 1< 14. 15 16 17 18 19 20 21 3 4a 41i -' o M-4x4 M-3x9 M 3x9 0 PIRES 12131/11 y y M-7x8 M-5x6(S) M-5x6(S) y y y -.. ,4-08-122-09-04 6-09 6-10-12, 7-07-04 7-07-04 I6-10-12 6- 09 7-06 y ,. y 19-09 18-00 19-09 /- 1 -'_r MINAS iii 0 (PROVIDE FULL BEARING;Jts:1,14,12( 57-06 1)ANCHOR TO RESIST UPLIFT 1-00 r � (* ,�rk JOB NAME : J - 1476 STONE BRIDGE - A4 Scale: 0,1081 Ci) C `� ;. WARNINGS: GENERAL NOTES,unless otherwise noted: x} :...AP 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review s�'� Truss: A4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ' g s."=' 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at045t, 1-,..-,-0 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +T .e+rQ - stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . 1,, DATE: 4/22/2011 CompuTrus assumes no responsibility 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. NAL SEQ. : 4819 004 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f 2(/1-1 f ?0, NAS' design loads be applied to any component. and are for"dry condition"of use. 4, TRANS I D: 309-192 5.CompuTrushas no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /10/11 - 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 EXPIRES II I II 1111111 II II II II I I III TPIMlrCA in BCS(,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.1A(1 L)-E lines coincide with joint center fiche. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIII This design prepared from computer input 6y PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -16) 19 2-6=(-308) 1814 6-3=( 0) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-1954) 348 6-7=(-318) 1804 3-7=(-1124) 183 WEBS: 2x4 KDDF STAND 3-4=( -899) 205 7-8=(-137) 690 7-4=( 0) 460 LOADING 4-5=( -146) 62 4-8=( -883) 177 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-5=( -189) 91 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF - TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -39/ 885V -202/ OH 5.50" 1.42 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 17'- 10.0" -22/ 794V -202/ OH 5.50" 1.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 ** For hanger specs. - See approved plans MAX LL DEFL = 0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-10-10 13-11-06 MAX LL DEFL = -0.062" @ 3'- 10.6" Allowed = 0.846" MAX TL CREEP DEFL = -0.142" @ 3'- 10.6" Allowed = 1.128" 3-10-10 7-01-07 6-09-15 MAX HORIZ. LL DEFL = 0.016" @ 17'- 6.5" f -( 1 ." MAX HORIZ. TL DEFL = 0.030" @ 17'- 6.5" 12 12 Design conforms to main windforce-resisting 3.50 ---- 7.00 V M-1.5x s system and components and cladding criteria. t Wind: 100 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 End vertical(s) not exposed to wind. M-3x4 4 o +E r` o rn 0 PROps` c r M-5x6 /:).. 014Z-7'7,..--,1�J,' "" Z-7 -, o` aP + OREGON . . Lo 'Fr c;f r� o 2 6 7 8* '� .�'„r i. t.r�i.hA o M-3x4 M-1.5x4 M-3x4 M-3x4 4/2(///-. y y y y EXPIRES 12/31/11 3-08-14 6-11-11 7-01-07 J,1-00 17-10 JOB NAME : J - 1476 STONE BRIDGE - B1 scale, 0.2797 , `x . ; • WARNINGS: GENERAL NOTES,unless otherwise noted: �`�q 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review w. kk �. Truss: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the y &.,W".377' 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 'x' 3.All lateral force resisting elements such as temporary and permanent - +� gx 17778 wry DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +�.r at�;.,, S�,V stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(0C). #, DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+-t• 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. yi�O F 11 SEQ. : 4819005 fasteners are complete and at no time should any loads greater than a.Design assumes trusses are to be used in a non-corrosive environment, ONAL f is+ design loads be applied to an component. and are for"dry condition"of use. TRANS I D: 309192 g pP y p 6.Design assumes full bearing at all supports shown.Shim or wedge if 124 if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXPIRES 6/10/11 - II II I II III III III II IIII I IIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). • IllllliilThis design prepared from computer input by PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IRS 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -16) 19 2-6=(-308) 1814 6-3=( 0) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1954) 348 6-7=(-318) 1804 3-7=(-1124) 183 WEBS: 2x4 KDDF STAND 3-4=( -899) 205 7-8=(-137) 690 7-4=( D) 460 LOADING 4-5=( -146) 62 4-8=( -883) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-5=( -189) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -39/ 885V -202/ OH 5.50" 1.42 KDDF ( 625) M-1.5x3 or equal at non-structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 17'- 10.0" -22/ 794V -202/ OH 5.50" 1.27 KDDF ( 625) vertical members (uon). Connector plateprefix designators: BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16. 8 (or =nMiTek prefix)T = riesuTrus, Inc MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" = MT series MAX LL DEFL = -0.062" @ 3'- 10.6" Allowed = 0.846" MAX TL CREEP DEFL = -0.142" @ 3'- 10.6' Allowed = 1.128" 3-10-10 13-11-06 T T T MAX HORIZ. LL DEFL = 0.016" @ 17'- 6.5" 3-10-10 7-01-07 6-09-15 MAX HORIZ. TL DEFL = 0.030" @ 17'- 6.5" - -) T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 1/ M-1.5x4 Wind: 100 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05, Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 5 Enclosed, Cat.2, Exp.B, MWFRS, of the same size and grade as structural top ; interior zone, load duration factor=l.6 chord. Insure tight fit at each end of let-in. End vertical(s) not exposed to wind. 4X2 OUTLOOKER NOTCHES CUT WITH CARE AT 2X INLET AREAS ONLY. M-1.5X4 'i M-3x5 M-3x4 Max® � o M-1.5x4 ca ',�yf31N t•� C7, M 3 x 5 �� .• r,.. M-1.5x4 M-5x6 . . .471,- o� M 3x5 3 - OREGON ,; M-3x5 ��' CP �,�'x� co 1 al _ -- ?AA 2:11111111, -/- 2 6 7 -'8-8 Li M-3x4 M-1.5x4 M-3x4 M-3x4 ¢/2,'/// • . y y y ..1, EXPIRES 12/31/11 MJ 3-08-14 6-11-11 7-01-07 .1 ' 1 00 17-10 `t- c WASH" JOB NAME : J - 1476 STONE BRIDGE - B2Sale: 0.2661 4 txcj AY ft, s'e-N WARNINGS: GENERAL NOTES,unless otherwise noted: r 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review '>iI',. iO'" Truss: 62 and Warnings before construction commences, and approval is the responsibility of the building designer,not the r purit 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements Such as temporary and permanent +'�.. 17778 „may DES. BY: LA2'o.c,and at 10'o.c,respectively unless braced throughout their length by w+ xdftJ✓ stabil9y bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathMg(TC)and/or drywall(BC). Q w,, e�` xx DATE: 4/22/2011 CompuT us assumes no responsibility for such bracing. 3.2x Impactbridging 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. * '$e+�yp t _.,. SEQ. : 4819006 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-coonsiva environment, I Es<dv design loads be applied to any component. and are for"dry condition"of use. 4/24 J j/ ».,, v,"_.., TRANS I D: 3 09192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one dthifac a iso provided. a. 6/10/11 II III IIII VIII I I II II I III IIII 6.This design is furnished subject to the Imitations set forth upo by 8.Plates shall a located both faces of truss,and placed so their center { TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). EIIIIIII) This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Wind: 100 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF interior zone, load duration factor=1.6 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0° TOTAL LOAD = 45.0 PSF ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 3.50 v 3 - v4- ,- c) o = co 1 illi .51 iiiii_AMIIIIIIIrill ,,,c.:.)•*12.-D,.,it::CjIC'sk S LC).0 co M-3x4 PROVIDE SUPPORT S' . lit• OREGON rti`�' !2t ire R CNS EXPIRES 12/31/11 y 1-00 y 2-00 y , `c, t t, WAS 4,0 JOB NAME : J - 1476 STONE BRIDGE - Cl Scale: 1.0000 � : °" '' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ' in Truss: C 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the Review , rp Y d a ` 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. ' 2.Design assumes the top and bottom chords to be laterally braced at W', 3.All lateral force resisting elements such as temporary and permanent 17778' DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by pay stability bracing must be designed by designer of complete structure. 2' 'T ^+ �•.*` continuous sheathinggr such l plywood suited s own.drywall(BC). *, ,,is - DATE: 4/22/2011 CompuTrus assumes no responsibility 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. • '^t+'�te�^^qy��,tt } SEQ. : 4819007 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, / r1.AAY fy y. design loads be applied to any component. and are for"dry condition"of use. Q• Z /ii TRANS ,�„4,E I D: 309192 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 3d fabrication,handling,shipment and installation of components. necessary. 6/10/1-1----1 II III I II III I II II III II II II 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 Ir XPIRE TPIANTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.1A(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). 11 11411 This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 41'- 8.0" Design conforms to main windforce-resisting TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Wind: 100 mph, h=15ft, TCDL=6.O,BCOL=6.D, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF interior zone, load duration factor=l.6 DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 45.0 PSF Note: Outlooker truss. Upper top chords require same material considered for this design. as structural top chord. Connect with M-3x5 Connector plateprefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL min typical 36"oc (non). 9 REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Gable end truss on continuous bearing wall UON. - M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. t ASIj, ' 12-11 28-09 0 c4. 11. 12-06-14 10-03-14 18-05-02 T T f 1 , Cly. 12 2M-7x8 127. -- ,..;',':. 7.00 / v 3.19 M-3x5 1777'8 M 3x5(S) 1R ,t " �1C;� _ r r EXPIRES 611011 # r--- M-3x7 y ,-,t 1 3 M-5x12+ M o , In r'-- - - - -.5 o M-4x7 M-3x5(S) M-3x5(S) o M-3x4 y • y y 12-00 12-00 17-08 y y-4 41-08 1-00 p o Scale: 0,2017 JOB NAME: J -1476 STONE BRIDGE - D1 4, ) t) � �� WARNINGS: GENERAL NOTES,unless otherwise noted: 1{' T. 1.Builder and erection contractor should be advised of all General Notes 1,This truss design is adequate for the design parameters shown.Review 4! Truss: D 1 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent ' OREGON CO DES. BY LA 2'nljs and at 10'hin respectively unless braced throughout(heir length by A. f stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111)t ^�� -.j -DAT E: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 0 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. E P ' 0, SEQ. : 4 819008 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, Q design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 30 9192 5. CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing eel)supports shown.Shim or wedge if �� P� fabrication,handling,shipment and installation of components. necessary. A,24, / 7.Design assumes adequate drainage is provided. Y 1 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXPIRES I r.� S .12/31/11 1 f ^�11 1 I II III 111111111 II I II I II III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,jj s-° �^( ( T 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MITek). IIIIIIIIIIII This design prepared from computer input by i . PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 41'- 8.0° IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3164) 562 1-10=(-432) 2583 10- 2=( 0) 273 14- 7=) -315) 123 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2647) 433 10-11=(-434) 2581 2-11=( -501) 134 7- 8=(-5867) 690 WEBS: 2x4 KDDF STAND 3- 4=(-2334) 357 11-12=(-429) 3198 3-11=( -110) 1517 LOADING 4- 5=(-3571) 453 12-13=(-496) 4068 11- 4=(-1473) 157 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-4648) 529 13-14=(-566) 4896 4-12=( 0) 979 BC LATERAL SUPPORT <= 12"OC° UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5628) 594 14- 8=(-638) 5586 12- 5=(-1004) 103 TOTAL LOAD = 45.0 PSF 7- 8=(-5867) 690 5-13=( -3) 763 OVERHANGS: 0.0" 12.0" 8- 9=( -14) 17 13- 6=( -689) 104 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6-14=( 0) 631 Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -54/ 1929V -162/ 168H 5.50" 3.09 KDDF ( 625) 41'- 8.0" -69/ 1988V -162/ 168H 5.50" 3.18 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.393" @ 26'- 11.1" Allowed = 2.038" MAX TL CREEP DEFL = -0.818" @ 26'- 11.1" Allowed = 2.717" MAX LL DEFL = 0.002" @ 42'- 8.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 42'- 8.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.115" @ 41'- 2.5" MAX HORIZ. TL DEFL = 0.201° @ 41'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 100 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 12-11 28-09 interior zone, load duration factor=l.6 f 12-11 13-06-06 15-02-10 6-09-05 ( 6-01-11 5-09-05 r 5-05-13 5:6-13 5-05-13 6-06-03 12 12 7.00[-.7.. M-5x6 "' i 3.19 3 - M-4x4 �c�' r)PRt F a 0, M 3x4 1\ 5M-3x4 iM-3x6(5) M -3x4 M-4x4 M 1.5x4 8 �3' ► v , �� OREGON lir `' -__________,; 0,:(!%;72- . '6 7 w ro It 1 ii n _ .1 i .. J "" .. _-�- 9 2, ,j �yy .rr^^�� ,f''}cam"-; 0 1....- 10 11 12 13 14 rL. t-rP' o M-5x5 M-1.5x4 M-4x9 M-4x4 M-3x4 M-3x4 M-5x16 c 442/tl M-5x5(S) M18HS-3x18(S) EXPIRES 1213/111 J., y >- J., y ), .1 6-07-09 6-05-03 , 7-00-01 6-10-05 6-10-05 7-10-10 • C..4 - y 12-00 12-00 17-08 ),---4 '*- 41-08 WEDGE REQUIRED AT HEEL(S). 1-00 .. 0°'}. us c.o., JOB NAME : J - 1476 STONE BRIDGE - D2Scale: 0.1668jti..A.iTt WARNINGS: GENERAL NOTES,unless otherwise noted: 'r 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,4, ;' Truss: D2 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.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 177 7 DES. BY LA stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by - cry 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s�`,g y DATE: 4/22/2011 CompuTrus assumes no responsibility 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. y`rq�f y SEQ. : 481900921/ ./. TRANS I D: 309192 ^ 1 f3 4P�a� design Toads be applied to any component. and are for"dry condition"of use.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enviionment, / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 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 EXPIRES 6/110/11 111111 11110111111 IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. ,.9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). EA This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-906) 137 1-11=(-105) 814 1- 2=( -906) 137 16-17=) 0) 0 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -62) 540 11-12=(-111) 807 11- 2=( 0) 347 16-18=( -39) 43 WEBS: 2x4 KDDF STAND; 3- 4=( -31) 271 12-14.(-409) 34 2-12=(-1340) 167 18- 5=(-473) 211 2x4 KDDF #1&BTR A LOADING 4- 5=( •47) 213 14-18=(-172) 0 12- 3=( -693) 137 18- 6=(-181) 47 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -47) 213 18-19=) -74) 26 12-13=) -52) 11 6-19=(-360) 124 . TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -74) 108 19-20=( -21) 62 3-13=( -37) 294 19- 7=( -93) 25 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-104) 44 20-21=) -20) 71 13-14=( -35) 286 7-20=(-432) 111 8- 9=(-108) 56 21- 9=( -51) 43 13-15=) -40) 9 20- 8=( -52) 19 OVERHANGS: 0.0' 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=( -14) 17 14-15=( -454) 139 B-21=(-572) 174 REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 15- 4=( -475) 144 8- 9=(-108) 56 M-1.5x3 or equal at non-structural 15-16=( -10) 2 vertical members (son). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4-16=( -36) 46 Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: Truss designed for 4x2 outlookers. 2x4 let-ins 0'- 0.0" -18/ 573V -18/ 285H 5.50" 0.92 WOOF ( 625) C,CN,C18,CN18 or no 15'- 6.6" -30/ 1291V -354/ 38H 500.00" 2.07 KDDF ( 625) refix ( p ) . CompuTrus, Inc of the same size and grade as structural top 22'- 6.0" -3/ 414V 0/ 84H 500.00' 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series chord. Insure tight fit at each end of let-in. 28'- 9.0" -50/ 740V -15/ 64H 500.00" 1.18 KDDF ( 625) 4X2 OUTLOOKER NOTCHES CUT 35'- 0.0" -7/ 524V -18/ 44H 500.00" 0.84 KDDF ( 625) TRUSS NOT SYMMETRICAL. WITH CARE AT 2X INLET AREAS ONLY. 42'- 1.2" -10/ 583V -13/ 43H 500.00' 0.93 KDDF ( 625) ORIENTATION AS SHOWN. 48'- 10.8° -28/ 718V -18/ 47H 500,00" 1.15 KDDF ( 625) 57'- 6.0" -42/ 476V -15/ 78H 500.00" 0.76 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.029" @ 8'- 8.5" Allowed = 0.769" MAX TL CREEP DEFL = -0.065" @ 8'- 7.2" Allowed = 1.025" 28-09 28-09 MAX LL DEFL = 0.002" @ 58'- 6.0" Allowed = 0.100" l' l' 'f MAX TL DEFL = -0.002" @ 58'- 6.0" Allowed = 0.133' 6-04-10 7-01-03 6-01-04 5-11-04 7-00-11 15-10-13 MAX HORIZ. LL DEFL = 0.006" @ 15'- 6.6" ( 8-07-03 ( 7-01-03 7-01-03 (( 5-11-08 f 5-11-08 ( 7-01-03 6-11-07 8-08-15 ( MAX HORIZ. TL DEFL = 0.010" @ 15'- 6.6" Design conforms to main windforce-resisting 12 12 3.19 i -M-1.5x4 12 3.19 system and components and cladding criteria. M-1.5x4 M-1.5x4 M-3x5 Wind: 100 mph, h=25ft, TCOL=6.O,BCDL=6.0, ASCE 7-05, M-3x5 Enclosed, Cat.2, Exp.B, MWFRS, M-3x5 M-1.5x4 interior zone, load duration tactor=1.6 M-4x6 M-1.5x4 M-3x5 M-3x5 M-3x5 M-3x5 M-3x5 M-3x 6.0", M-3x5 M 3x5 ��PRO M 4x6 1 M-3x6 M 3x5 ��; M-3x6(S) 4 6 M-3x5(S) o M-1.5x4 M-4x6 M-3x6 Cv , ;,., 6, '� M 3x5 3 �• 7 M-3x5 �' �' M-3x9 / 15 M-3x9 M-1.5x4 2 �� a M-1.5x4j'j, '� 7- M 7x8 �f 9 3x9 - # OREGON ,r ,�.. ooh=-� ��I1 a -- ,__r_ ru - . __ 1 0 ( ',Eny. c?r -...t 11 12 14 a i 20 2i o C>r31, -6,* �.a o M-1.5x4 M-3x9 M-5x6 M-51x10 M-gx6 M-3x6 M-1.5x4 0 (� M-3x4 M-5x6(S) M-3x55x6 S M-5x6(S) , p'"` `` Provide Full Continuous Bearing ¢/2j"%j a-o'7-oa 1 bio-113 1, y y y - EXPIRES 12/31111 y 8-07-03 6-11-07 6-11-,07 4-00-111' -00-11 6-03 7-01-03 6-09-11 8-07-03 y 19-09 18-00 19-09 y �, cw�siv 57-06 1-00 ,0 'l co' JOB NAME : J -1476 STONE BRIDGE D3Sale: 0.1056 4; T , 01. t..r WARNINGS: GENERAL NOTES,unless otherwise noted: - 8 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: D3 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. fp 2.Design assumes the tap and bosom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent + „- p 1 r%"(tR DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by m+ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *i,k'et ^ DATE: 4/22/2011 CompuTrus assumes no responsibility 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. ttt^�t��t SEQ. : 4819010 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in non-corrosiveaenvironment, /2r/ / - 4`ONA , design loads be applied to any component. and are for"dry condition"of use. 2 J / , ti,, TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign assumes full bearing at all supports shown.Shim or wedge if 1 l7 TM fabrication,handling,shipment and installation of components. Desessary. . 7.Design assumes adequateatedon draface is provided.. 611 V1 1 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center EXPIRE t I 1 11111 III III Milli I III IIII TPIIwrCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2v(-3367) 441 1-11=( -399) 3188 1- 2=(-3367) 441 15- 7=(-1337) 108 BC: 2x6 KDDF #18879 SPACED 24.0" O.C. 2- 3=(-2126) 271 11-12=) -404) 3181 11- 2=) 0) 321 7-16=1 0) 550 WEBS: 2x4 KDDF STAND; 3- 4=( -890) 165 12-13=( -243) 1953 2-12=(-1259) 171 16- 8=(-1344) 161 2x4 KDDF #1&BTR A LOADING 4- 5=) -17) 351 13-14=( -146) 766 12- 3=( 0) 553 8-17=( 0) 338 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=) -17) 350 14-15=(-1928) 196 3-13=(-1343) 113 8- 9=( -501) 119 - TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -243) 2176 15-16=) -892) 122 13- 4=) 0) 832 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF 7- 8=( -141) 943 16-17=) -136) 415 4-14=(-1501) 188 8- 9=( -501) 119 17- 9=( -131) 423 14- 5=( -472) 150 OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=( -14) 17 14- 6=( -296) 2301 REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 6-15=(-2615) 462 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 1234V -161/ 166H 5.50" 1.97 KDDF ( 625) 35'- 0.0" -96/ 3477V 0/ OH 3.50" 5.02 KDDF ( 625) 57'- 6.0" -75/ 540V -161/ 166H 5.50" 0.86 KDDF ( 625) TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.149" @ 8'- 8.5" Allowed = 1.712" MAX TL CREEP DEFL = -0.328" @ 8'- 8.5" Allowed = 2.283" MAX LL DEFL = -0.028" @ 48'- 9.5" Allowed = 1.102" MAX TL CREEP DEFL = -0.062" 8 48'- 10.8" Allowed = 1.469" MAX LL DEFL = 0.002" 0 58'- 6.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 58'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.025" @ 57'- 0.5" MAX HORIZ. TL DEFL = 0.044" @ 35'- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 100 mph, h=25ft, TCDL=6.O,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 28-09 28-09 interior zone, load duration factor=l.6 ( 19-01 r 9-08 11-07-03 17-01-13 8-07-03 ( 7-01-03 7-01-03 5-11-08 f 5-11-08 7-01-03 6-11-07 8-08-15 3.19 c- M-4x6 a 3.19 -' � fi '✓ . 5 4 yt;lt�f F /- M-3x5(S) M-3x54 -""'` 6M-5x7 M-3x5(S) { 3.0" ( ) �P�'" � o M-3x5 M 3x5 3 7 t OREGON ,gym r M 1.5x4 M 3x92 A AP 11111111110„!M-3x9 M 1.5x4 C1> •0L'sCf ' ` M-5x12 / M 3x9 .71- i _ .-. 9 C t•#. �_ T �� 11 12 13 14 -15 16 17 0 2,(. f/ - - o M-3x4 M-1.5x4 M-3x5 M-4x4 M-5x10 M-3x7 M-5x6(S) M-3x6 M-1.5x4 M-3x4 0 ,�(� � (f)1 J, y 1, M-5x6(S) y y J. y y ,1- 8-07-03 6 09 11 7-01 03 6 03 6-03 7�01-03 6-09-11 8 07-03 X 19-09 18-00 19-09 57-06 (PROVIDE FULL BEARING;Jts:1.15,9) 1-00 y JOB NAME : J - 1476 STONE BRIDGE - D4 : , -,,,r � ,, 0r4 Scale: 0.1150 tg t WARNINGS: GENERAL NOTES,unless otherwise noted: ,a 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review IY.t! -q Truss: D4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 1;�t 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at h I;p 7 DES. BY: LA 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 seL *T dy� DATE: 4/22/2011 CompuTrus assumes no responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �S p�4 P y bracing. 3.2x Impact bridging or lateral bracing required where shown++ Sn 4.No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / ' ; '` EQ. : 4819011 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-coenvironment, O design loads be applied to any component. and are for"dry condition"of use. 4/74'i/ „TRANS S I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7De .Design assumes atedadequate drainage is truss,a. 611 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(heir center E,�PIRE+�? ! ! II III III I I IIIII I111II III IITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 57'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3533) 446 1-11=( -403) 3348 1- 2=(-3533) 446 15- 7=(-1111) 134 BC: 2x6 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-2296) 275 11-12=( -408) 3341 11- 2=( 0) 320 7-16=( 0) 412 WEBS: 2x4 KDDF STAND; 3- 4=(-1061) 169 12-13=( -247) 2118 2-12=(-1254) 171 16- 8=( -534) 70 2x4 KDDF #1&BTR A LOADING 4- 5=( -127) 172 13-14=( -248) 931 12- 3=( 0) 552 8-17=( -293) 142 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -126) 172 14-15=(-1675) 185 3-13=(-1343) 113 8- 9=( -59) 414 - TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -231) 1909 15-16=) -829) 89 13- 4=( 0) 829 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=( -107) 891 16-17=1 -302) 23 4-14=(-1497) 190 8- 9=( -59) 414 17- 9=( -315) 30 14- 5=( -381) 149 OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=( -14) 17 14- 6=( -285) 2187 PI-1.5x3 or equal at non-structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 6-15=(-2510) 451 vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) 0'- 0.0" -37/ 1279V -24/ 624H 5.50" 2.05 KDDF ( 625) = CompuTrus, Inc 35'- 0.0" -91/ 3250V -800/ 87H 273.50" 5.20 KDDF ( 625) M,M2OHS,M18HS,M16 = Mi.Tek MT series Truss designed for 4x2 Out100kers. 2x4 let-ins 42'- 1.2" -90/ 81V -8/ 135H 273.50" 0.13 KDDF ( 625) of the same size andgrade as structural top • 57'- 10.8" -32/ 446V -2/ 132H 273.50" 0.71 KDDF ( 625) 2 57'- 6.0" -51/ 375V 0/ 278H 273.50" 0.60 KDDF ( 625) TRUSS NOT SYMMETRICAL. chord. Insure tight fit at each end of let-in. ORIENTATION AS SHOWN. 4X2 OUTLOOKER NOTCHES CUT VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 WITH CARE AT 2X INLET AREAS ONLY. MAX LL DEFL = -0.156" @ 8'- 8.5" Allowed = 1.712" MAX TL CREEP DEFL = -0.343" @ 8'- 8.5" Allowed = 2.283" MAX LL DEFL = 0.002" @ 58'- 6.0" Allowed = 0.100° MAX TL DEFL = -0.002" @ 58'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.027" @ 35'- 0.0" MAX HORIZ. TL DEFL = 0.049" @ 35'- 0.0" Design conforms to main windforce-resisting r 28-09 T 28-09 T system and components and cladding criteria. 6-04-10 7-01-03 6-01-04 5-11-04 7-00-11 15-10-13 Wind: 100 mph, h=25ft, TCDL=6,0,BCDL=6,0, ASCE 7-05, T T f T T f T Enclosed, Cat.2, Exp.B, MWFRS, ( 8-07-03 ( 7-01-03 7-01-03 5-11-08 5-11-08 7-01-03 6-11-07 8-08-15 interior zone, load duration factor=l.6 12 12 M-2.5x4 or equal at non-structural diagonal inlets. 3.19 o M-1.5x4 a 3.19 M-1.5x4 M-3x5 M-3x5 M-1.5x4 M-M-3x5 40x6 M-3x5 M-1.5x4 M-3x5 � 't t'Rp `r M-3x5 M-3x M-3x5 ,,,.‘6111 _,c,, C? f- M-3x5 M-3x5 C� M-3x5 na M-5x6 • to F. ,p M-3x5(S) 4 s M-3x5(S) `' . t"` M-1.5x4 ( ) 3.0 ,,, M-1.5x4 • .S'. m M-3x5 M-3x6 o M-3x5 3 ` 7 M-3x5 M 1.5x4 M-3x92 + A - M-3x9 '• o' OREGON �.'-.r s M 1.5x4 (t� a _ N' • v M-5x12 M-3x9 cnL-:F'k"•.> v 1 _ + hr• �� _9 10 `€�, l'i- :1;?' ,,,.:p7 11 12 13 14 15 16 17 / R- C o M-3x4 M-1.5x4 M-3x5 M-4x4 M-5x10 M-3x7 M-3x6 M-1.5x4 0 2 �;1 - M -5x6(S) M-5x6(S) Provide Full Continuous Bearing EXPIRES 12/31111 J- 8-07-03 6-09-11 7-01-03y 6-03 6-03 6-11-07 6-11-07 8-07-03 y 19-09 18-00 19-09 y � 57-06 1-00 CSF A. $111k el, 7-- - JOB NAME : J - 1476 STONE BRIDGE - D5 ) ir r ., Scale: 0.1150 so ~* WARNINGS: GENERAL NOTES,unless otherwise noted: f 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: D5 and Warnings before construction commences, and approval is the responsibility of the building designer,not the .., k 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at n 1 i 7 7 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y} stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` a "�' •""' DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ w,, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r t�yi�tyt SEQ. : 4819012 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. / V;i"5}. design loads be applied to any component. and are for"dry condition"of use. d`24,-/;/... '///, ,� TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necesnary. 6.This design is furnished to the limitations set forth by7.Designlaesassumes adequate onne othc drainage is provided. 6/10/11/1 011 1 (1111 '1111 II III 11111 1 11111'Ii1 9 subjecte.Plates shall be located both faces of truss,and placed so their center EXPIRESL**I t t t TPI/VVTCA in BCSL copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). EMI , design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 2.0" IRC 2009 MAX MEMBER FORGES 4WR/DHF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -180) 200 1- 7=(-169) 119 2- 7=) -684) 199 10- 6=( -49) 795 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=( -77) 603 7- 8=( -46) 803 7- 3=(-1763) 253 6-11=(-1062) 198 WEBS: 2x4 KDDF STAND 3- 4=(-1221) 167 8- 9=(-103) 803 3- 9=( -6) 421 LOADING 4- 5=( -792) 151 9-10=( -57) 1146 9- 4=( -127) 115 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -909) 189 10-11=(-202) 75 4-10=( -594) 89 - BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 10- 5=( 0) 261 TOTAL LOAD = 45.0 PSF M-1.5x3 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 0'- 0.0" 0/ 381V -80/ 236 195.50" 0.61 KDDF ( 625) 10'- 3.1" -92/ 1758V -9/ 241H 195.50" 2.81 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 16'- 3.5" 0/ 127V -253/ 104H 195.50" 0.20 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 2.0° -33/ 1101V -208/ 62H 5.50' 1.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for 4x2 outlookers. 2x4 let-ins VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series of the same size and grade as structural top MAX LL DEFL = -0.042" @ 21'- 9.4' Allowed = 0.921" chord. Insure tight fit at each end of let-in. MAX TL CREEP DEFL = -0.077" @ 21'- 9.4" Allowed = 1.228" 4X2 OUTLOOKER NOTCHES CUT WITH CARE AT 2X INLET AREAS ONLY. MAX HORIZ. LL DEFL = 0.014" @ 35'- 0.2" MAX HORIZ. TL DEFL = 0.022" @ 35'- 0.2' Design conforms to main windforce-resisting 28-09 6-05 system and components and cladding criteria. 1' '1 'IWind: 100 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-05, 6-09-01 6-07-15 7-02-07 1-03-12 5-06-01 6-03-05 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 7-11-07 6-11-03 6-11-03 6-11-03 6-05 M-2.5x4 or equal at non-structural diagonal inlets. 12 12 3.19 M-1.5x4 M-3x5 \I 7.00 M-3x5 M-3x5 5M-5x6 /- M-3x5 M 1.5x4 -A, M 1.5x4 M-3x4 M-1.5x4 M-3x5 4 M 3x5 M 3x5(5) / ..,....,1030 M-3x5o M-3x5 M 3x7 aPM 3x5 � � R '$6M-3X5 M-1.5X4 "' � „ �M-1.5x4 r r rM-1"5x4 /' `,M-3x5 OREGON ��1 -Ai - tt) Or. N ` 9 10 8 11 ,�� .-- o M-4x6 M-4x6 -3x9 M-1.5x4�sP y-3x4 Provide Full Continuous Bearing ,I• M-3x5(S) y y y �1?�l/1 10-03-02 5-00-08 4-02-06 9-01-03 6-06-12 ( 1 1l1 J, y y 18-00 17-02 � ' _�• 35-02 ` WAS r' ' JOB NAME : J - 1476 STONE BRIDGE - D6 , x °` �' Scale: 0.1971 : OW WARNINGS: GENERAL NOTES,unless otherwise noted: t `yr ,.,9 e 1.Builder and erection contractor should he advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review . tB# ' 1 Truss: D6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 4 a; a`,,,r, 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at 1 7 7 78 DES. BY• LA 2'c.c.and at 10'o.c.respectively unless braced throughout their length by _ • stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). , ` 4-‘4S1015."- DATE: 4/22/2011 CompuTrus assumes no responsibility 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. $I?C1yr xe SEQ. : 4819013fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / r"/ L++33�YI•!s TRANS I D: 309192 design loads be applied to any component. and are for"dry condition"9f use. 9 d; z J�/ 5.CompuTrus has no control over and assumes no responsibility for the y, ;- 6.Desi n assumes full bearin at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Platen assumes adequate on drainagehc is ftrs,provided. i. 61117111 fi.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center E,XPtE,,4e'•, I II III 1 I 111 II II I III IIITPI/VWCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1 A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). III III VIII ThTis design prepared from computer input by PACIFIC LUMBER / JP . LUMBER SPECIFICATIONS TRUSS SPAN 19'- 4.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1238) 396 1-5=(-138) 973 2-5=(-385) 215 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -971) 245 5-6=( -91) 466 5-3=( -27) 707 WEBS: 2x4 KDDF STAND 3-4=( -139) 132 3-6=(-763) 120 LOADING 6-4=(-201) 152 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -60/ 870V -162/ 186H 5.50" 1.39 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 19'- 4.0" -59/ 932V -162/ 186H 5.50" 1.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.048" @ 6'- 6.7" Allowed = 1.228" MAX TC PANEL LL DEFL = 0.073" @ 16'- 1.1" Allowed = 0.444" MAX HORIZ. LL DEFL = 0.011" @ 19'- 0.5" 12-11 6-05 MAX HORIZ. TL DEFL = 0.017" @ 19'- 0.5" T Design conforms to main windforce-resisting 6-07-09 6-03-07 6-05 system and components and cladding criteria. f ,rT 1' 12 12 Wind: 100 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7.00�/ M-4x6 7,00 Enclosed, Cat.2, Exp.B, MINERS, interior zone, load duration factor=l.6 `- 34.0i ue\ a, M-1,5x4 / M-1.5x4 0 4 r 0PR0pS O ` GINS . ale, CV N • OREGON 1-r"!--- Noililiiillii= iiii.......111.11.11111111.1.11111111116 IliCaN oto • <9E-1-t , 1 5 .6 •.... M-3x4 M-3x4 M-3x4 }�..` 4!25//1 1, y yrXPIR S 1 ' ' 9-10-01 9-05-15 19-04 .:• 1RL " ` �iSNAS ‘" Affi JOB NAME : J - 1476 STONE BRIDGE - D7 Scale: 0.3002 'T '•-, 0 t -. WARNINGS: GENERAL NOTES,unless otherwise noted: , 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review k Truss D7 and Warnings before construction commences. and approval is the responsibility of the building designer,not the :)uw. 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. .. 3.All lateral force resistingelements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at P ry p 17778 DES. BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by [�} stability bracing must be designed by designer of complete structure. continuous sheathingsuch as plywood sheathing(TC) ��s(`v" p- 1, DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. P Y g(re s aodn• ywall(Bq. �, P Y 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. - �ypt " SEQ. : 4819 014 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, ( ` i ti" ,, design loads be applied to any component, and are for"dry condition"of use. !1-!21'/ ,r ,-,_, ..� TRANS I D: 309192 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 s necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerAI dES 6110111 III I II II II In II IIIII I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. LL 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). I. IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 4.0" Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND Wind: 100 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, ExpB, MWFRS, IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous Dearing wall for entire span UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-11 6-05 -1 T T 6-07-09 6-03-07 6-05 f 12 12 7.00 M-4x6 �7.00 4.0" 3 r-r u� a, 4 M-1.5x4 M-1.5x4 o a 1 I 14 i - r cl "I pit 0 1 .067, 4:„.4,011,.t\t ":-.1 s q.v.-4T_ , +1 'L--� 0.1 41111 of m (()S C1r,{)Ri Nor '-,-a o s fi M-5x4 0 M-3x4 1.-R C� M-3x6 7r12fi%1 * * 1 EXPIRES 12131/11 9-10-01 9-05-15 * r. ,., 19-04 C ,. G.WAS JOB NAME : J - 1476 STONE BRIDGE - D8 `` ' f' -� ,A,..., 'c... Scale: 0.2979 y WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 1 # Truss: D8 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.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 7 74 �y..,„ DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by {� ✓ stability bracing must be designed by designer of complete structure. continuous sheathingsuch as plywood sheathing(TC) l ( ) #, 'a.x,-"' DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. P Y and/or d all BC. r� P tY3.2x Impact bridging or lateral bracing required where shown++ t r� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /it. S`Oa^�Nill• TK" y S Elf. : 4819015 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, / r•ti design loads be applied to any component. and are for"dry condition"of use. (!2;�i 1, • t TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (!'''.'�'' 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 7 >E�(P1R.ES 6/10/1 1 II IIII IIII VIII 11111 II I I II I III TPINViCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. L 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1 L)-E 16.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). 11111111ill , design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -62) 48 6-7=(-74) 123 2-6=(-342) 259 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-304) 170 7-8=(-74) 123 7-3=1 0) 179 WEBS: 2x4 KDDF STAND 3-4=(-304) 170 8-4=(-342) 259 LOADING 4-5=) -62) 48 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -43) 400V -134/ 134H 5.50" 0.64 KDDF ( 625) M-1.5x3 or equal at non-structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 8'- 0.0" -43/ 400V -134/ 134H 5.50" 0.64 KDDF ( 625) vertical members (uon), BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.133" Connector plate prefix designators: MAX LL DEFL = 0.019" @ 4'- 0.0" Allowed = 0.354" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.001" @ 9'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.001" @ 9'- 0.0" Allowed = 0.133" 4-00 4-00 MAX TC PANEL TL DEFL = -0.032" @ 6'- 1.6" Allowed = 0.547" '( "( f MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.3" M-4x6 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" N14.00 Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. M-3x5 pq M-3x5, Truss designed for 4x2 outlookers. 2x4 let-ins Wind: 100 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, • 041/4 of the same size and grade as structural top Enclosed, Cat.2, Exp.B, MWFRS, chord. Insure tight fit at each end of let-in. interior zone, load duration factor=l.6 4X2 OUTLOOKER NOTCHES CUT 3.�" WITH CARE AT 2X INLET AREAS ONLY. M-1.5x4 M-1.5x4 co .y + co to M-3x5 M-3x5 M-3x4 M-3x4 �4� f Rpfi N ��/� N e le KO" M-3x5 M-3x5 M-3x5 o&Eft li:. : C,'"' 4 / 4-00 4-00 EXPIRES 12/31/11 ... y > ), )' 1-00 8-00 1-00 ° 4)00 JOB NAME : J -1476 STONE BRIDGE - El A Scale: 0.3772 ug ' WARNINGS: GENERAL NOTES,unless otherwise noted: ° �,t 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: El and Warnings before construction commences. and approval is the responsibility of the building designer,not the sip,Ot p . 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. - .i., 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at '-'i� 17,"78 • rG DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *, "'� + DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ - 4. No load should be applied to any component until seer all bracing and 4. Installation of truss is the responsibility of the respective contractor. t�tt� a�,tt +� SEQ. : 4819016 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, / r sTL Nf as. design loads be applied to any component. and are for"dry condition"of use. �s TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 11 P poneyts. 7.Platen assumesadequateonedthinace isprovided.sa } lrxP(RyE,S 6/10/11 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center S. 1111 111111111 III III I II II I1 I III" IIII TPI/WiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.1A(1 0-E te.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 88 8- 9=( -17) 11 8- 2=(-347) 412 12- 6=(-124) 169 BC: 2x4 NODE #1&BTR SPACED 24.0' O.C. 2- 3=(-238) 264 9-10=( -24) 101 2- 9=(-120) 88 6-13=(-489) 481 ',. WEBS: 2x4 KDDF STAND 3- 4=(-199) 196 10-11=) -23) 177 9- 3=(-223) 214 LOADING 4- 5=(-156) 196 11-12=(-134) 177 3-10=(-160) 121 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-369) 341 12-13=( -23) 45 10- 4=(-216) 211 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 88 10- 5=(-306) 203 TOTAL LOAD = 42.0 PSF 5-12=( 0) 172 OVERHANGS: 12.0' 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x3 or equal at non-structural REQUIREMENTS OF INC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 1.8' -76/ 392V -18/ 2H 0.00' 0.00 yyyy ( 0) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4'- 11.5" 0/ 317V -135/ 39H 143.50" 0.51 KDDF ( 625) Unbalanced for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0° -67/ 612V -83/ 144H 143.50" 0.98 KDDF ( 625) 9 12'- 1.5" 0/ 89V -67/ 135H 143.50" 0.14 KDDF ( 625) Truss designed for 4x2 outlookers. 2x4 let-ins 19'- 10.0" -76/ 533V -27/ 57H 3.50' 0.85 KDDF ( 625) Connector plate prefix designators: of the same size and grade as structural top C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc chord. Insure tight fit at each end of let-in. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series 4X2 OUTLOOKER NOTCHES CUT MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" TRUSS NOT SYMMETRICAL. WITH CARE AT 2X INLET AREAS ONLY. MAX IL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 1.8" Allowed = 0.015" ORIENTATION AS SHOWN. 9-11 9-11 MAX TL CREEP DEFL = 0.000" @ 0'- 1.8" Allowed = 0.019" T T T MAX LL DEFL = 0.000" @ 0'- 1.8" Allowed = 0.001" 5-00-13 4-08 4-08 5-03 MAX TL CREEP DEFL = 0.000' @ 0'- 1.8" Allowed = 0.001" 1' '1 ( T 1' MAX TL CREEP DEFL = -0.007" @ 14'- 10.5" Allowed = 0.494" 12 12 12 MAX LL DEFL = 0.001' @ 20'- 10.0" Allowed = 0.100" 17 M-4x6 MAX TL DEFL = -0.001" @ 20'- 10.0" Allowed = 0.133" 14.00 F714.00 N 14.00 MAX TC PANEL LL DEFL = -0.045" @ 17'- 6.7" Allowed = 0.467" 4 4.0" MAX HORIZ. LL DEFL = 0.001" @ 19'- 8.2" M-3x5 41 M-3x5 MAX HORIZ. TL DEFL = 0.002" @ 19'- 8.2" ,; a� Web braces shown (+) may 7� a be applied to either side of Design conforms to main windforce-resisting web at location shown. system and components and cladding criteria. M-1.5x4/ M-1.5x4 Wind: 100 mph, h=2Oft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-3x5 M-3X5 interior zone, load duration factor=l.6 M-3x4 M-3x4 0 3�f �� 0 PROp.... M 3 x 5 +, . M 3 x 5a � N Ch ,GINE- . C7 M-1°5x4AI M-1.5x4 ; M-3x5 M-3x5 ` M-3x4 M-3x4 ' ORFGCN 1\. CO F ". v o� <�," -/o t 0 �, M- x4M Wx9 11 M 4x6 M-1.5x4 13 jI ' M-1.5x4 y Provide Full Continuous y y EXPIRES 12/31/11 L 4-09-12 4-11-08 2-02-08 2-09 4-11-08 y Oy02 19-06-04 0-01,-12 .. C4 1-00 19-10 1-00W4S JOB NAME : J - 1476 STONE BRIDGE - F1 Scale: 0.1720 - ' ' 1. . ; WARNINGS: GENERAL NOTES,unless otherwise noted: ,�.:g 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �`" s Truss: F1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 1 .3'p ;1, 2.2x4 compression web bracing must be installed where shown v_ truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the lop and bottom chords to be laterally braced al 17701 - DES. BY° LA 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �d�qr stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > ISIVA rir DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ y 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. °N x t S EQ. : 4 819017fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, °NAL / Ir ` design loads be applied to any component. and are for"dry condition"of use. 2, � /1/ TRANS I D: 3 09192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ;-• " fabrication,handling,shipment and installation of components. necessary. a 7.Plates assumes atedadequate drhinace io provided.sEXPIRES 6/10/11 t 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. III II Il1I IIII III II I II I I II III CompuTrus, L)-Z 9. Digits indicate size plateattd in inches.v Inc.Software 7.6.1 A 1 10.For basic connector design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DNF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -57) 48 8- 9=(-207) 280 2- 8=(-147) 192 11- 6=(-146) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 30(.204) 204 9-10=(-191) 110 8- 3=(-546) 398 WEBS: 2x4 KDDF STAND 3- 4=(-437) 295 10-11=(-190) 143 3- 9=(-232) 248 LOADING 4- 5=(-206) 175 9- 4=(-146) 465 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-205) 204 4-10=(-460) 329 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -57) 48 10- 5=(-254) 262 TOTAL LOAD = 42.0 PSF 5-11=(-304) 272 OVERHANGS: 12.0" 12.0" M-3x4 where shown; Jts:3,5,8-11 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 2.0" -60/ 694V -272/ 272H 3.50" 1.11 KDDF ( 625) - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.8" -50/ 946V 0/ OH 3.50" 1.37 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 10.0" -49/ 492V -272/ 272H 3.50" 0.79 KDDF ( 625) 9-11 9-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1. T MAX LL DEFL = 0.001" @ -1'. 0.0" Allowed = 0.100" 4-09-13 5-00-12 5-00-12 4-10-04 MAX TL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.133" T T '1 -r T MAX LL DEFL = -0.001" @ 0'- 0.4' Allowed = 0.017" 12 12 MAX TL DEFL = -0.001" @ 0'- 0.4" Allowed = 0.022" M-4x6 MAX LL DEFL = 0.015" @ 4'- 10.2" Allowed = 0.569" 14.00V N14.00 MAX LL DEFL = 0.001" @ 20'- 10.0" Allowed = 0.100" 4 4.0" MAX TL DEFL = 0.001" @ 20'- 10.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.042" @ 3'- 9.3' Allowed = 0.481" AI i MAX BC PANEL LL DEFL = -0.068" @ 16'- 0.7" Allowed = 0.361" MAX BC PANEL TL DEFL = -0.041" 8 16'- 0.7" Allowed = 0.481" MAX HORIZ. LL DEFL = -0.005" @ 19'- 6.5" TRUSS NOT SYMMETRICAL. MAX HORIZ. TL DEFL = 0.005" @ 19'- 6.5" ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 100 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, CO interior zone, load duration factor=1.6 0 (3) do 0 �^'��y /'y CV ,- / (9.,..V I'RO .: e \yGIN S6 C•'.r >. ct- M-1.5x4 / \_-1.5x40� co222 ' OREQQtd �"o� // 9 -10 11 �T MSF `0' t 4!2f1/) y y 7-06-12 4-01-08 y y 7-10-04 EXPIRES 12/31/11 0-02 11-09-12 7-10-04 I- )' y y y WAS :C40 � i `�+ 1-00 'PRDVIDE FULL BEARING;Jts:8,10,111 19-10 1_00 �� JOB NAME : J -1476 STONE BRIDGE - F3 Scale: 0.2046 z� ' � ... WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ..) e Truss: F3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the iirt 1^4,a.. ,i. 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 17778 DES. BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by t, stability bracing mustbedesigned such designerpo complete structure. +T -. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .'9511"'g- / . DATE: 4/22/2011 CompuTrus assumes no responsibility 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. $t iSEQ. : 4819018 . fasteners are complete and at no time should any loads greater than b.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 309192 r'/ - !� iii` design loads be applied to any component. and are for"dry condition"of use. Q /24 !// ,f.,„,,., 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 ry. fabrication,handling,shipment and installation of components, Designreass a 7. laesassumesadequatedraothinaceisf truss,a EXPIRES f+.f1011 9 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 C6 0 f 1 " VIII III 11111 II I III IIII I IIII TPIIwrCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.1A(1 L)-E lines coincide with joint center Tines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 4.0" IRC 2009 MAX MEMBER FORCES 4WR/DHF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -134) 68 6-7=(-111) 591 1-6=(-192) 114 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -820) 173 7-8=(-210) 1096 6-2=(-962) 178 WEBS: 2x4 KDDF STAND 3-4=(-1397) 312 8-4=(-208) 1098 2-7=( 0) 611 LOADING 4-5=( -27) 32 7-3=(-605) 121 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3-8=( 0) 316 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -68/ 1050V 0/ 284H 5.50" 1.68 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 22'- 4.0" -89/ 1048V 0/ 284H 5.50" 1.68 KDDF ( 626) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.038" @ 14'- 6.1" Allowed = 1.071" 8-07-10 13-08-06 MAX TL CREEP DEFL = -0.072" @ 14'- 7.0' Allowed = 1.428° MAX LL DEFL = 0.001' @ 23'- 4.0' Allowed = 0.100' 7-01-12 7-03-08 7-10-13 MAX TL DEFL = -0.001" @ 23'- 4.0" Allowed = 0.133° MAX HORIZ. LL DEFL = 0.016" @ 21'- 10.5" M-1.5x4 12 MAX HORIZ. TL DEFL = 0.025" @ 21'- 10.5" /- 1 �7.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 100 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 End vertical(s) not exposed to wind. M-3x4 M-3x5(S) 0 0 co T M-3x4 3 ,,c) ,D 4'RC�,6, 6, , „\.4,( 1N � , *c� c� eN q >� s, Of o � ; rsfl ;Na. M-3x4 M-3x4 M-3x5(S) M-1.5x4 M-3x4 0 / R C.N ` 4/2f4/ J., 7-05-04 y 7-01-12 y 7-09-01 y ` 1, fr y 10-00 12-04 y 22-04 1-00 �y .. .°e�xAs 1 o JOB NAME: J - 1476 STONE BRIDGE - G1 ` �' rt Scale: 0.2111 �1 t WARNINGS: GENERAL NOTES,unless otherwise noted: � ',y 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review sit,_ fir Truss: G1 and Warnings before construction commences. and approval Is the responsibility of the building designer,not the A 1c r 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 7 7 y,r�AND /2 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +tg stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ii � DATE: 4/22/2011 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ yy 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' A�i { SEQ. : 4819019 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s I2 //r: S�iltiS.. design loads be applied to any component. and are for"dry condition"of use. �. ,� TRANS I D: 309192 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. F fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ! �y • 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L EXPIRES WWI Ll�1 1 III I 11111 III I I I I 111 III I III III TPI/VVTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. L 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.IA(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek).