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Plans (219) mit _ OFFICE COPY MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17926 WESTWOOD PL2884-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1538129 thru K1538177 RECEIVED My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 A U C 2 017 These truss designs rely on lumber values established by others. CITY OF TIGARD BUILDING DIVISION b��5 PROFFss tiNGtNE 'Q /, 44, 89782PE 9 OREGON X41) 1:9GAIRY i52 ¢Q- /r PAUL RAJ 1� 016 ' November 17,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" COND. 2: Design checked for net(-5 TC: 2x9 KDDF #1&BTR9psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 1n1OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-04 7-06-04 .1 12 T 8.00 p IIM-4x4 12 3 Q 8.00 Ab r 2 L111 o I Allil // to I M-3x4 0 M-3x4 l b 1-00 15-00-08 y1-00 y <(.-90 PR()F4. �\5 �NGINEF9 O 2 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - Al ..� Scale: 0.9313 ' WARNINGS: GENERAL NOTES, unless omerwiae noted: Truss: Al 1.Builderanderectioncontractor should be advised elan General Notes 1.This designIsbasedonlyupentheparemehrechownandisbranIndividual y OREGON and Warnings before consblatlon commences. building component.Applicability or design parameters end proper A 0 2.zxa compression web erasing mutt be installed where shown e. incorporation of component h the responsibility of me bugging assigner. !9� Gu4 A y . y (14 �0� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be Merrily braced at �T is me responsibility of me erector.Additional permanent bran n 2'o.c.and at 1Q o.c.respectively unless braced throughout their length by DATE: 11/17/2015 the overall ablator.is me responsibility of the building designeerr.o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Q`� SEQ.: K1538129 4.No load should be applied to any component until after al bracing and 4. stallat�bnbf Tees the relpraangtygwrod anpreane conte l�jq�` ```, responsibilitytof the respectee'nseNe contractor. intoner,are e a complete and at no time component. any bads greater than 5.andDesign reerumsa trusses are u be used iInc noncortoaive environment, TRANS ID: LINK desiilnfoadab..pplieabany component. ana.n.br•arydonatkn.oru«. S.CompuTrus has no control over and sesame.no responsibility for the 8.Design assumes fait bearing at ci supporta shown.Shim or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment and instafNbn of components. necessary. 8.This design h furnished stand to the Imitations set forth by T.Designassumesadedunhoth facenage is truss, November 17,2015 8.leesPlates coincide be hctM on bent faces of inns,and placed so mel/anter TPNNfCA in BCSI,copies of which will be furnished upon request. lines wlndtle with joint Anter Imes. L MRek USA,IncJCompuTrus Software 7.6.7-SP2 1 9.Dins Indicate she of pate in Inches. )-E 10.For bask connector plate design values see ESR-7371,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 `v TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA 1-2=( 0) 63 2-6=(-23) 434 6-3=(0) 351 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-667) 130 6-9=(-23) 434 3-4=(-667) 130 LOADING 9-5=( 0) 63 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 R OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -121/ 746V -122/ 122H 5.50" 1.19 KDDF ( 625) 15'- 0.5" -121/ 746V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.116" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.249" @ 3'- 11.8" Allowed = 0.837" MAX HOP.I1. LL DEFL = 0.004" @ 14'- 7.0" 7-06-04 7-06-04 MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" 1 ' T 2 IIM-4x4 12 8.00 Q 8 00 Design conforms to main windforce-resisting 3 q•0" system and components and cladding criteria. �'7..(p Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r I r c0 I. of 1 - _� 6 p o M-3x4 M-1.5x3 M-3x4 '4 0 b y l 7-06-04 7-06-04 y 1-00 b 15-00-08 y 1-00 �����NGI F ..fi`rc// 9 e)., Q' 8.782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - A2 • Scale: 0.3438 / •'a./ . WARGENERAL NOTES, unless otherwise noted: -� F1NJf Truss: A2 1.Budder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an Individual 5.yL OREGON "e Q, and Wamlnge before construction commences, building component.Appdw5ldy of design parameters and proper O 2.2r4 compression web bracing moat be Metaled where shown.. Incorporation of component is the roeponeibdgy of the building designer. 'V G4 I 4/� 3.Additional temporary bracing to insure stability during construction 2.Design and Sttassumes Me lop end bottom ..be to he laterally braced at �/ 2v` v� DATE: 11/17/2015 is the responsibility of the erector.Additional permanent bracing of o ntinrww an.etnm eu�ciir bvey unbar braced throughout their length by A the°vend structure le Me rosponsibaty of the building designer. co 9 plywood shesming(TC)and/or drywall(SC). /�U L �` tl a 3.2r Impact bridging or Wend bracing required when shown•+ SEQ.: K 15 3 813 0 4.No bad shook he applied to any component until alter ad brectiq end 4.Instartion of buss Is the responsibility of the respective contractor. fasteners are complete and at no time shook any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsib6hy for Me e.Design assumes NII bearing at ad supports shown.Shim or wedge d {/p c I� /� fabrication,handling,shipment and Installation of components. "wry' EXPIRES: 12�3�,LO�6 8.This design is furnished hed subject to the limitations set forth by 7.Design hal b ese Hooted ed o ne drain both nage a is pressed.e of buss,and placed coheir coiner November 1 7,201 5 TPSWTCA in SCSI.copies of which WE be furnished upon request. Plates lcid coke cosh joint anter linea 1 L MTek USA,Inc./CompuTrus Software 7.6.7-SF''2 9.DIgSs indicate size of plate in Inches. 7.6.7-SP2(1L)-E 70.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 -v TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=(-667) 135 1-5=(-24) 435 5-2=(0) 351 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-668) 130 5-3=(-29) 435 3-9=( 0) 63 LOADING TC LATERAL SUPPORT <= 1="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 OVERHANGS: 0.0" 12.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -79/ 631V -118/ 111H 5.50" 1.01 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 15'- 0.5" -125/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) '* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. =: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.122" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.255" @ 3'- 11.8" Allowed = 0.837" MAX HOPIZ. LL DEFL = 0.004" @ 14'- 7.0" MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" 7-06-04 7-06-04 12 'I Design conforms to main windforce-resisting IIM-9x9 12 system and components and cladding criteria. 8.00 Q 8.00 9.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ell load duration factor=l.6, IEll Truss designed for wind loads in the plane of the truss only. r c f�7 = MEMEMEMEMMEMMEMMEMMEMMO 171, o r 5 9 0 o M-3x4 M-1.5x3 M-3x4 3 0 b ). b 7-06-04 7-06-04 y P 15-00-08 y 1-00 y ��cD NAGINEcfi`r(S> ,9 2 8.782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - A3 • • Scale: 0.3603 / •a./ 7'"• WARNINGS: GENERAL NOTES, unless otherwise noted: •/ '^ Truss• A3 Budder and erection contractor should be advised of all General Notes This design N based any upon the parameters shown and is kr an Intl idual y OREGON '� and Warnings before construction commences. bulking component.AppksabRy of design parameters and proper 2.2.4 compression web bracing must be Inataped where shown,. incorporation of component k the responsibility of the bulking designer. 3.Additional temporary bracing to insure steDWy during construction 2.Design assumes the top and bottom chords to be laterally braced at 19,9 �4 RY tic, ?' �,Q� is the responsibility of the erector.Additional permanent bracing of T Data andou at 10'o.c.,ndr cc ly sheathing(7C) braced throughout thele length by -l DATE: 11/17/2015 the 000ren structure la the re continuous sheathing such I b plywood aneaml ter.shown drywan(5q. V responsibility of the ofte designer. 3.2r Impact bridging or lateral bracing required where shown•a• Pq U P� SEQ.: K 15 3 8 131 4.No load should be applied b any component until after all bracing and 4.Imklktbn of Imes la the responsibility of IM respective contractor. fasteners are complete and el no eme should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosle environment, TRANS I D: LINK design load,be applied to any component. and are for-dry oondlnon.of use. 5.CompuTmahas nocontrol over and assumes noresponsibility for the 6.necesssignassumes NpbeanngNelwppoMshown.Shim orwedget EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design eeumaa adequate drainage is provided. 8.This design is furnished sub)ect to the limitations set forth by 5.Plate,aha,be located on bath face,of truss,and placed so their center November 17,2015 TPOWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. MiTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2X9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 7=(-240) 1534 3- 7=(-430) 334 `e BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1780) 390 7- 8=(-108) 978 7- 9=(-191) 841 WEBS: 2x4 KDDF STAND; 3- 9=(-1627) 471 8- 6=(-232) 1352 9- 8=(-168) 826 2x9 DF STAND A LOADING 4- 5=(-1620) 486 8- 5=(-918) 330 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1773) 402 R TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1373V -237/ 244H 5.50" 2.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 10.5" -183/ 1281V 0/ OH 5.50" 2.05 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.067" @ 10'- 1.6" Allowed = 1.448" MAX TL CREEP DEFL = -0.122" @ 10'- 1.6" Allowed = 1.931" MAX HORIZ. LL DEFL = 0.030" @ 29'- 5.0" MAX HOPIZ. IL DEFL = 0.047" @ 29'- 5.0" 15-00 14-10-08 12 M-9x6 12 Design conforms to main windforce-resisting 8.02 system and components and cladding criteria. 4.0" Q e.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j1` load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 0 llillilhi' . i rw "' o M-3x4 0.25" M-3x4 M-3x5 0 M-5x8($) ��Ep PRO��s J‘ 29-10-08 y ��\�� ,1aGINE�c,9 �'/0 `_ 2 `r' 89782PE 9r JOB NAME : WESTWOOD PL2 8 8 4-B HOGGANS PARK - B2 //�\\+�� • Scale: 0.2259 � V , _ WARNINGS: GENERAL NOTES, unless otherwise noted: YJ Truss: B 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paremeters shown and is far an Individual `' OREGON and Warnings before construction commences. building component.Applbabgty of design parameters and proper 0 2.2e4 compression web bracing mud be installed where shown�. Incorporation of component M the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assures the top and un dards to be laterally braced at yq' R y y ��Q� Is the responsibility of the erector.Additional permanent bracing o/ 7 o.c.and at 10.o.c.respectively ot,aspunless braced throughout their length by DATE: 11/17/2015 the overall structure is the rDe sheathing arch as Plywood sheathing(TC)armor drywall(BC). PA U L �\ eaponslbllly of the building designer. 3.2e Imood hedging or lateral bracing required where shown+. SEQ.: Ki5 3 813 2 4.No bad should be applied to any component until after al bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non.sonoske environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition Ouse. S.Ceepal,as hes no oontnel everand sense.,no responstelbty tenth. R r,D°ee nsseam Bs""b°Ben9•'clsupports shown.Shim orwedge B EXPIRES: 12/31/2016 ecelm fabrication,handling,shipment and installation of components. ^y' 5.This design Is furnished subject to the limitations set forth by 7.motPlates haemes aced o adequate efee drainage to truss,provided. November 17,2015 B.Ina,0 shall be located on beth hese of truss,and placed so their pMer TP WVfDA In BC51,copies of which will be furnished upon request. Nnea coincide with Joint center linea. MTek USA,Inc./CompUTNa Software 7.6.7-SP2(7 L}E 9.Diggs Indicate We of plata in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1986(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x6 KDDF SS 29-10-08 GIRDER SUPPORTING 32-03-00 FROM 6-00-00 TO 29-10-08 IBC 2012 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-16356) 3684 1- 8=(-2955) 13299 8- 2=( -792) 3738 11- 6=(-2686) 714 WEBS: 2x9 KDDF STAND; 2- 3=(-13155) 3036 8- 9=(-2949) 13281 2- 9=(-3066) 762 6-12=( -726) 3498 3- 4=( -9834) 2319 9-10=(-2325) 10761 9- 3=(-1248) 5340 2x9 KDDF #1S BTR A LOADING LL = 25 PSF Ground Snow (Pg) 4- 5=( -9858) 2325 10-11=(-2235) 10455 3-10=(-4638) 1179 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 10.5" V 5- 6=(-12771) 2922 11-12=(-2817) 12819 4-10=(-2463) 10518 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7=(-15783) 3519 12- 7=(-2820) 12837 10- 5=(-4092) 1017 BC UNIF LL( 378.1)+DL( 277.1)= 655.2 PLF 6'- 0.0" TO 29'- 10.5" V 5-11=(-1053) 4677 ADDL. BC CONC LL+DL= 2738.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2115/ 9527V -231/ 231H 5.44" 15.24 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 10.5" -2433/ 10887V 0/ OH 4.00" 17.42 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 3 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 ___4,____ Attach 3 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.118" @ 19'- 9.9" Allowed = 1.454" nails staggered: MAX TL CREEP DEFL = -0.277" @ 10'- 2.0" Allowed = 1.939" 9" oc in 2 row(s) throughout 2x6 top chords, + LATERALLY BRACE TO ROOF DIAPHRAGM /t/�/ 5" oc n 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL - 0.047" @ 29'- 6.5" //y\V/\/\V/\\/� 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.091" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 14-11-15 14-10-09 f T 12 M-4x10 12 8.00 177 4.0" Qe.00 IN M-3x6 M-3x6 AIM-3x6i M-5x10 co oM-5x10 Ir ca. ,,.'114166..-3x5 O 1.��r ��1.1,i as ���0) PRDFFcS o i M-3x8 M-6x8 0.25" M-5x6 M-3x6 i y +27389 7_14-8.8(s) �C.) rGNGiNEF'Y sw42 29-10-08 89782PE c JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BGIRD = • Scale: 0.1464 / co to WARNINGS. GENERAL NOTES, unbaeothervmenoted: OREGON �. Truss: BGIRD I.Builder and erection contractor anotia be advised or all General Notes 1.This design k based only upon me paremetere shown and is for an individualIP and Warnings before construction commences. building component.Applicability of design parameters and proper "9,9 �"4 RY AS 2 eqZr (e„ 2.2x4 compression web bracing must be inataed where shown+. Incorporation of component k the reapsesibilty of me building designer. 3.Additional temporary bracing to Insure atabdty during construction 2.Design assumes the top and bottom chords to be laterally braced at /� � DATE: 11/17/2015 is the responsibility of the erector.Additional permanent bracing of 22 5 5.and aaheatltln reeph.,.y unless braced throughout their length by �A U L the overall structure is me responsibNNy of the building designer. g ac plywood sheathing(TC)and/or drywall(BC). d 3.2x Impact badging or lateral bracing required where shown+ SEQ.: Ki5 3 813 3 4.No bed should be applied to any component until atter all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. andaremrarycnnaman'ofuse. EXPIRES: 2/31/2016 5.CompuTn,has no control over and assumes no responsibility for me G.Design assumes MI bearing N ail supports shown.Shim or wedge if tsbrleallnn,handling,shipment and instellatbn of components. ary. November 17,2015 5.This design h furnished subject to the limitations set corm by 7.Design assumes adequate drainage is provided. 8.Plates shad be located on both faces of truss,and placed so Meir center TPNWfCA In SCSI,copies or which wR be furnished upon request. lines coincide with joint canter lines. MiTek USA,Inc./CompuTnes Software 7.6.7-SP2(1 L)- 1o.For basic E B.Digits Intl size of plate in inches. connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 30-00-00 MONO DUTCH SETBACK 2-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1_ BC: 2x6 KDDF #16BTR 2=( 0) 63 2- 9= -507) 2361 9- 3=( O) 111 7-13=(0) 111 WEBS: 2x9 KDDF STAND 2- 3=(-3050) 691 9-10=()-509) 2361 3-10=( -83) 48 ,• LOADING 3- 4=(-2839) 688 10-11=(-973) 2302 10- 9=( 0) 288 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 4- 5=(-2136) 590 11-12=(-478) 2304 4-11=(-806) 306 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 30'- 0.0" V 5- 6=(-2136) 590 12-13=(-540) 2369 11- 5=(-362) 1549 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 31.2)+DL( 8.8)= 40.0 PLF 2'- 6.0^ TO 30'- 0.0" L 6- 7=1-2891) 696 13- 8=(-537) 2369 11- 6=)-808) 313 BC UNIF LL( 0.0)+DL( 22.51= 22.5 PLF 0'- 0.0" TO 30'- 0.0" V 7- 8=(-3056) 712 6-12=( 0) 289 OVERHANGS: 12.0^ 0.0" TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 2'- 6.0" L 12- 7=( -91) 107 ADDL: BC CONC LL+DL= 415.0 LBS @ 15'- 0.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ) 0'- 0.0" -519/ 2163V -237/ 244H 5.50" 3.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 30'- 0.0" -504/ 2104V 0/ OH 5.50" 3.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2X4 REQUIRED AT EACH ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. END OF HORIZ. INLETS pati g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + LATERALLY BRACE TO ROOF DIAPHRAGM MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133^ REFER TO COMPUTRUS STANDARD MAX LL DEFL = -0.081" @ 15'- 0.0" Allowed = 1.454" GABLE END DETAIL FOR DETAILS MAX TL CREEP DEFL = -0.190" @ 15'- 0.0" Allowed = 1.939" NOT SHOWN. MAX HORIZ. LL DEFL = 0.031" @ 29'- 6.5" 15-00 ,r 15-00 MAX HORIZ. TL DEFL = 0.055" @ 29'- 6.5" 1' 2-09-04 5-02-06 7-00-06 7-00-06 5-02-06 2-09-04 T i" T f f f f Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 4.0" 8.00V 5 ...M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, g� End vertical(s) are exposed to wind, Truss designed for wind loads 12 in the plane of the truss only. M-1.5x9 ,M-1.5x4 " 8.00 Truss designed for 4x2 outlookers. 2x4 let-ins co M-3x5 M-3x5 of the same size and grade as structural top M-3x6OutlooM-3x6 chord. Insure tight tit at aeon end of let-in. M-3x5 4 6 ft, TCDL=4. at inlet board areas only. M-1.55x4 illiksi.. M-3x5 M-3x8 .1411111 M-3x8 IMS- I -�N\ coo f~� 9 Tse ~~ 14, 10 12 of M-3x8 M-3x6 10.25" 13 o M-3x6 M-3x8 1 o M-1.5x3 M 7x8915# M-1.5x3 'eRk0 P R OP``, Y b y y i y �5 NGINE�c9 /O�1- 1-002-07-08 5-00-10 7-03-14 7-03-14 5-00-10 2-07-08 ��' 2 30-00 �" :997782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BH1 -�. • Scale: 0.1874 /'� A�� 'w WARNINGS: GENERAL N07ES, unbar otherwise noted: S -74/e/ v ,OREGON�O", Truss: BH 1 1,Braider and erection contractor should be advised of all General Note. 1.This design k based only upon the parameters shown and is far an individual 7�-v&q RY 5 , N and Warnings before construction commences. building component.Applicability of design parameters and 2.244 compression web bracing must be insfaled where shown.. incorporation of component b the res Proper responsibility or me slit'building designer. 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chorda to be laterally braced at ` DATE: 11/17/2015 is Me responsibility 0 the erector.Addftbnal pennant bracing of 2' at M'^reach as ply unless braced throughout their length by PA I 'L `` the overall structure is the responsibility of me building designer. continuousg such as plywood cited wig(TC)and/or arywa8(BC). v SEQ. K1538134 3.2x Impact bodging or lateral bracing required where shown•+ 4.No load should be applied b any component until after ail bracing and 4.Installation of trues is the reaponsibiAly of the respective contractor. fastened are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK deeignloads beapplied toany component. and are for'Wry condition.ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no respoaibAAy ler the 6.Design assumes full bearing at all supporta shove.Shim or wedge d fabrication,handling.shipment and Inatellatbn of components. ". November 1 7,201 5 8.This design la furnished au jest to the limitations set forth by 7.Design assumes adequate drainage is provided. TP WWTCA in BCSI,copies of which will be banished upon8.Plates shall located on boat(ear of truss,and placed so their center request. lines coincide with joint center linea. B.Digits indicate alee of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 70.For basic connector plate design values see ESR-1311,ESR•1488(MEek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0^ IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 r BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.5" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 292V -16/ 64H 5.44" 0.47 KDDF ( 625) n 1'- 10.9" -29/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -9/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX BC PANEL LL DEFL = 0.002" @ 1'- 2.5" Allowed = 0.079" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 3.4" Allowed = 0.106" 8.00 MAX HOR.IZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. 0 I co o ti o I 0 I 71 M-3x9 l b y 1-00 2-06 'PROVIDE FULL BEARING;Jts:2,3,4 '� ' PR 0,-e.,.., fs ANGI U.vO 1- :9782PE 1- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ1 Scale: 0.6850 WARNINGS: GENERAL NOTES, unless otherwise noted: lir 'w Truss: BJ1 1.Suiberand erection conbeaorshoutsbeedvleetlofall GenarolNotes 1.This desgnlebased only upon meparometerashown and iso an individual y OREGON / and Warnings before construction commences. budding component.Applicability of design parameters and proper �' 2.2a1 compression web bracing must be inhaled where shown+. Incorporation of component k the responsibility of the building designer. 3.Addttbml temporal bracing to insure stability during construction 2.Design assumes the by and bottom chords to be leterolly braced at y,9" qY y Z 4Q� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. an respectively unless bated(TC)on throughout their length by /�y Q DATE: 11/17/2015 the overall structure Is the responsibility of the building designer. Se Impact us ahssthkg such as plywood aMaming(TC)shown drywall(BC). RA U L ``` 3.2e Impact bridging or lateral bracing required where shown«« SEQ.: Ki5 3 8 13 5 4.No load should be applied to any component until after all bracing and 4.Installation of turas la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Desgn assumes busses are b be used In a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and aro ler•dty condition"of use. 5.Compass,has no control over and assumes no responsibility for the 8.Design assumes NII bearing at al supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handing,shipment and inhalation of component. 7.Design sesames adequate drainage is provided. 8.This design is furnished copied to the limitations sat form by 8.Plates shag be boated on both Nees of buss and placed so their center November 17,2015 TPIWICA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. M7ek USA,IncJCompuTrus Software 7.8.7-SP2(1 L}E 9.Diggs indicate she of plate in Sleben. 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 1-2=( 0) 63 2-9=(0) 0 SPACED 24.0" U.C. 2-3=(-62) 35 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -63/ 298V -20/ 79H 5.44" 0.98 KDDF ( 625) 2'- 3.2^ -8/ 26V 0/ OH 5.50^ 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 6.3" Allowed = 0.157" 3 . MAX TC PANEL TL DEFL = -0.003^ @ 1'- 6.3" Allowed = 0.236^ MAX HORIZ. LL DEFL = -0.000^ @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" orms to force-resisting 8.00 17 '' Design system and fcomponents r and r cladding criteria. Wind: 140 mph, h='_Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0o Truss designed for wind loads I in the plane of the truss only. N W O c 0 o f 2► 4' f 1 M-3x4 y 1-00 y (PROVIDE FULL BEARING;OSts:2,9,3 y ��0NGINE `., 1L� ca, j,_ 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2 "-� . Scale: 0.9690 p /� NMI WARNINGS: GENERAL NOTES, unless otherwise noted; �jl`OREGON1rt� Truss: BJ21BuWerand eroctlonconhacorshoalbeadvised ofelGeneral Notes Thhdesign kbawdDrayupon the peromelereshown and hlerenIntlNitluel 17,5) � 'AIRY 1.- V!� and Warnings before construction commends. building component.Applicability of design parameters end proper V 2.2x4 compression web bracing must be instated where shown a. Incorporation of component b the responsibility of the building designer. 3.Additional temporary bracing to Mauro stability during construction 2.Design assumes Me top and bottom chords to be latera!/braced at ` DATE• 11/17/2015 Is the responsibility of the erector.Addglonsl permanent bracing of 2'e„ne,;,°;ad,ehesiMn res„d,ea ey a�`�i(TE)se M Ihok Nrgth by PA U L rs the overall structure le the responabilly of the baldkg designer. co 9 plywood sheathing(TC)g(TC)and/or drywa8(BC). 4.Nabast should be applied to any 3.2x Impact bridging or lateral bracing required where shown SEQ.: K1538136 ppl y component until alter al bradrg end 4.Inertatbn of rawb the resPuneibiRy of to respective contractor. fasteners are complete and et no time should any bade greater than 5.Design assumes taws are to be used in.non-corrosive emironmeM. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTa has no control over and assumes no responslbiley for be 6. Design fuW bearing H al supports shown.Shim or wedge N ece fabrkatlon,handling.shipment and Instegstbn of components. 7.Dnesssary.ign assumesadequate drainage Is provided. November 17,2015 8.This design Is furnished subject to the Nm.stbne set forth by 8.Plates shall be boated on both faces of tures,and placed so their center TPNWTCA in SCSI,copies of which win be furnished upon request. Nnes coincide with joint center lines. M7ek USA,IncJCompuTfus Software 7.6.7-SP2(1 L}E 9.Digits indicate sea of plat.In inches. -to.For bask connector plate design values see ESR-131 t.ESR-1988(Mrrek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 2-06-00 GIRDER SUPPORTING 15-00-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 63 2-5=(-27) 31 3-5=(-86) 83 v BC: 2x6 KDDF 91&BTR WEBS: 2x9 KDDF STAND LOADING 2-3=(-79) 61 3-9=(-13) 6 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 1.7"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 6.0" V BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 163.0)+DL( 130.9)= 293.9 PLF 0'- 0.0" TO 2'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -159/ 657V -30/ 64H 5.50" 1.05 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2'- 6.0" -95/ 415V 0/ OH 5.50" 0.66 ROOF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. will have 1.5" max. nail penetration. ICOND. I: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 2-02-04 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 'I '( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.9" Allowed = 0.110" MAX BC PANEL TL DEFL = -0.004" @ 1'- 3.9" Allowed = 0.092" 8.00 MAX HOP.IZ. LL DEFL = 0.000" @ 2'- 2.2" MAX HOPIZ. TL DEFL = 0.000" @ 2'- 2.2" M-1.5x3 a Design conforms to m windforce-resisting -/ system and components)and cladding_ criteria. 3 Wind: 140 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .41111 11 FA (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I� )gad duration factor=l.6, End verticals) are exposed to wind, 0 Truss designed for wind loads I in the plane of the truss only. 0 0 I N o =in II 0 a o o .* 5 1 M-5x10 M-1.5x3 1' Jr b 2-02-04 0-03-12 b 3, y 1-00 2-06 <�E� PR oFFss cog �NGINEF9 /O 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2G Scale: 0.6540 . J AIM WARNINGS: GENERAL NOTES, unless otherwise noted: i_ Truss BJ2G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and kfor anindividual 17/k,OREGON o" and Warnings before construction commences. building component Applicability or design parameters and proper Z 234 comproaebn web bracing must be Instated where shown*. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at -99�q RY r, `LQ� Is e responalbilty of the erector.Additional permanent bracing of Y o.c.and at IV o.c.respectively unless braced throughout their length by DATE: 11/17/2015 the overall structure is the reaponsbaty of the building designer. continuous sheathing such as plywood bnsdng aired ere shown s* ng(TC)and/or drywall(BC). /1A Q` 4.No loadto should be applied any component until eller al bradng and 4.Installation bridging lateral of tries Is heresponsibility of theespedlve coMredor. /v `` SEQ.: K1538137 fasteners are com teandatnotimeshould ple any loads greater than 5.and assumes" condition.'of lobe used the non-corrosive environment, TRANS ID: LINK dedenro.dabe.ppiedro any eomponem. and.rsror•dryeonemon•orme. 5.CompuTruahas nocoMrolover and assumes noregronsibllNytor the 8.DeslMmq.mea fullbeadngatalsupponashown.S6lmorwetlgeH EXPIRES: 12/31/2016 mu fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design ifurnished subject tothe limitations set forth by 8.Plates ahalbelocated onboth faces oftruss,and placed sotheir center November 17,2015 TPMNTCA in SCSI,copies of which will be furnished upon request. teas coincide with joint center lines. MtTek USA,IncJCompuTNs Software 7.6.7(7 L}E 0.Digits indicate site of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-1088 Muck) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FOPCES 9WR/DDF/Cat=1.00 w TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -73/ 301V -16/ 63H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1_11_11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 8.00 MAX HOPIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o ro 0 ,-d o or_ 21111. 11 9111111.- 1 M-3x9 b l y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,9,3 <C1'- PROFe0 n c 05 GINEF9 iCi o. 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BSJ1 . ����.`/� Scale: 0.6864 _ WARNINGS: GENERALde NOTES, unless otherwise noted: 9 OREGON Truss: B S J 1 1.Baler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4, 1. and Warnings before construction wmmenws. building component.Applicability of design parameters and proper �j!' Z� Z 2s4 compression web bracing mud be IngaNtl where shown.. Incorporation of component k the responsibility of the building designer. V 3.Additional temporary bracing to Mauro stability during construction 2.Design assumes me top and bottom chords to be laterally braced at '9 '4 R Y 15 �1c, Is the responsibility of the erector.Additional permanent bracing of T o.c.and q 10'o.c.such unless braced throughout their length by DATE: 11/17/2015 the overall structure ismeresponelbioempactnadgingorlatbacingreuired where shown PAUL ` Ity urge until one designer. 3.ar Impact bridging or lateral bhang required where R00w1., SEQ.: K 15 3 813 9 4.No bed should be applied b any component until alter a1 bracing and 4.InstalMbn of hues Is me responsibility of the respective contractor. fasteners are comfiere and at no time should any loads greater than 5.Design assumes tranon- corrosive are to be used in a nonorrosive environment, TRANS ID: LINK design loads be tippled to any component. and are for'dry condition'of use. 5.Cora Trap has nocormoloverandassumesnore DesignawumeailliMeamg a1 supports shove.Shim orwedgeg EXPIRES: 12/31/2016 Duresponsibility for me fabrication,handling,shipment end inga latbn of components. 7.a�wry,gn assumes adequate drainage Is provided. November 17,2015 6.This design is furnished subject to the Ibnggbns set forth by B.Plates shall be boated on both hoes of tops,and placed so their renter TPVWTCA in SCSI,copies of which wig be furnished upon request. linea coincide with joint center lines. 9.Diggs indicate size of plate In inches. Weft USA,IncJCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC f LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -103) 115 9-11=(-567) 1408 9- 1=( -97) 54 14- 5=( -47) 111 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2276) 513 11-13=1-704) 22=(-1786) 468 5-15=( -810) 269 WEBS: 2x4 KDDF STAND; 3- 4=1-2007) 476 12-14= 25X384 9--11=( -251) 1340 15- 6=( -210) 644 2x6 KDDF #2 A ( ) y LOADING 4- 5=(-1994) 594 14-15=(-359) 1293 11- 3=( -807) 273 15- 7=( -33) 249 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1051) 397 15-16=(-231) 783 3-13=( -693) 212 16- 7=( 0) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1072) 381 16-17=(-231) 781 4-13=( -370) 235 7-17=1-1405) 339 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -117) 153 12-13=( D) 64 17- 8=( -164) 125 ** For hanger specs. - See LL = 25 PSF Ground Snow (Pg) 13-19=� -335) 1217 approved plans 13- 5=( -323) 1016 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -198/ 1336V -250/ 300H 5.50" 0.90 KDDF (1485) 32'- 3.0" -200/ 1364V 0/ OH 5.50" 2.18 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.103" @ 12'- 6.5" Allowed = 1.567" MAX TL CREEP DEFL = -0.206" @ 12'- 6.5" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.055" @ 31'- 9.5" MAX HORIZ. TL DEFL = 0.082" @ 31'- 9.5" 6-08 14-07 11-00 3-05-12 3-02-04 5-11-04 4-03 4-04-12 5-03-04 5-08-12 4' Design conforms to main windforce-resisting system and components and cladding criteria. f f f / 12 12 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 IM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 / Truss designed for wind loads "4444in the plane of the truss only. M-3x10 j ,,M-3x10 NOTE: LEGDOWN(S) EXIST AT INTERIOR BEARING(S) INSIDE THE BUILDING 6 ARE NOT CHECKED FOR ANY M-1.5x3 LATERAL LOADS. DESIGN REQUIRE LEGDOWN(S) IS/ARE 9 NOT EXPOSED TO WIND LOADING. THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROTECT ENGINEER. OR. QUALIFIED BUILDING DESIGNER FOP.ANY LATERAL LOAD AND LATERAL STABILITY. 4111111 . M-1.5x3 M-3x6 M-5x6f1 3r Io o A , 0 1 rn f 09\ 11 0 13 ,= r<= IIIIIIIIM-1-5X3 _ M-3X5 l0 12 14 15 16 17 M-3x6 M-1.5x3 =M-4x4 M-3x8 M-1.5x3 M-3x4 M-5x8 CEO PR04. l Y y y l y c, ? \AG�NE<c�`SAO y 6-04-08 6-02-12 y 4-01-04 4-06-08 5-03-09 5-08-12 y 12-05-08 19-09-08 , 2 32-03 y `ra.' 89782PE V • JOB NAME : WE S TWOOD PL2 8 8 4-B HOGGANS PARK - C6 maii Sale: 0.1616 �% `. WARNINGS: GENERAL NOTES, unless othe,edsenoted:I9 OREGON �� Truss• C 6 Bolder and eroetion contractor shout be advised of all General Notes This design k based only upon me parameters shown and is forproper an ind dual S� G� ��A` and Warnings before construction commences. building component.Appftcabilfty of design parameters and proper 9y r 2.2n4 compression web Mooing must be installed where shown 0. incorporation of component Is the responsibility of the bulling designer. A Additional temporary bracing to insure stebRlly during construction 2.Design St1assumes Me top and bottom chords to Dc laterally braced at �'q U L R Is the responeioifity of the erector.Additional permanent bracing of 2'ob.and e110'0.4.respectively unless s braced throughout iMk length by DATE: 11/17/2015 the overall structure lathe,esponsiblNy of the building de continuous aheamin,such as pywood shoe where)and/or drywaft(BC). signer. S.2t Impact bridging or lateral braeing required*sere shown++ SEQ.: Ki5 3 814 0 4.No load should be applied to any component until after e1 Waling and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosws environment, TRANS ID: LINK design loads be applied to any component. and are for"drycondition.of use. 8. sign EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no reeponsibmRy for the n Design MS bearing at a1 wpporia shown.Shim or wedge g fabrication,handing,shipment and Installation of components. ry' November 17,2015 6.This design is furnished subject to the limitations set forth by Design assumes adequate drainage is provided. by 8.plates shall be located on both faces of truss,and placed so their center TRWVTCA In BCSI,copies of which WE be famished upon request. lines*Andes with Joint center lines. MiTek USA,IncfCempuTrus Software 7.6.7(1 L}E 9.Digits Indicate see of pine In inches. 1G For bask conned.plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 32-03-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2x9 KDDF #18BTR T1 1- 2=( 0) 67 2-10=(-1933) 9157 3-30=( -130) 268 BC: 2x6 KDDF #16 HTR 2- 3=(-9815) 1624 10-11=(-2359) 5995 10- 9=( -260) 1183 WEBS: 2x9 KDDF STAND LOADING 33- 9=(-9827) 1678 11-1_=(-2300) 5733 10- 6=(-1960) 1020 LL = 25 PSF Ground Snow (Pg) 9- 5=( 0) 0 12-13=(-1580) 3820 6-11=( 0) 293 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 9- 6=(-9300) 1535 11- 7=( 0) 393 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 32'- 3.0" V BC LATERAL SUPPORT <= 12"02. UON. BC UNIF LL( 0.0)+DL( 90.01= 90.0 PLF 0'- 0.0" TO 32'- 3.0" V 7- 7=1-6030) 2327 2-18=(--320) 558 7- 8=(-9595) 1790 12- 8=( -320) 1558 TC CONC LL( 333.3)+DL( 93.3)= 926.7 LBS @ 8'- " 8- 9=( -59) 63 8-13=(-9937) 1849 0.0 NOTE: 209 BRACING AT 29"OC UON. FOR 13- 9=( -352) 255 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 0'- 0.0" -837/ 2752V -66/ 196H 5.50" 9.90 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 3.0" -1109/ 2738V 0/ OH 5.50" 4.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.25" '* For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. + LATERALLY BRACE TO ROOF DIAPHRAGM VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133^ MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.276" @ 15'- 7.8" Allowed = 1.567^ MAX TL CREEP DEFL = -0.530" @ 15'- 7.8" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.079" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.126" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) axe exposed to wind, Truss designed forwind loads 0-05-12 in the plane of the truss only. 7-11-11 11 T 24-03-05 T ,r 4-00-03 3-05-12 5-07-10 6-01-06 6-01-06 6-04-14 T 1' f4426.70# ' T T 12 6.00 2 M-4x10 M-7x8(S) s M-3x8 0 25" M-4x12 M-3x6 6 y 8 9 4.00,x M-1.5x3 3 + v 0 I 0 r o o �� m rn I 10 -_ 'f Io M-3x10 M-3x10 10.25" 12 +.13 ���ED p °Pee M-4x6 M-5x8 -M-8x8(0) l .1' 7-04-03 y 8-03-10 y 8-01-13 y 8-05-07 y z, ENGIN EF, CV' 1-04 32-03 .1' :9782PE r' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH1 '� Scale: 0.18719ww" 40 /►/ .may , WARNINGS: GENERAL NOTES, unless otherwise noted: yo OREGON O� Truss: CH1IBuilder and ereadencontractorshould be mislead of ch General Notes This design kbased only upon the parameters shownand aforan individual 15! V and Wamings before canatruction commends. budding component.Applkablgly of dealgn parameters and proper 9q vq RY 6 2�Q 2.2x4 compression web bracing must be installed where shown+. incorporation of component hint responsibility of the budding designer. 3.Additional temporary bracing to Insure'UMW during cansbuctbn 2.Design assumes Me lop and bottom chords to be laterally braced at -Ni/meq U L is me responsibility of the erector.Additional permanent bracing of 2'o.c.and x110'o.c.respectively unless braced throughout their length by (`" DATE: 11/17/2015 the overall structure[tithe responsibiiy of the budding designer. continuous sheathing such a°plywood sheathing(TC)and/or drywall(BC). SEQ. K1538141 3.2r impact bridging ort.rel bradng required where Mown++ 4.No bad should be applied b any component unM aMr al bracing antl t 4.Installation of truss is the responsbMly of the respective contractor. Wanks are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-ccorrosive environment, TRANS ID: LINK dedgnloads beapplied toany component. and an orrMhy ndldon•ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the S. eeeeegsa u NII bearing at a1 supports shown.SMm or wedge H fabrication,handling,MlpmeM and installation of components. 7.Design;;.mea adequate drainage i4 provided. November 17,2015 8.This design a furnished subject to the limitations set font by 8.Fates shall be located on both faces of truss,and placed so their center TPIM/ICA In BCSI,copies of which will be furnished upon request. lbws eoadtle with joint canter Ines. MTek USA,Inc./CompuTrus Software 7.6.7(1 L}E e.Digits indiate size of plate in inches. 70.For bask:connector plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-787) 2088 3-10=( -43) 106 2x4 KDDF #1&BTR T1 SPACED 24.0" O.C. BC: 2x6 KDDF #14BTR 2- 3= -2308) 713 10-11=(-939) 2878 10- 9=( -77) 671 3- 9=()-^_308) 678 11-12=(-829) 2793 10- 6=( -992) 304 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 12-13=(-556) 1872 6-11=( 0) 207 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2029) 632 11- 7=( -53) 210 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2911) 796 7-12=( -724) 293 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 42.D PSF 7- 8=(-2248) 578 12- 8=( -93) 755 8- 9=( -55) 62 8-13=(-2175) 608 LL = 25 PSF Ground Snow (Pg) 13- 9=( -176) 96 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -260/ 1520V -65/ 146H 5.50" 2.43 KDDF ( 625) OVERHANGS: 16.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 32'- 3.0" -187/ 1347V 0/ OH 5.50" 2.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL= -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.128" @ 15'- 7.8" Allowed = 1.567" MAX TL CREEP DEFL = -0.258" @ 15'- 7.8" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.037" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.062" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 10-07-11 21-07-05 1 . T 4-00-03 3-05-12 3-01-12 2-11-10 6-01-06 6-01-06 6-04-14 T T T f T T f f 12 5 6.00 17' M-4x6M-7x8(S) 4 M-3x9 0.25" M-3x8 M-1,5x3 6 7_ 8 9 >' Y M-1.5x3 • o I 0 0 o a 0 1 of -3x5 M-3x6 50.25" 12 13 M-7x8(S) M-3x9 M-3x8 y«« .�'��N�'P���cri 1 y J, y y y 7-09-03 8-03-10 8-01-13 8-05-07 LS? 2 1-04 32-03 >- :9782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH2 r Scale: 0.1856 WA""M�' GENPcRALNOTBB, unl ss otherwise noted: 1;. .p REGON . p� Truss• CH2 Builder and erection contactor Moul be advised of all General Notes This design S based only upon the parameters shown and is for an IndMthoal � IG� q5'�/�` and Warnings before construction commence.. building component.Applicability of design parameters and proper 9yr 2.DM compression web bracing must be installed where shown+. Incorporation of component D the responsibility of the building designer. _ 3.Additional temporery bracing to Insure stability during construction ir 2.Design assumes me rep and bosom chords to be laterally broad at PA u Q\v Is the responsblily of the erector.AdtlPenal permanent bracing of 7 o.c.end et 1Q o.c.respectively an sly unless bread throughout r dly brlgth by P `` DATE: 11/17/2015 the overall structure is ms rospondmfN of the building a continuous sheathing such as plywood sheathing(TC)end/or drywag(BC). g signer. 3.Zr Impact bridging or lateral bracing required where shown++ SEQ.: K 15 3 814 2 4.No load should be applied to any component vial altar al bracing and 4.Installation of buss Is the responsibility of the respective contractor. Miens are complete and at no line should any loads greater than 5.Design assumes busses are to be used in a non-conoslve environment, TRANS ID: LINK design loads be applied to anycomponen. and are for'dry condition"ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at al supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. "°"/' November 17,2015 8.This design s furnished subject to the limitations set forth by 8.Phe nshall be Ion ed o both las is truss, TPVWTCA In BCSI,copies of which will be furnished upon request. Iles coincide with joint anter lines. placed so Mair center MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E L 9.Digits Indicate sire of plate In Inches. ( )-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBEP. FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2- 9=(-707) 2028 9- 3=( 0) 254 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2387) 969 9-10=(-709) 2025 3-10=( -510) 205 3- 4=(-1856) 443 10-11=(-516) 1609 10- 4=( -36) 458 LOADING 4- 5=( 0) 0 11-12=(-366) 1089 10- 6=( -130) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1573) 430 6-11=( -466) 243 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1408) 386 11- 7=( -94) 601 TOTAL LOAD = 42.0 PSF 7- 6=( -102) 116 7-12=(-1533) 435 12- 8=( -176) 98 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A-0 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -223/ 1519V -113/ 255H 5.50" 2.43 KDDF ( 625) OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" -171/ 1347V 0/ OH 5.50" 2.16 KDDF ( 625) ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.101" @ 13'- 3.4" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" @ 13'- 3.4" Allowed = 2.0B9" MAX HOP.IZ. LL DEFL = 0.039" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.064" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s)(s) are exposed to wind, 13-03-11 18-11-05 'f' f Truss designed for wind loads 6-10-11 6-01-04 0-03-12 6-00-01 in the plane of the truss only. ,� 6-03-14 6-07-06 fl' T 1' T 12 6.00 M-4x6 ,s M-3x4 M-3x5 M-1.5x3 6 7 8 1. w Y M-3x4 3 d, i ±.. \/ 0 too I d, 1 -B -1_ 48 9 44.. -1 II M-3x5 M-1.5x3 1'0.25" M-3x4 **•1= M-3x5 M-5x8(S) QED PROFF y 6-08-15 y 6-01-04 y 9-07-09 y 9-09-05 y �\���GINEFR�'/��f_ 1-04 32-03 Q� 2 :9782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH3 • i Scale: 0.1856 ,y WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: CH3 11111 1.Builder and erection contractor should be advised of all General Notes 1.This design i based only upon the parameters shown and Is for an Indbldual .7/1/&•REGON �� and Warnings before construction commences, bdldIng component.Applicability of design parameters and properQ'� 2.244 compression web bracing must be InehUed where shown*. incorporation of component is the responsibility of the bulktirg designer. Z ` 3.Additional temporary bracing to Mute stablEy during construction 2.Design assumes Me tap dna bottom unless braced to be throughout brecetl at4PA5 Is me responsbRfy Odle erector.Additional permanent bracing of continuous o.c,and at ea 0.4 respectively based throwrout thele length by DATE: 11/17/2015 the overall structure Is me responsbilty of the building designer. co^Nrpa wct bridggllnlf such as plywood required bracing sheathing(TC)re shown o n C drywefl(BC). "1 /"s� Q` 4.No bad should be applied to any component unit titer al bracing and 4.Installation of truss Is me relsponsbSty of M rasps Ne contractor. !"� `` SEQ.: K1538143 fasteners ere complete and at no tnt.aheuld any lead,greater than 5.Design aesw„esaretobeusedhranon-corroarveenvironment, TRANS I D: LINK design bads be applied to any component. and are!et dry condbon•of UN. 5.CompuTnro has no control over end assumes no respensbCNy for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. newMry. 8.This design Is furnished7.Design shall assumes adequate drainage is provided. N ovem bar 1 7,2015 sigss or s to the Ihntistbis sat bit by g,Plates lnd be located on both faces of truss.and placed so Meir center TPWVECA In SCSI,copies of which wig be furnished upon request. lines cohcttle with Hint center giros. MiTek USA,InciCompuTfus Software 7.6.7(114-E 9.Digits indicate adze of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 e TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2391) 615 1- 8=(-770) 2036 B- 2-( 0) 254 11- 7=(-176) 100 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1858) 575 8- 9=(-772) 2033 2- 9=( -513) 192 3- 9=( 0) 0 9-10=(-606) 1630 9- 3=( -33) 958 LOADING 3- 5=(-1574) 548 10-11-1-406) 1098 9- 5=( -134) 80 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1429) 461 5-10=( -466) 301 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( -102) 116 10- 6=( -151) 814 TOTAL LOAD = 92.0 PSF 6-11=1-1542) 491 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -224/ 1362V -110/ 244H 5.50" 2.18 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -221/ 1397V 0/ OH 5.50" 2.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.105" @ 13'- 3.4" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" @ 13'- 3.4" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.040" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.065" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 14D mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 15-11-11 16-03-05 Truss designed for wind loads f ,f in the plane of the truss only. 6-10-11 6-01-04 2-11-12 3-04-01 6-03-14 6-07-06 1' 1' 1' T 1' 1' 1' 12 4 6.00 p M-4x6 3 M-3x4 M-3x5 M-1,5x3 s M-3x4 z + V + o 0 1 r 0 d, t:. IF 0 1** _i_ yF F B 9 f 10 'o M-3x5 M-3x5 M-1.5x3 0.25" M-3x9 **11 M-5x8(5) ), y k y y �Q`ED P R OFFS 6-08-15 6-01-09 9-07-09 9-09-05 y CO'��� �NC]INE�cR �'/� b 32-03 44./ -1 c' 89782PE JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH4 . „�� �' Scale: 0.1969 • WARNINGS: GENERAL NOTES, unless otherwise noted: 60 184, Truss: CH 4 1.Raider and erection contractor should be advisedor all General Notes I.This design le Mssd only upon the parameters shown and Is ler an individual 1' OR o'' and Wamings before construction commences, buiklIng component AppioabIiy of design parameters and proper Q'� 2.2a4 compression web brodng meal De InataNed where shown+. Incorporation of component b the respondbnty of the building designer. ��� �� Y ���` 3,Additional temporery bradng to Insure stability during construction 2.Design assumes the lop and bottom chords to M Merely braced at UL W the responsibility of the erector.Additional permanent bradng of Y nfie sund M f 0 him such a.respectively unless braced throughout IMI/length by ` DATE: 11/17/2015 the overall structure Is me continuous sheathing such as plywood required ng(TC)and/or drywall(BC). /ti� responsibility rsely of the building designer. 3. Impact bridging or Mend bracing wfiaro shown++ I=' SEQ.: K 15 3 8 1 4 4 4,No bad should be applied to any component until after ail blueing and 4.lneteNaBon of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should sny loads greater than 5.Design Issue.,busses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied toany componern and arefor•thcondmon-oruse. 5.CompuTnuhas nocontrol over and assumes noresponsibility for the 8.De�sgnassumes NIIMatingetall supports shown.Shim orwedge H EXPIRES: 12/31/2016 nm rabrkaton,handling,shipment and inatatM an of components, "y' 8.Designencores oteQ0°n°"'fage o� tel 17,20156.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and TP WVTCA In L3151.copies of which will be furnished upon request. Imes colndde with joint center fines. placed ss thele center MiTek USA,Inc./CotnpuTrus Software 7.6.7(10-E 9.Digits Indicate sloe of plate In inches. 10.For basic connector plate design values see ESR-1311.ESR-7858(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -187) 237 10-12=(-1069) 2778 10- 1=( -135) 78 15- 5=( -321) 971 BC: 2,1 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; 2- 3=(-2511) 599 12-13=(-1075) 2779 10- 2=(-3008) 682 16- 5-) -209) 113 • 2x6 KDDF #2 A 3- 4=(-1979) 969 13-15=( -820) 2190 12- 2=( 0) 142 5-17=( -623) 29 LOADING 4- 5=(-1993) 596 19-16=( -27) 73 2-13=( -610) 270 17- 6=( -50) 298 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1286) 925 16-17=) -539) 1373 13- 3=( -92) 356 17- 8=( -212) 598 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-18=) -325) 853 3-15=) -626) 212 18- 8=) 0) 397 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 6- 8=(-1131) 909 18-19=) -325) 853 4-15=( -206) 107 8-19=1-1451) 917 8- 9=( -195) 166 14-15=( 0) 51 19- 9=( -169) 96 LL = 25 PSF Ground Snow (Pg) 15-16=) -518) 1318 NOTE: 2,1 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0^ -180/ 1336V -181/ 390H 5.50" 0.90 KDDF (1985) 32'- 3.0" -200/ 1903V 0/ OH 5.50" 2.29 KDDF ( 625) M-1.5x3 where shown; Jts:1,4,9,12,14,18 Ca For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.122^ @ 12'- 6.5" Allowed = 1.567" MAX TI, CREEP DEFL = -0.246" @ 12'- 6.5" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.079" @ 31'- 9.5" MAX HORIZ. TL DEFL = 0.096" @ 31'- 9.5" 9-00 19-08 13-07 Design conforms to main windforce-resisting system and components and cladding criteria. T f f 3-08-08 4-08 4-02-12 2-09-12 3-00-11 6-11-13 6-09-08 Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f f I I T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M-4x6 End verticalis) are exposed to wind, I. 7 M-3x8 Truss designed for wind loads ..in. e 9 in the plane of the truss only. M-3x10 weS 5 NOTE: LEGDOWN(S) EXIST AT INTERIOR BEARING(S) INSIDE THE BUILDING & ARE NOT CHECKED FOR ANY LATERAL LOADS. DESIGN REQUIRE LEGDOWN(S) IS/ARE NOT EXPOSED TO WIND LOADING. THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OP. M-3X9 o QUALIFIED BUILDING DESIGNER FOP.ANY LATERAL 3 + + +B A ,Tr,. , LOAD AND LATERAL STABILITY. o M-5x16 X ' m 1 r c, E iiiiel o A R ~ 11 12 13 0 15.�-� 0 *, M-3x4 I 14 16 17J M-3x8 -M-9x4 M-3x8 1819 M-5x8 M-3x9 y 3-10-04 y 4-02-12 y 4-06-04 y2-09-12 y2-10-15 y 7-01-09 y 6-09-08 ��"���4G,N F0ssjp y y 19-09 08 'p 12-05-08 -if 32-03 ' :997 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH5 782PE r -�-�/ Scale: 0.1814 testi. 4, /1 A, WARNINGS: GENERAL NOTES, unless otherwise noted: A �A-OREGON -. Truss: CH 5 I.Builder and erection contractor should be advised or all General Notes I.This design la based only upon the parameters shown and Is for en Individual e•'�L1-I'& RY y �j� and Warnings before eonabudbn commences. building component Appkiabllny of design parameters and proper 17 2.2e4 compression web bracing must be Instated where shown+. IrworpoMbn of component la the responubilly of the building designer. 1 3.Additional temporary bracing to hears stability during construction 2.Design assumes Me top and bottom chords to be kterafkthroughout bread at \NI DATE: 11/17/2015 Is Me esponsibibfy of the erector.Additional permanent bedng of continuous sheathing wash es sty unless braced hroughod their length by PA U L R the overall structure Is the responsiblly of the building designer. 3.2x Impact bridgingg acing re aired in ere shown ether drywell(BC). SQ.• K1538145 woothelaaaigryoftherespecRe ., E 4.No load should be applied to any component until Biter al bedng and 4.Installation of truss is the responsibility of the rospective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'dry condition"ofuse. EXPIRES: 12/31/20165.CompuTrus has no control over and assumes no responsibility for the 8.Dealgassu ea full baanng at el supports shown.Shim or wedge n abdcetion,handling,shipment and installation of components. 7,Design saumee adequate drainage is provided. November 17,2015 8.This design is furnished subject to the limitations set art by 8.Plates sisal be heated on both faces of truss.and placed so their center TPOWfCA in SCSI,copies of which win be famished upon request. lines eoindde with joint center Nnes. Wel,USA,Inc./CompuTrus Software 7.6.7(114-E 9.Digits Indices size of plate In inches. 10.For bask connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IBC 2012 MAX MEMBER FOPCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 - BC: 2x9 KDDF #166TR SPACED 29.0" O.C. 2-3=(-387) 369 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-239) 199 LOADING 9-5=(-123) 99 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 a DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 399H 5.99" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -207/ 397V 0/ OH 1.50" 0.99 ROOF ( 625) 9'- 11.2" -145/ 290V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -136/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 0.0" -36/ 21V 0/ OH 1.50" 0.03 KOPF ( 625) 6 -/ 5 ))t 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 it MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" 0 3'- 7.4" Allowed = 0.938" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.8" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.007" @ 13'- 11.2" 12 MAX HORIZ. TL DEFL = -0.007" @ 13'- 11.2" 6.00 9 i( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2_4.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, o Truss designed for wind loads 3 o in the plane of the truss only. ryt o rn II° III ill 0 I l _ 7-z- � o M-3x9 y y ���EO P R QFFss 1-00 6-00 y 9-00 y �,5 ��G,INE•F9 /0 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 2 ` ' 8.782PE 9r' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CJ12 Scale: 0.3208 / •-y/ WARNINGS: GENERAL NOTES, unless otherwise noted: ,� 7T"'•�` '^ Truss: CJ12 1.Bdderand erection conbador.noudbead sed 01.11 GeneralNoks ThstleagnBbased onryupon the parometaromownand Isfor enlndNitlual '7 OREGON N. and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shovel•. Incorporation of component k IM roaponsibilily of me budding designer. (z y AS q5'o 3.Additional temporary bracing to(neuro stability during construction 2.Design assumes me top and bosom unless braced to be klerolry braces at -9,e?, NM.reeponslbilry of the erector.Additional permanent bracing ofPv o.c.end at f O otromrespectively roodeh aalni throughout their length by ` _ DATE: 11/17/2015 the overall structure is the responsibility of the binding designer. continuous sheathing PNwo g(TC)angor drywall(BC). r, ^ L �V SEQ.: K 15 3 8 14 6 4.No load should be applied to any component until ager al bracing and 4.Installation stmina is the rrss;�;brerlyy or the where contractor. fasteners are complete and at no Sm.should any loads greater than 5.Design assumes busses are to be used in a nun-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Compurnis has no control over and assumes no raspendbgky forme S.Dalin assumes NII bearing et all supporta shown.Shim or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 6.This design B furnished subject to the limitations set forth by 8.��^hal be loaded on eoPage is provided. November 17,2015 TPIWTCA in SCSI,copies of which will be furnished upon8.in050Plates coincide be located Den both laces of Kusa,and placed so their center request. linea colndtle with Joint center lines. 1 L Mack USA,Inc.ICompuTrus Software 7.6.7-Sp2e.Digits indsate site of plate in Inches. ( � 10.For bask connector plate design values see ESR-1311,ESR-I gab(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 42-06-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-760) 2387 3-11=( -128) 306 9-16=(-1943) 836 2x4 KDDF #1&BTR Ti BC: 2x6 KDDF 55 LOADING 2- 3=(-2762) 820 11-12=(-837) 2165 11- 4=( 0) 373 16-10=( -351) 257 _ 3- 9=(-2669) 825 12-13=(-890) 2170 11- 6=( -112) 263 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-535) 1225 12- 6=( 0) 478 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 6=(-2372) 774 14-15=(-532) 1220 6-13=(-3689) 1373 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 42'- E.0" V 6- 7=( -476) 1222 15-16=(-741) 1678 13- 7=( -966) 680 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 6.0" V 7- 8=1 -476) 1222 13- 8=(-2736) 1077 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1679) 733 14- 6=( 0) 392 TC CONC LL( 333.3)+DL( 93.3)= 426.7 LBS @ 8'- 0.0" 9-10=( -54) 59 8-15=( -213) 530 NOTE: 2x4 BRACING AT 29"OC UON. FOR 15- 9=( 0) 304 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -437/ 1757V -71/ 146H 5.50" 2.81 KDDF ( 625) OVERHANGS: 16.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 9.8" -1623/ 4026V 0/ OH 3.50" 2.71 KDDF (1485) 42'- 6.0" -600/ 1434V 0/ OH 5.50" 2.29 KDDF ( 625) + LATERALLY BRACE TO ROOF DIAPHRAGM 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL - -0.117" @ 7'- 11.4" Allowed = 1.110" MAX TL CREEP DEFL = -0.214" @ 7'- 11.4" Allowed = 1.481" MAX LL DEFL = 0.057" @ 35'- 10.8" Allowed = 0.954" MAX TL CREEP DEFL = -0.104" @ 35'- 7.3" Allowed = 1.272" MAX HORIZ. LL DEFL = -0.032" @ 42'- 2.5" MAX HORIZ. TL DEFL - 0.051" @ 42'- 2.5" Design conforms to main windforce-resisting 0-05-12 system and components and cladding criteria. rf Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 34-06-05 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-11-11 16-06-05 18-00 End vertical(s) are exposed to wind, 4-00-03 3-05-12 7-01-04 7-08-13 '(6-06-03 6-06-15 6-07-03 T Truss designed for wind loads f f 1' 426.708 1' f ' f in the plane of the truss only. 12 6.00 M-4x6M-5x6(5) li s M-7610 M-3x6 M-7x8- M-6x6 M-3x6 9 10 M-1.5x3 L n 3 + A o 0 0 I ci 1 11 I-I-I �'y• -1 of `M-3x6 1'I I^ 14 15 16 o M-3x8 0.25" M-1.5x3 M-3x4 M-3x8 I M-7x8(S) M-7x16ci?Ep PR OFFy "7-04-03 7-08-13 7-08-13 6-06-03 6-03-07 6-10-11 " GINES ty,-,yy k 1-04 22-07 0-05-08 19-05-08 I - 9y y ), e 89782PE V 1-04'PROVIDE FULL BEARING;Jts:2,13,16 I 42-06 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH1 /7',.,\" :7.- . Amil Scale: 0.1503V 47 /� WARNINGS: GENERAL NOTES, union otherwise noted: A -7 OREGON ,'••• Truss: DH 1 Bulkier and erection contractor shout be adWaetl of WI General Notes This des lin k based only pen B:parameters shown and Is er an lndHidual •: 7,?J'&4 p y �y �V�Q' and Warnings before construction commences building component.Applicability of design parameters and proper I' 2.2x4 compression web bracing must be metaled where shown+. Incorporation of component k the responsibHtiy of me building designer. \ 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lop and bottom chords b be leterelty braved at lei U L Vy Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and e11 O Data rsuch a ply unless a bread Throughout r dry length by �•7 r DATE: 11/17/2015 the overall abashes le the re continuous sheathing such as plywood sheathing(TC)anmor drywall(BC). responsibility Mitre building designer. 3.2x Impart bridging or lateral bracing required where shown•+ SEQ.: K 15 3 814 8 4.No bad should be applied to any component until alter a1 bracing and 4.Instabibn of Buse Is the responsibility of the respectNe contractor. fasteners are complete and at no Hina should any bads greater Man 5.Design assumes trusses are to be used m a noncorroste environment, TRANS ID: LINK design loads be applied to any component. and are for'Wry condition"ofuse. 6. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility ler the Design assumes full bearing at al supports shown.Shim or wedge If fabrication.handing,shipment and installation of components. 7.Design nsumea adequatedrainage Is provided. November 1 7,201 5 6.This design is furnished subject to the limitations set forth by 8.Pietas ahal be located on both faces of truss,and placed so Meir canter TPHWFCA in SCSI,copies of whkh will be furnished upon request. Ines coincide With joint center lines. MTek USA,IncJCompuTrus Software 7.6.7(1 L}E 9.Dight Indicate size of plate In Inches. 10.For bask:connector plate design values see ESR-1311,ESR-7989(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-1389) 2821 11- 3=( 0) 182 9-16=(-2463) 855 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF #1&BTR 2- 3=(-3299) 1196 11-12=(-1391) 2818 3-12=( -229) 258 16-10=( -176) 105 3- 4=(-2989) 1112 12-13=(-1385) 3985 12- 9=( -239) 936 e LOADING 4- 5=( 0) 0 13-14=(-1364) 3616 12- 6=(-1123) 363 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2603) 1065 14-15=(-1137) 3096 6-13=( 0) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-3557) 1261 15-16=( -719) 1929 13- 7=( -91) 90 TOTAL LOAD = 42.0 PSF 7- 8=(-3404) 1127 7-14=( -398) 266 8- 9=(-2259) 762 19- 8=( -159) 578 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -78) 85 8-15=(-1217) 999 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9=( -266) 1116 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CO- 0.0" -274/ 1948V -98/ 203H 5.50" 3.12 KDDF ( 425) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 92'- 6.0" -218/ 1778V 0/ OH 5.50" 2.89 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.267" @ 18'- 3.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.521" @ 23'- 0.9" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.102" @ 42 2.5" MAX HOAR. TL DEFL = 0.158" @ 42'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 10-07-11 31-10-05 I' 5-04-15 4-11 0-03-12 6-00-12 6-04-08 6-04-08 6-04-08 6-08 T T 11 1' 1. 1' T T 12 6.00 p M-4x6 M-5x6(5) 95 M-3x4 0.25" M-3x4 M-3x8 M-1.5x3 \/\ N M-3x9 3 + I r o 0 1 B ' / -3x8 M-115x3 M-3x8 1 12 03.25" 19 T is 16"* -j ` GD PROP A oM-3x9 0.25" M-3x8 '�`�` `6 y b b St M-5x6(S) b M-5x6(S) 1 ��Co �NGINEL, /q ; y 5-03-03 4-11 8-01-06 7-11-10 7-11-10 8=03-02 y �� '9 78 2 P E 29r" 1-04 42-06 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH2 V Scale: 0.1992 I• in WARNINGS: GENERAL NOTES, unless otherwise noted: A- •REGON o� Truss• DH2 Budder and erection contractor shout be advised of a0 General Notes This design k based only upon the parameters shown and Is for an ludiadual Yl. 2 and Warnings before construction commences. bulking component AppReagIfty of design parameters and proper 9�` A y 4 2.iota compression web bracing must be madded where shown*. Incorporation of component k the responsibility of the building designer. `, 13 i \4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraB/braced at Is Me responsibility of the erector.Additional permanent bracing o! 7 o.c,and at 1d o.c.respectively unless braced throughout their length by �'A U L R DATE: 11/17/2015 the overall structure Is the responafofty of the buildingM continuous sheathing such as Arwood she d ellen.)and/or drywall(BC). x"81. 3.29 tinged badging or lateral bracing required where shown** SEQ.: Ki5 3 8 14 9 4.No bad stout be applied to any cwnponeM until after al bracing and 4.ImdBetbn of truss Is the reaponsibilly of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for Airycondition.ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for theMMIMM8.Design assumes NII bearing at el supporta shown.Shim or wedge H hbrkatlon,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 17,2015 8.The design Is furnished subject to the limitations set tont by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA in SCSI,copies of which will be furnished upon request. Imes coincide with joint ceder linea. MTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Diggs intlkate she of plate in inches. 70.For bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 42.- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-1504) 2821 11- 3=( 0) 182 9-16=(-2463) 919 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF #16BTR 2- 3=(-3294) 1374 11-12=(-1506) 2818 3-12=( -226) 178 16-10=( -176) 105 3- 4=(-2989) 1334 12-13=(-1603) 3485 12- 4=( -232) 936 LOADING 4- 5=( 0) 0 13-14=(-1512) 3616 12- 6=(-1123) 372 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2603) 1250 14-15=(-1239) 3096 6-13=( 0) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3557) 1462 15-16=( -764) 1924 13- 7=( -102) 83 TOTAL LOAD= 42.0 PSF 7- 8=(-3404) 1253 7-14=( -398) 309 NOTE: 204 BRACING AT 29"OC CON. FOR 8- 9=(-2259) 820 14- 8=( -202) 578 LL = 25 PSF Ground Snow (Pg) 9-10=( -78) 85 8-15=(-1217) 556 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9=( -309) 1116 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -339/ 1948V -97/ 204H 5.50" 3.12 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 42'- 6.0" -246/ 1778V 0/ OH 5.50" 2.84 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.288" @ 18'- 3.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.521" @ 23'- 0.9" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.109" @ 42'- 2.5" MAX HORIZ. TL DEFL = 0.158" @ 42'- 2.5" Design conforms to main windfor ce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 13-03-11 29-02-05 T 5-04-15 4-11 11-123-04-12 6-04-08 6-04-08 6-04-08 6-08 T 1' T T 1' T T T T 12 5 6.00 p M-4x6 M-5x6(S) M-3x4 9 0.25" M-3x4 M-3x8 M-1.5x3 6 Y 7 g 9 ae 1$ -/ m. M-3x4 3 } a oI 4/1/r\a/4\ N 0 o N a 9 to -3x8 M-115x3 M-3x8 0.25" M-3x9 0.25" M-3x8 **16v 1 b y M sxy(s) b M sxy(s) b (e/9"i..e.. ��\ �wkGINEFR /05-03-03 9-11 8-01-06 7-11-10 7-11-10 8-03-02 y 89 7$2 P E ?-S7r l y 1-04 42-06 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH3 • `.-.' . • Scale: 0.1492 h r WARNINGS: GENERAL NOTES, antes otherwise noted: A -j+_OREGON1O� Truss: DH 3 t Builder and erection contractor should be advised of all General Notes 1.This design k based any upon the parameters slew/and is for an indivdual 99 , Y 15 �Q and Warnings before construction ammenees. building component Applcablay et design parameters and proper 2.2x4 compression web bracing mud be Metaled tarn shown*. Incorporation of component h the responsibility of the building designer, `� 3.Additional temporary bracing to Ins/stability during eondrudbn 2,Design assumes ma top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of continuous o,c.end at 1 O o.egnepecHvepy od dMm t�CJand/or tl b la M m by �'A U L R DATE: 11/17/2 015 the averal ahusere n the reeponebRty of the buldbq designer, l bridgingin cath es „g required where.hand/*.rye(BC), ngS3.2alm dar lateral brad EQ.: 1<1538150 4,No bed should be app8ed to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective conned°, fasteners are complete and at no time should any bads greater than 5.Design assumes buses am to be used in a nen-corrosNe environment, TRANS ID: LINK design loads beapplindtoany component. and arelar-drycondition.ofus. EXPIRES: 12/31/2016 5.CempuTnr has no control over end assumes no responsibility for Me 6.Design�asumea MI bearing et a1 supports shown.Shim or wedge 1! fabrication,handling,shipment and installation o/components. 7. ry. November 1 7,201 5 6.This design k furnished subject to the limitations sat tent by Design assumes adequate drainage is provided. 8.Mates'hal be located on both lases Ohms,and placed an their center TPBWTCA in SCSI,copies of which will be Mmhhed upon request. Anes coincide with Joint center lines, MTek USA,IncJCompuTrus SolMmre 7.6.7(1LK 9,Nth indicate sin or pate in inches, to.For basic connector pate design values see ESR-7311,ESR-1985(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC t LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -957) 266 8- 9=(-363) 324 8- 1=(-1319) 372 11- 6=( -82) 793 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. WEBS: 2x9 KDDF STAND; 2- 3=( 0) 0 9-10=(-539) 1939 1- 9=( -297) 1108 6-12=(-1532) 426 2x4 KDDF STUD A 2- 9=( -823) 290 10-11=(-989) 1963 9- 2=( 0) 165 12- 7=( -181) 101 LOADING 4- 5=(-1464) 389 11-12=(-352) 1018 9- 9=( -929) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1234) 349 4-10-) 0) 317 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( -124) 141 10- 5=) -20) 105 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 5-11=( -476) 229 ' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29^OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -173/ 1348V -228/ 280H 5.50" 2.16 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -184/ 1418V 0/ OH 5.50" 2.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.064" @ 14'- 3.1" Allowed = 1.567" MAX TL CREEP DEFL = -0.123" @ 14'- 3.1" Allowed = 2.089" MAX HOPIZ. LL DEFL = 0.029" @ 31'- 11.5" MAX HOP.IZ. TL DEFL = 0.045" @ 31'- 11.5" Design conforms to main wi ndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-08-11 26-06-05 .� End vertical(e) are exposed to wind, f Truss designed forwind loads 5-04-15 0-03-12 6-03-14 6-07-10 6-07-10 6-11-02 in the plane of the truss only. 4 TT 4 1' f T 12 6.00 p M-4x6 M-5x6(S) 23 M-3x4 0.25" M-3x4 M-1.5x3 k7 -/ M-3x9 1 +. ..�- .+ o A o .-f o 1 N co 0 I N Peas f Mror 8 4 9 10 11 -f M-1.5x3 M-3x8 0.25" M-3x4 M-3x4 **12 M-5x6(S) 'S.((''''?' 12, PROFFs6, ). )' Y y ,i' NGINEF /0 5-03-03 8-11-15 8-10-03 9-01-11 V y 32-03 ), �� 89782PE 9' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH4 " '"l= • all Scale: 0.1893 /1 '^ WARNINGS: GENERAL NOTES, unlace otherwise rated: . =v,,ORE<.7ON�O�_J ems„ Truss: DH 91Builder end erection contractor shouts be advised of all Gerard Notes This design A bawd only upon the parameters shown and is kr en individual •9� q Pi 1 y ' '.�- and Warnings before construction commences. building component.Applicability of design parameters and proper VV 2.204 cempreasion web bracing must be!Waled where shown*. incorporation or component k the responsibility of the building designer. ` A Additional temporary bracing to insure stadaty during censhuctbn 2.Design assumes Me top and bottom chortle to be laterally braced at f2 UL R Is the respons rNy of the erector.Additional permanent bracing of 2 o.c.end N 10 o.c.respectively as plywood unless braced throughout their length by DATE: 11/17/2015 the overall.o-aduso is Me reaponeiblity or the building designer. 20Inpaoontinuus sheathing such as pywood shea otters)anon drywal(BC). 3.20 Impact bridging or lateral bracing required where shown.+ SEQ.: Ki5 3 8151 4.No bed should be applied to any component until eller el bracing and 4.Installation of Suss is the responsibility of the respective contractor. fasteners are complete end at no time shook any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and ere for'drycondition.ofuse. EXPIRES: 12/31/2016 5.CempuTrus has no control over and assumes no responsibility kr the 8.Design assumes full bearing at al supports shown.Sbim or wedge H November 17,2015 fabrication,handling,shipment and installation of components. m.....„. 6.This design k furnished subject to the Imitations set kid7.Design assumes adequate drainage is provided. )eby 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of which will be Writhed upon request. lines coincide with Joint center(lees. 9.Digits Indicate eke of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1LYE 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC et LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 229 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -968) 323 8- 9=)-399) 325 8- 1=(-1334) 995 11- 6=) -100) 797 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2- 3=( 0) 0 9-10=(-591) 1996 1- 9=) -317) 1100 6-12=(-1538) 953 WEBS: 2X9 KDDF STAND; 2- 9=( -839) 328 10-11=(-520) 1970 9- 2=) 0) 165 12- 7=) -181) 100 2x4 KDDF STUD A LOADING 9- 5=(-1479) 938 11-12=(-369) 1020 9- 4=( -927) 266 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1228) 372 9-10=) 0) 329 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -129) 191 10- 5=) -54) 105 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 5-11=( -976) 299 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -297/ 1354V -227/ 281H 5.50" 2.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -211/ 1922V 0/ OH 5.50" 2.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 8" For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.069" @ 19'- 3.1" Allowed = 1.567" MAX TL CREEP DEFL = -0.124" @ 19'- 3.1" Allowed = 2.089" MAX HOPIS. LL DEFL = 0.0229" @ 31'- 11.5" MAX HOPIZ. TL DEFL = 0.095" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-04-11 23-10-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' f load duration factor-1.6, 5-04-15 2-11-12 3-07-14 6-07-10 6-07-10 6-11-02 End vertical(s) are exposed to wind, f f f f f f f Truss designed for wind loads in the plane of the truss only. 12 6.00 3 M-4x6 M-5x6(S) M-3x490.25" M-3x4 M-1.5x3 6 7 -/ M-3x4 1 +. o + + N A o 0 N m 0 I N f raw 8�+ 9 f 10 11 M-1.5x3 M-3x8 0.25"6(S)5" M-3x4 M-3x4 c+12 R� R Ores S<< O )- y ), ), y \5 01GINE6, /b5-03-03 8-11-15 8-10-03 9-01-11 �� 2 y y 32-03 :9782PE 9 r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH5 Scale: 0.1893tto 40 WARNINGS: GENERAL NOTES, unless otherwke noted: 15! -9;10Z, ?4 OREGON (N. r� Truss: DH 5 Binder and erection contractor should he advised of al General Notes This design k based on upon the parameters shown and k or an intl itluel ia /����� 4 (, and Warnings before wnshuction commences. building component.Applicability of design parameters and proper 1' V 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component k the rospomkpity of me building designer. IY UL \_ 3.Additional temporary bracing to insure stability during construction Z.Design assumes the lap and bottom chords k he laterally baud at py� V Ie Mare of Y 0.5.and at 1G o.c.such as ey unless braced throughout their length by /�' responsibility of the erector.Additional permanent brad continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/17/2015 the overall structure k Me responsibility of the building deegner. 3.2x Impact bridging or lateral bracing required where shown a 4 SEQ.: K15 3 8 15 2 4.No load should be applied to any component unN ager el bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in.non-corrosive environment. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for“dry condifi fuse. ea 5.CompuTrus has no control over and assumes no responsibility kr the 8.Design assumes hal bearing at supports shown.Shim or wetlge If November 17,2015 fabrication,handl neusse fabrication, s m ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the lmlatbns set forth by 8.Pleles Wel be basted on both feces of tons,and placed so their center TP WJ1CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ewe of plate in Inches. MITek USA,Ino./ComlpaTn is Software 7.6.7(1 L)-E 10.For bask conned.plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 .4 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-375) 340 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-226) 169 LOADING 4-5=( -98) 61 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5-6=( -31) 0 - DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.0' TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -113/ 342H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -202/ 340V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -157/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14'- 0.0" -97/ 171V 0/ OH 1.50" 0.22 HOOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" la MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 14'- 6.0" Allowed - 0.050" MAX TL CREEP DEFL = -0.000" @ 14'- 6.0" Allowed = 0.067" MAX TC PANEL LL DEFL = 0.097" @ 3'- 7.4" Allowed - 0.438" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.006" @ 13'- 11.2" 12 4 MAX HORIZ. TL DEFL = -0.006" @ 13'- 11.2" 8.00 V 1r Design conforms to main windforce-resisting system and components and cladding criteria. r o Wind: 140 mph, h=29ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 3 o Truss designed for wind loads -i in the plane of the truss only. (--- o o t rn � 1 7 r.=� O M-3x4 y1-00 y 6-00 )' 8-06 y ( 03, 51 G,P Festis> 'PROVIDE FULL BEARING;Jts:2,7,3,9,5 I 44/ ti :9782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DJ12 Scale: 0.3230 -017 WARNINGS: GENERAL NOTES, unless otherwise noted: iiii Truss: DJ12 r.Builder and erection contractor ahouklb.advised sfell GeneralNotes I.ITN design ibased only upon the parameters shown and iefor anineroiauel •RECON and Warnings before construction commences. building component.Applicability of design parameters and proper 0 2.204 compression web bracing mus be installed where shown,. incorporation of component h the responsibility of the building designer. G� 2 4�` 3.Additional temporary bracing to ineuro Stability during construction 2.Design and at lD the top and bottom Morris to be laterally bread at174/ Is the responelbilty of the erector.Additional permanent bracing o/ 2'o.c, at 10'o.c.annh a.respectively antra braced throughout their length by L DATE: 11/17/2015 the overall structure Is the responsibility Orme building designer. continuous sheathing such as plywood sheathing(7C)and/or drywren(BC). r, �� 3.2s Impact bridging or tea tie bredrg required where mown a PAUL R SEQ.: K 15 3 8 15 3 4.No bad should be applied to any component until after a1 bracing end 4.Inatalkdion of Was N the reeponsibiky of the respective contractor. Betas.,.are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any ooeponenl and are for"dry condition"ofuse. 5.Compurrus has no control over and assumes no reapomPollNy for the 6.Design assumes fun bearing at al supports shown.shim or wedge n EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ].Design assumes adequate drainage Is provided. 6.This design k furnished subject to the limitations set form by 8.Plates shallbe located on both faces of buss,and placed so Belt center November 17,2015 TPIWTCA in SCSI,copies of which will be furnished upon request. lines cobdde with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate sin of plate in inches. 70.For bask connector plata design values see ESR-13r 1,ESR-1088(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 29'- 0.0" OND. 2: Desi n checked for net(-5 TC: 2x9 KDDF#1SBTR LOAD DURATION INCREASE = 1.15 ~ g (- psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, _ DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 14-06 14-06 12 IIM-4x9 12 9.00 3 8.00 ao ,4I1I1I11lIIII , . o l El o M-3x5(S) 0 M-3x4 M-3x4 y l o 12-00 29-00 17-00 'SC('‘ GII E.t-`.> 1-08.782PE 9r' JOB NAME : WESTWOOD PL2884—B HOGGANS PARK — El Scale: 0.2622 •'a.� WARNINGS: GENERAL NOTES, unless otherwise noted: •/ Truss El 1.Guilder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an Individual A -114Z/ A-ORE40 GON and Warnings before construction commences. building component.Applicability of design parameters and proper (' -V 2.2t4 compression web bracing moat be Indakd where shown 0. Incorporation of component b the responsibility of Me building designer. T1 Gr l 75.3.‘/to 3.Additional temporary bracing to insure stability during construction 2.Design aesumec the top and bottom chows b be laterally braced et �/ .({Fi r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at i(V o.c.sash a unless braced Throughout their length by ` `� DATE: 11/17/2015 the overall structure is the responsibility of the bulking designer. continuous sheathing or suM as plywood ire diing(TC)a^Nor tlrywaS(GC). ••t • "U L ponM61 3.2i Impact bridging or lateral bracing required where shown • Ts SEQ.: K15 3 815 4 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no tore should any loads greater than 5.Design assumes trusses are to be used Ina non-cormsNe environment, TRANS ID: LINK deldg loads be applied to any component. and are kr`dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fop bearing at al supports shown.Shim or wedge If y p 1� I� .s fabrication.handling.shipment and InetallNb n of components. T.Design a fabrication. adequate drainage Is provided. EXP I R ES: 1 2/31�20 1 6 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boosted on both bees of truss,and placed so their center Novem be 17,2015 TPOWTCA in SCSI,copies of whkh will be furnished upon request. lines coincide wsh joint center lines. MTek USA,IncJCompuTrus Software 7.8.7-SP2(1 L}E 9.Digits Indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC w LUMBER SPECIFICATIONS 29-00-00 GIRDER SUPPORTING 922-06-00 FROM 0-00-00 TO 23-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-18839) 9239 1- 8=(-3432) 15956 8- 2=( -990) 4602 11- 6=(-2535) 630 BC: 2x6 KDDF SS 2- 3=(-15153) 3986 8- 9=(-3926) 15432 2- 9=(-3921) 954 6-12=( -597) 2931 WEBS: 2x9 KDDF #1S BT R; LOADING 3- 9=(-11697) 2757 9-10=(-2699) 12414 9- 3=(-1344) 5916 2x6 KDDF #16 BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-11694) 2757 10-11=(-2696) 12213 3-10=(-5082) 1236 TC LATERAL SUPPORT <= 12^OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 0.0" V 5- 6=(-14910) 3429 11-12=(-3141) 14208 10- 4=(-2952) 12600 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 506.2)+DL( 369.2)= 870.5 PLF 0'- 0.0" TO 23'= 0.0" V 6- 7=(-17339) 3888 12- 7=(-3144) 14223 10- 5=(-4713) 1149 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 23'- 0.0" TO 29'- 0.0" V 5-11=(-1292) 5487 ADDL: BC CONC L1.4-DL= 1432.0 LBS @ 23'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -3013/ 13368V -222/ 222H 5.50" 21.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 0.0" -2240/ 100E2V 0/ OH 5.50" 16.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 3 ) complete trusses required. MAX LL DEFL = -0.123" @ 10'- 1.3" Allowed = 1.404" Attach 3 ply with 3"x.131 DIA GUN `+ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX TL CREEP DEFL = -0.264" @ 10'- 1.3" Allowed = 1.872" _M- nails staggered: TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE 9" oc in 2 row(s) throughout 2x6 top chords, THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. LL DEFL = 0.043" @ 28'- 6.5" 4" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORI2. TL DEFL = 0.076" @ 26'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs, \n^/ 9" oc in 2 row(s) throughout 2x6 webs. + LATERALLY BRACE TO ROOF DIAPHRAGM /)(VyVy\ Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-06 19_06 '1' load duration factor=l.6, f End vertical(s) are exposed to wind, 6-01-12 4-03 4-01-04 4-01-04 4-03 6-01-12 Truss designed for wind loads f ' f '( ' f '' in the plane of the truss only. 12 12 8.00 14-4x10 Q 8.00 4.0" 4 ,yT )i! M-3x6 M-3x6 3 5 i 1 M-3x6 M-3x6 z M-6x16 M-5x16 o „ 7 it o 4. ►�C I �I�Y�iL�98M1 I v „ o 1 8 910 11 12 7 I M-3x10 M-9x10 -M-10x10 M-4x10 M-3x8 I 0 y �' }' M-7x8(S) y *1432# y o <<-9° PRO,I , y 6-00 4-01-04 4-04-12 4-0 4-12 4-01-04 6-00 y .5' ENGIN Ee :9 u'ia y 16-00 13-00 2 29-0o y 89782PE 9' • JOB NAME : WESTWOOD PL2 8 8 4-B HOGGANS PARK - EGIRD Sale: 0.1504 0:4:... 40 WARNINGS: GENERAL NOTES, unless omens.noted: �f 7/►. /O��REGON�O. , Truss: EGIRD 1.Builder and Breedon contractor ahouMhowriaea of all General Notes 1.This design is based only upon the parameters shown and lebran individual 9,9 �'Tglr 1� ��" and Warnings before construction commences. MINN component.Applicability of design parameters and .1 proper 2.214 compression web bradng mud be Installed where shown+. incorporation of component k the roaponslbNry of Me building designer. ` 3.Addsaeal temporary bndng to Insure stability during construction 2.Design assumes the top and bosom chums m be laterally braved at �°q U L R b the responsibility of theerector.Additional permanent bracing of Y o.e.end at 70'o.c.snob..cry unless braced throughout their bngm by DATE: 11/17/2015 theomenamdare Is the continuo's sheathing such as plywood ehoammg(TC)and/or drywall(BC). responsibility of the building designer. 3.2t Inked bridging or lateral bradng required vinare shown++ SEQ.: El5 3 8 15 5 4.No load should be applied to any component until ager el brining and 4.Installation album Is the reaponsibifty of the respedne contractor. festensn are complete and et no ems should any bads greater than 5.Design assumes trusses are to be used Ina nonconoslve environment, TRANS ID: LINK design loads beappledtaany component. and ere t d,ycondmon.ofum. EXPIRES: 12/31/2016 5.CompuTrus has no controlover and assumes no reepenssh y for the 6.Design ran bearing M al supports shown.Shim or wedge it November 17,201 5 fabrication,handling,shipment and instanetbn of components. mary 7.Design assumes adequate drainage Is provided. 8.This design is Nmlehed subject to the Imitations set forth by 8.Plates OW be located on both bees of truss,and placed so their center TPIM?CA in BCSI,copies o/which will be famished upon request. Nes wheelie kb Joint center lines. MiTek USA,Inc./Co uTrua Software 7.6.7 1 L 9.Digits indicate size of plate In inches. I� )-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF 4416BTR SPACED 29.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -65/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" f ,r MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HOPIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 MAX HOP.IZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 ti r 0 � rJllIMINIMII o 0 2►� 4►�� 1 M-3x9 1 ), y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I �, � .D PRO � ENGINE . /O �, 2 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ1 • Scale: 0.6860 =-.1 ,. / ` J WARNINGS: GENERAL NOSES, unless ethane's.noted: 4) Truss: FJ1 1.Bomber and erection contractor should be advised ofwGeneral Notes t.This design Nbased only upon the parameters shown and Isfor anindividual Ce, OREGON oN. and Warnings before construction commences. building component.ApplkabiRy of design parameters and proper 15. 2.254 compression web bracing must be installed where shown+, incorporation of component k the responsibility of the building designer. �] (}- 3.Additional temporary bracing to Insure stability dudrg conshustlon 2.Design assumes the top and bottom chords to be throughout braced at Jas���• y 1 y �`� Is Me responsibiRy of the erector.Additional permanent bracing of Y o.e,su at ee o.e.respectively as plywood y s braced througbed Ibelr kngm by -' ``, DATE: 11/17/2 015 the overall ahudure la the responsibuty of the building designer. 3 2xImp nt ehging or W r l b acisheathing(TC)when.seen drywag(BC). /\� Q �a 4.Ne bad should be applied to any component until altar e1 bracing and 4.Im aueyen et bridging k the rel bracing required respective a shown++ I`� `` SEQ.: K 15 3 815 6 responebuse of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are b be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'Cry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility nor the 8.Design assumes na bearing N al supports shown.Shim or wedge It EXPIRES: 12/31/2016 nece febrkatbn,bending,shipment and installation of components. nary. 8.This design is furnished subject to the limitations set bdh by T.Design halassbe laded en drainage is Cprass,an d. November 17,2015 8.Plates ahel be basted ee bent lacca of trues,and placed so their center TP9NTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MRek USA,IncJCompu7rus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of plate in inches. 10.For bask connector pale design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M ^' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 201:. MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 224 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 1-^=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #ls BTR SPACED 29.0" O.C. 2-3=(-56) 27 = TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -63/ 302V -16/ 61H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.5" -20/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.001" @ 1'- 3.9" Allowed = 0.190" 3 MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 0.8" 12 8.00F7 ' system and to main windforce-resisting ' components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. 4 r 7 111111111111111111m 0 4 1111110. 1.0 1 M-3x4 y 1-00 y 2-00 0-01 08 �' , PRQ,cFss (PROVIDE FULL BEARING;Jts:2,4,3 I �\� �NG,IN Etch, `_ OA 9782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ2 --�/ • Scale: 0.9568 o C/� WARNINGS: GENERAL NOTES, unkas otherwise noted: 174/e/ j�-OREGON �'� Truss: FJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual ��- �A 15:$�^ and Warnings before construction commences. broking component.ApplloaNlity of design parameters and proper 4/iy {�'� 2.2e4 compression web bracing must be Installed where shown.. incorporation of component k the responsibility of the bulking deal S.Additional kmporsry bracing to insure alabll dun 2.Design assumes Me top and bottom chords to be kteraly braced apner. _` k Pe re ng construction T ox.and at IP o.c.respective less braced throw ` DATE: 11/17/2015 the overall structure le M0 reaper.Additional lbracing of 20 Impcontinuous sheathing plywood throughout therymlln g�bY �A U L eaponelbllty of the building deegner. 3.2x Impact bridging o lateral bracing required where shonwno.E SEQ.: 1(1538157 4.No load should be applied to any component until alter aI bracing and 4.Installation of truss lathe responsibilty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to M used In a non-corrosive environment, TRANS ID: LINK design loads be applied toany component. and are for%try condition"of use. EXPIRES: 12/31/2016 5.CompoTrus has no control over and assumes no responsibility for enece8.Designaseuas NII bearing al s1 supports shown.Shim or wedge d fabrkatlon,handling,shipment and installation of components. 7.Design assumes adequatedrainage Is provided. November 1 7,201 5 N.This design is furnished subject to the Imitations set forth by TPINJfCA In SCSI,copies of which will be furnished upon8.Plates shallshallbe boated on MM bees of truss,end placed so their center request. leeslinea coincide with joint caller lines. MTek USA,Inc./CompuTrus Software 7.6.7-SP2 1 L E 9.Digits Indicate size of plate in inches. )- 10.For baW connector plata design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC w. LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-_^=( 0) 63 2-9=(0) 0 BC: 204 KDDF #166TR SPACED 29.0" O.C. 2-3=(-58) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 301V -15/ 59H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 92V 0/ OH 1.50^ 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001^ @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 _' MAX HORIZ. TL DEFL = -0.000^ @ 1'- 11.2" 12 Design conforms to main windforce-resisting 8.00 ' system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-1 D, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSMir), 0 load duration factor=l.6, I End vertical(s) are exposed to wind, Wo Truss designed for wind loads I in the plane of the truss only. f 0 I 11111111111111111 2► 9 lippsell I M-3x4 y 1 00 l z oo y C•' ,9‘°) mac-4,ac4 ,c1' (PROVIDE FULL BEARING;Jts:2,9,3 I r`<J �NG�N ER V O?j Q' 89782PE 9r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ2G . Sale: 0.9690 v�' 4t, Am, WARNINGS: GENERAL NOTES, unless otherwise noted: �j#-OREGONtO� Truss: FJ2 G 1.Builder and erection contractor shoal be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �A I,G,Q/�Y y ��j� and Wamings beforo construction commences. building component.Applicability of design parameters and proper *Tic, 2.204 compression web bracing must be installed where shown•, incorporation of component k the responsibility of the building designer. 4 ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom es.len to be laterally braced at !' PAUL ,� Is the reepenslblity or the erector.Additional pennaneM bracing of T o.c.end at 1G hw.is eooh en plywoodly unless braced throughout their length by DATE: 11/17/2015 the overall structure is thecontinuous sheathing such as sheathing(TC)and/or drywall(Bc). reaponslblNy of the building designer. 3.2x Impact badging or lateral bracing required where shown"+ SEQ.: 1<1538158 4.No load should be applied to any component unN after al bracing end 4.Installation of(rues Is the responsibility of the respective contractor. fasteners are eaplie and oetnolime:Modany wadsgreater man 5.Deanassumes trusses are toboused eanan�aaweenIrenmeM, EXPIRES: 12/31/2016 TRANS ID: LINK despnw.dabo.pplledmany wmpon.nth and are some full bearing use. 5.CompuTrus has no control over end assumes no responsibility for the G.Design�esa ea fug beaang N el supporta shown.Shim or wedge if fabrication,handing,shipment and lrnlallatlon of components. necessary. November 17,2015 6.This design k Nmishatl subject to the ItmlNfons set wit 7.Design assumes adequate drainage is provided. 8.Plates seal be located on both races of truss,and placed so thea center TPWVTCA in SCSI,copies of which MN be furnished upon request. lines coincide with joint center lines. Week USA,Inc/Com uTrua Software 1 L 7.6.7 9.Digits Indicate sive of pits in inches. p ( )-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-E1) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -54/ 292V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -38/ 4BV 0/ OH 1.50" 0.08 KDDF ( 625) LL = _5 PSF Ground Snow (Pg) 3'- 0.0" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.104" 12 MAX BC PANEL TL DEFL = -0.002" @ 1'- 6.2" Allowed = 0.139" 8.00 F77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIS. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti M-3x4 1 1 y 1-00 3-00 IPROVIDE FULL BEARING;Jts:2,3,4 I '���`�� P R OFFss � NGINEc#9 �O 2 c 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ1 • • Scale: 0.6899 ol WARNINGS: GENERAL NOTES, unless otherwise noted: 'y '^ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design b based only Naparameters shown and is for an individual Truss: G JlI OREGON and Wamirgs before construction commences. building component.Applicability of design parameters and proper 4t 2.2t4 compression web bracing must be instated where shown+. tacoryoreibn or component b the responsibility of the building designer. 17/51,/r.Gy r y 4� 3.AtldBbnal temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be latently braced at -41/i J is the responsibiuy of 01e erector.Additional permanent bracing of 2'o.c.and N 10'o.c,rsashaNey unless braced throughout their length by DATE: 11/17/2015 the overall structure is the respormibify of the buildingw 2 Impacts sheathing latebs plywood required where s own dryweft(BC). r„7A 1 ` si0ner. 3.2r Impact bridging or lateral bracing ly ofrho shown++ A L SEQ.: K 15 3 816 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss G Me responsibility the respective contractor. 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: LINK design loads be applied to any component. and are for'dry oandmon•of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at a1 supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handl) shipmentnecessary. ng, .otl the natio of by 8.Design shall el adequateeonboth faces is prodded. November 17,2015 6.This designCn CSI,cod subject to the 0 he set bit r 8.Plates anal be looted on ben tacea of tons,and placed so Meir center TPkN/fCA In SCSI,copies of which wig be Nmbhed upon request. lines coincide with joint center Mnea. MTek USA,IncJCom uTfUs Software 7.6.7-SP2 1 L E 0.Digits Indicate sin of plate In inches. P ( )- 10.For bask connector plate design values see EBR-1311,ESR-1988(Mired This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0^ INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 234 KDDF #1•BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS, 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 306V -22/ 78H 5.50" 0.49 KDPF ( 625) 2'- 9.2" 0/ 34V 0/ OH 5.50" 0.05 KDPF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -32/ 72V 0/ OH 1.50" 0.12 KDPF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) upliftat 24 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP oc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ 3 MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.4" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" 12 , MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" 8.00 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, NTruss designed for wind loads in the plane of the truss only. r f cs I NrAIIIIIIIIIIIIIIIIIIIc 0 0 2' 4 1111. 111 1 M-3x4 y y 1-00 3-00r 'PROVIDE FULL BEARING;Jts:2,4,3 Q�O ��Oe ��c'; tNGIN4.. 6> 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ2 "^'' . Scale: 0.8605 r WARNINGS' GENERAL NOTES, unless otherdse noted: 9 OREGON Ooh Truss: GJ2 I.Builder and eredlon contractor should be advised of all General Notes I.This design h based only upon me parameters shown and Is for an individual /9,9 Gq RY 15 2 t�,Q r and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web braung must be included where shown a. Incorporation of component la the responsibility of the budding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me fop and boll c chows to be laterally braced etr II DATE: 11/17/2015 is the reaponsibily of the erector.Additional permanent ening of r°nina°ena„slveeg'e.red,nNe waely roa lea C)a�a«aIrwfoali ~AUL �\ the overall structure le me responsiblity or the building designer. ce kN w ) ry ( > S E 4.No load should be applied to any component until agar Clbrad 3.24 Impact badging or Mend bruins required where shown e a Q.: K 15 3 8161bruins and 4.Installation of truss Is the responsibility of the respeaoe contractor. fasteners are complete and at no time should any loads greater than S.Design e used in a noncorrosive environment, n assumes busses are to b TRANS ID: LINK deegnbedsbeappliedtoanycomponent. and arefor•drycondition-ofuse. EXPIRES: 12/31/2016 5.CompuTnm has no contra over and assumes no responsibility forme 6. sit um aaa es NII bearingS g at al supports shown.Shim or wedge nemm fabrication,handling,shipment end Installation of components. ry'7.Den assumes November 17,2015 6.This design is furnished forth ished subject to the limitations sby 6.Ple es shad be locateduo on facesdrainagelof truss, ntl TPVWfCA in BCSI,copies of with will be furnished upon request. lines coined*with)NMI center lines. placed so their center MiTek USA,Inc./COInpuTrus Software 7.6.7(1L)-E 0.Digits indicate size of plate in bars. 10.For beep connector plate design values see ESR-1371,ESR-1988(Mu ck) A This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 6.5^ COND. 2: Design checked for net(-5 TC: 2x9 KDDF #16BTR g (— psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #13BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-03-04 5-03-04 12 8.00 F IIM-4x4 12 Q 3 8.00 o f T2 .'11111111k1h —,C; h9 y o d• -fo 1 0 M-3x4 M-3x4 b y i' l 1-00 10-06-08 1-00 �� c • 9NEp PR0P4•Stp 5 0AGINEF,4 /O 414 cr' 89782PE r JOB NAME : WESTWOOD PL2884—B HOGGANS PARK — H1 - � . -ow- • . • Scale: 0.5181 WARNINGS( GENERAL NOTES, online onerwfae noted: _J an Truss• H 11Builder and erection contractor should be eddied of 98 General Notes This design N based only Upon the parameters shown end K for en individual 9 OREGON and warnings before construction commences. building component.Applicability of design parameters end proper 4 2.204 compression web bracing must be mW ba where shown.. incorporation of component Is the responsn,ey of me building designer. 17,9 '9 ' 3.Additional temporary bracing to insure stability during construction z,Design assumes the top end bottom chords to be laterally braced at 7i9 4= R y 1 y ��(j�� Is the reaponsbety of the erector.Additional permanent bracing of z op.and at 10'0.0 respectivelyplywood unless braces throughout their length by \ DATE: 11/17/2015 the overall swdure is the responsibility of the building designer. continuous sheathing or such as ecing raired where s and/or shown +dryweil(BC). PIS U Lga 3.In Impact bridging or latent bredng required where shown.. SEQ.: Ki5 3 816 3 4.No bad should be applied to any component until alter a1 brewing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used ins non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.'of use. 5.CompuTrus has no control over and mamma no reapondbllly for the 8.Design sary.mss MA bearing at Cl euphoria shown.Shim or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design A furnished subject to the lelatbns set forth by 8.Plates.hal be located en beth faces ofm tas,and pieced so their center November 17,2015 TPUwfCA In SCSI,copies of which mil be furnished upon request. Anes coincide with joint center lines. MiTek USA,leo/Com uTrua Software 1 7.6.7-SP2 L E 9.Digits IMimte site of plate In Inches. p ( )- 10.For bask:connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M ' LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FOPCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -17) 44 1-6=(-15) 253 1-2=( 435) 68 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-365) 112 6-4=1-15) 253 6-3= 0) 222 WEBS: 2x4 KDDF STAND; 3-5-(-900) 63 2x6 KDDF #2 A LOADING 9-5=( 0) 63 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF , TC LATERAL SUPPORT <= 1="OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -50/ 419V -75/ 68H 5.50" 0.67 KDDF ( 625) 10'- 0.0" -80/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hangerspecs. approvedBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design checked for net(-5 psf) uplift at 24 "oc spacing. - See VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.043" @ 1'- 6.5" Allowed = 0.454" MAX TL DEFL = 0.046" @ 1'- 6.5" Allowed = 0.606" MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed - 0.100" 4-08-12 5-03-04 MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" 1-09 2-11-12 MAX HOP.IZ. LL DEFL = 0.002" @ 9'- 6.5" 5-03-04 MAX HOP.TZ. TL DEFL = 0.003" @ 9'- 6.5" T T T f 12 12 8.00 p IIM-4x4 Q8.00 Design conforms to main windforce-resisting 3 4 Orr system and components and cladding criteria. iiWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ��III (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 /- 1111411111111111111111111116„. I oI�o 1* cr 6 i M-3x8 M-1.5x3 M-3x4o b b b 4-08-12 5-03-04 l J, b 10-00 1-00 ��ri D PROFEss ��5 OAGINE�,4 /O -0-__. 4t89782PE JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - H2 „__,. . ' • Scale: 0.4485 WARNINGS; GENERAL NOTES, unbar otherwke noted: Truss H2 1.BuilderanderectioncontractorshouldbeadvisedofallGeneralNotes 1.ThIsdesignlabasedonlyuponmeparametersshownandistoranIndNldual 9 OREGON h• and Warnings before construction commences. building component.AppllcabNly of design parameters and proper IP Q 2.204 compression web bredng must be installed where mown.. incorporation 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me tap and bottom drorda to be laterally braced at -9,q Gig R y 15 2 �P ncorporaon ocomponent b the responsbNry of the building designer. b the resporwlbilty of the erector.Additional permanent bracing of 7 o.c.and at op.root,as unbar braced throughout their length by DATE: 11/17/2015 the oven/structure is the responsibility of the building designer, continuous sheathing lsateral es acing relywood aired where a and/or drywall(BC). P. Q\ 3.2v Impact bridging«literal bredng required wMre shown•lr I•" `` SEQ.: K15 3 8 1 6 4 4.No load should be applied to any component until triter al breang end 4.Installation of trues is the responabiRy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for^dry condition"of use. S.CompuTrua has no sons,over and assumes no responsibility for the 6.Design assumes fat bearing at al supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handing.shipment and installation of components. 7.Design sssumes adequate drainage 1,provided. November 17,2015 6.This design is furnished subject to to Imitations set forth by 8.Plates Shall be bated on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request linea coincide with joint anter linea. 1 L MiTek USA,IDC./Co uTrUa Software 7.12.7-SP2 9.Digits instate site of plate in belles.( )-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-53) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0•- 0.0•• -82/ 295V -12/ 53H 5.50" 0.47 KDDF ( 625) 1'- 4.9•• -88/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.2" Allowed = 0.073" 1-05-10 MAX TC PANEL TL DEFL = -0.001" 0 0'- 10.7" Allowed = 0.110" ,f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HOP.IZ. LL DEFL = -0.000" @ 1'- 4.9" 8.00 MAX HOPIZ. TL DEFL = 0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o I c r o o ti c 0 f IRV o 1 M-3x9 y 1-00 y !PROVIDE FULL BEARING;Jts:2,3,4 ! 6-00 y (1c)(, ANG EE;9 dio 89782PE<44r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J1 • Scale: 0.6771 :J .3 . WARNINGS: GENERAL NOTES, unbar otherwise sled: 10 Truss• Jl 1.Builder and 8f°CgonCOnh�'or should beadvised olall GenenlNotes 7.TMadesign Bbased onyuponthalnnmerereshewnand lobrasintlivldual y OREGON �",! and Warnings before construction commences. building component.Applicability of design parameters and proper O p. 2.2,4 compression web bracing mud he'Walled where shown+, incorporation of component k the responsibility of the building designer. T &4 j Z c.. 3.Additional temporary bracing to Insure stability during construction 2.Design and at tB me top and bottom chorda b be laterally braced at IJ N me responsibility of the erector.Additional permanent bracing o/ 2'o.c.and a[10'o.c.rcapedbaly unless braced throughouttheirdry length by �r �` DATE: 11/17/2015 the overall structure Is me responsibility of the building designer. 20Impe us aheamMg each as plywood sheathing(TC)and/or drywall(BC). r t //�� 4.No load should be applied to anyci 3.In Impact bodging is lateral bracing lyoarequired rhes shown+a PA L S EQ. K1538165petimp should until aster greaterbndrth and 4.Design assumes busses is the re toneueariarespectosi contractor. fasteners are complete and at no time any bade man 5.Design a°aumes are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any coepanent and are for 1dry condMon1 etude. S Cempurrus has no control over and assumes no responsibility for me ca� 8.Design assumes es full bearing at all supports shown.Shim or wedge 8 EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design steamas adequate drainage is provided. 8.This design is furnished subject to the limitations sat forth by 8.Plates Mal be located on both faces/tibias,and placed so Meir center November 17,201 5 TPI,WFCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Wel(USA,Inc./CompuTrus Software 7.6.7-SP2(1 L}E 5.Digits Indicate sire of plate In Inches. 10.For bask connector plate design values see ESR-131 1,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF#1SBTR SPACED 29.0" O.C. 2-3=(-E2) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "" OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -43/ 318V -23/ 84H 5.50" 0.51 RODE ( 625) 2'- 10.9" -116/ 112V 0/ 011 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. I: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-10 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" fMAX TC PANEL TL DEFL = -0.007" @ 1'- 8.2" Allowed - 0.292" MAX BC PANEL TL DEFL = -0.028" @ 3'- 3.8" Allowed - 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" 8.00 V MAX HOP.IZ. TL DEFL = 0.000" @ 2'- 10.9" Design conforms to main windforce-resisting 3 -V system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ''0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. re cs O t N O I O r�1 114 1 M-3x4 1 l y 1-00 (PROVIDE FULL BEARING:its:2,3,4 16-00 �`''���NG`P EFgs`r�p �' :9782PE �' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J2 i Scale: 0.6271 ,.. WARNINGS: GENERAL NOTES, unless otherwise noted: / r� Truss: J2 1.Builder and erection contractor should be advised stall General Notes 1.This design la based only upon the parameters shown and Isbranindividual y •REGON O' and Flemings before construction commences. building component.Applicability of design parameters end proper 2.2a4 cempreasbn web bracing must be installed where shown 5. incorporation of component lathe responsibility of Me building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design andames the top and bottom Mobs to be laterally braced a 9,9�'q RY ti y Z�Q� Is me responsibly y of the erector.Additional permanent bracing o/ 2'o.c. at 10 ea.respectively unless braced throughout their length by ``, DATE: 11/17/2015 the overall structure Is me reaponslblldy or the bulkingde 2x Impact sheathing such as plywood aired here s own«drywsll(BC). -1 /\A UL [� �a macer' 3.In Impact bridging or lehrelbredrg required where shown«« P `` SEQ.: Ki5 3 8 1 6 6 4.No bad should be applied to any component unto after a1 bracing and 4.Installation of tura Is the responsibility of the respective cuntrectur. fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design beds be applied to any component. and are br-dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes NII bearing at al supports shown.Shim or wedge t EXPIRES: 12/31/2016 necessary fabrication,handling,shipment and Inatelletbn of components. 7.Design assumes adequate drainage Is prodded. 6.This design is furnished subject to the limitations set font by 8.plates shall be located on both faces of truss,and placed no their center November 17,2015 TPWVTCA In SCSI,copies of Much will be furnished upon request. Ices coincide with joint center lies. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L}E 9.Digits Indicate see of plate in inches. 10.For bast connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA `v DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -40/ 361V -35/ 114H 5.50" 0.58 KODE ( 625) 9'- 4.9" -104/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.054" 9-05-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.072" MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.2" Allowed = 0.315" T T MAX BC PANEL TL DEFL = -0.038" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL - -0.001" @ 4'- 4.9" 8.00 MAX HOP.IZ. TL DEFL = -0.000" @ 4'- 4.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 Cin 0 I cr o /- 1 �9 M-3x4 k b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 ��,g 0 PR OFE, ��5 �NGINEF�4 /� �, 2 8.782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J3 Scale: 0.5758 '� •N.. WARNINGS: GENERALNOTES, unless otherwise noted: Truss: J3 1.Builder and erection contractor should be advised of all General Notes 1.This design is bated onty upon the parameters shown and is bran individual 92 OREGON,"',4,,,i„ and wamirgs before construction commences. building component.Applicability of design parameters and proper 'I Q� 2.2e4 compression web bracing must be Installed where shown.. incorporation of component k the responsibility of Me building designer. �y ^ ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at ]� VARV ',y &� is me responsibility of the erector.Additional permanent bredrg of Y o.c.and at 10'o.0..ueh respectively unless braced throughout their length by ` '7 T \J DATE: 11/17/2015 the ovens etraaare Is mecontinuous sheathing such as plywood uMaming(TC)and/or drywaN(eC). '1 p^U L � responsibility of the building designer. 3.2e Impact bridging or latent bracing required where shown.. �'1 SEQ.: 1<1538167 4.No load should be applied to any component until after al bracing and 4.Installation of buss is the responsroiRy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumesus trusses are to be ed in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are kr"ry condeion'of use. 6.CempuTrus has no control over and assumes no responsibility for the 8.Des g assumes kris bearing at al supports shown.Shim or wedge N EXPIRES: 12/31/2016 tebrkatlon,handling.shipment and installation of components. necessary. 76.This design is furnished subject to the limitations set forth by 9.Pltgnaalbeebs eted en bothdrainagefaces site/cs,andd. ovember 17,2015 B.Plates sisal be boated on both feces of trues,antl plecetl so their canter TPNNfCA in BCS(,copies of which will be furnished upon request. linea coincide w8h joint center lines. MTek USA,Inc./CompuTms Software 7.6.7-SP2(1L)-E 9.Digits Indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES F/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=2-9=10(0) 0 BC: 2x9 KDDF#18BTA SPACED 29.0" O.C. 2-3=(-119) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -91/ 902V -46/ 196H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -85/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.111" @ 3'- 7.2" Allowed = 0.935" 5-11-10 MAX TC PANEL TL DEFL = -0.107" @ 3'- 9.8" Allowed = 0.653" T f MAX HOP.IZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HOP.IZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.00 ', Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 o f- oo o M-3x4 b b ,1- 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,9,3 I •<<5\°) PROFFss 7GIN \ �' :9782PE 9' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J4 Scale: 0.5394 - WARNINGS: GENERAL NOTES, unless otherwise noted: ./ / - Truss: J4 I.Banger and erection contractor should be advised of en General Notes This design a based only upon the parameters shown and is ler an individual y,`OREGON �`° and Warnings before constmdbn commences. building component.Appinebilty of design parameters and proper 2 2x4 compresabn web bracing must be metaled where shown+. Incorporation of component is the responsibility of me building designer. 0 3.Additional temporary bracing to insure atebllNy during cenetmctbn 2.Design assumes Me top and bottom chords to be Ieterany braced at y,9 Ciq RY A 6 JSP is Me reaponslblfdy of the erector.Additional permanent bredng or Y o.c.and M 1O o.c.respectively unless breced throughout their all(B by j- DATE: 11/17/2015 the oeerag atmgure Is me responsibility of the bursa de continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). r t p Q\ SEQ.: K1538168 4.No bad shealeheepvnsabany oompenemantga albncirand 3.2x Impact bridging or lateral bracing requires where shown++ A L `` ng 4.Installation of truss Is the responsibilityof the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are b be used In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and arefor•drycondmon-of use. 5.CompuTrus has no control over and assumes no responsibility forme 6assumes Design ass es NII bearing at all supports shown.Shim or wedge fabrication,handling,shipment and installation of components. 7,pss�n assumea adequate drainage is provided. EXPIRES: 12/31/2016 6.This design is furnished subject to the Iknnetbns set forth by 8.Plates shall be boated on both faces of truss,and placed so their center November 17,2015 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E9.Digits Indicate size of plate in Inches. 10.For bask connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M 41 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.6" IBC 2012 MAX MEMBER FOPCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=7 01 63 2-5=10) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-168) 152 . 3-9=( -87) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -58/ 177H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -181/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.6" -60/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9 -I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.3" Allowed = 0.438" A) MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.657" 12 (� MAX HOP.IZ. LL DEFL = -0.002" @ 5'- 11.2" 8.00 F77 3 MAX HOP.IZ. TL DEFL = -0.002" @ 5'- 11.2"0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 I Truss designed for wind loads 0' in the plane of the truss only. 0 u3 o /- 1 m, Plii 0 0 1 M-3x4 y 1 b 1 1-00 6-00 1-05-10 EO PROP (PROVIDE FULL BEARING;Jts:2,5,3,9I /.�-,- GINE .• LV, V �• 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J5 Scale: 0.50790.;;SC:z7.. _ WARNINGS: GENERAL NOTES, unless otherwise noted: 10 Truss: J5 1.Builder and erection contractor should be advised of ate General Notes 1.This design is based only upon the parameters shown and is for an individual 9 OREGON ". and Warnings before construction commences. Wading eomponas.Apploabgly of design parameters and proper (]Q 2.2r4 compression web lensing must be installed where shown+. incorporation of component Is the responsibility of me budding designer. G `y (/ 3.Additional temporary bracing to Insure sfabllby during construction 2.Design assumesthetop and bottom dons to be laterally braced at 9.9 4 N 6 e' k Se responsibllry of the erector.AdditionalY o.c.and at 1G o.c.reeped,ey unless braced throughout their length by permanent bracing of continuous sheathing such as plywood sheathing(TC)andtor drywad(BC). Pq U L �` DATE: 11/17/2015 the overall shudure Is the responebI y of the buddhg designer. 3.24 Impact bridging or Word lensing required where shown i i SEQ.: K15 3 816 9 4.No load should be applied to any component until after al bracing and 4.Installation of hues is the reaponsibiNy of the respective contractor. fasteners are complete and et no time stouts any loads greater than 5.Design assumes busses ere to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition•of use. 5.CompuTma has no control over and assumes no responsibility tongs necesse.Design assumes full basting at el supports shown.Som or wedge H EXPIRES: 12/31/2016 fabrication,handing,shipment and lmtelletbn of components. 7.Design assumes adequate drainage is provided. November 17,2015 8.This design is furnished subject to the limitations set forth by 8.pates shell be located on both faces of tons,and placed so Meir center TPIIWTCA In SCSI,copies of whkh wR be furnished upon request. lines coincide with joint center lines. 9.Di98s Indicate she of plate In Inches. MITek USA,Ino./CampuTrus Software 7.6.7-SP2(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5= BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-211) 199 (0) 0 3-9=( -82) 35 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 44 DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -70/ 209H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -185/ 341V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 11.6" -30/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX TC PANEL LL DEFL = 0.096" @ 3'- 9.9" Allowed = 0.438" ') MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.657" I MAX HOP.IZ. LL DEFL = -0.002" @ 8'- 10.9" 12 MAX HOP.IZ. TL DEFL = -0.002" @ 8'- 10.9" 8.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, kr Truss designed for wind loads o in the plane of the truss only. 0 m o i- , o f ►� 5=' -/ 0 M-3x9 b 1-00 b 6-00 2-11-10 b fit* 0 PR0' ss (PROVIDE FULL BEARING;Jts:2,5,3,9 //ter\(_ ,�/•_IN .-.. /O t/ V C 8.782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J6 • Scale: 0.4487 IF/". • a. WARNINGS: GENERAL NOTES, unless otherwise noted: G,..� '^ Truss J6 I.Builder end erection contractor should be advised of NII General Notes 1.TN.design isbasedonly upon meparee.temshownand Isfor anindMdual 7 OREGON O"h • and Warnings before consbuclkn commences. building component.Applicability of design parameters and proper 2.St4 compression web bracing must be metaled where shown.. Incorporelen of component lathe responsibility of tlhe building designer. 9,9 -"I RY 15 _t4Q� 3.Additional temporary bracing to Mauro stability during conetrudkn 2.Design assumes me row and bottom chorda to be throughout braced at Is the responsbiy of the erects,.Additional permanent bracing of r OA.and sheathingt is o.c.sad,a.ay unless braced ihroupn,B then length by DATE: 11/17/2015 the overall strudus la me reaponsibl continuous such as plywood ane.thng(TC)enmor drywAA(Bc). 0.� Ay'of building designer. 3.Dt impact bridging or lateral bndrg required wham shown v♦ PA U L , " SEQ.: 1(1538170 4.No ked should be applied to any component until after ail bracing and 4.Installation of toms Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design ssaumes busses ere to be used in a non-conosive environment, TRANS ID: LINK design loads heapplied kany component. and are for•drycondition^ofwe. 5.CompuTrus has no control over and assumes no responslbRby for the 8.Design assumes full bearing at ail supporta shown.Shim or wedge X EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. November 1 7,201 5 6.This design is famished subject to the limitations set forth by 8.Plates anal be located on both faces of tons,and placed to their center TPWVTCA In SCSI,melee of WWII eft be furnished upon request. Ines sndde with joint center Anes. 9.Digits Indicate see of Mete In Inches. MITek USA,InniCotnpuTfus Software 7.6.7-SP2(IL}E 10.For bask connector plate design values see ESR-1311,ESR-7988(MUek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 • TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 63 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-262) 226 `0,.. TC LATERAL SUPPORT 0= 12"OC. UON. 3-9=( -95) 43 LOADING 4-5=( -29) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 5.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) :L = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -80/ 2470 5.50" 0.60 KDDF ( 625) 5'- 9.2 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) E DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -204/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) F IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -83/ 150V 0/ OH 1.50" 0.19 ROOF ( 625) HECKED FOR lOPSF LIVE LOAD. TOP RD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.000" @ 10'- 5.6" Allowed = 0.047" MAX TL CREEP DEFL = -0.000" @ 10'- 5.6" Allowed = 0.063" 0 MAX TC PANEL LL DEFL = 0.042" @ 3'- 4.9" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.657" MAX HOPIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. r o I 0 o M-3x4 y 1-00 y 6-00 y 4-05-10 y (�,`�Q.EO PROF�'�,s (PROVIDE FULL BEARING;Jts:2,6,3,9 I /.C�J �NGINEFq ��2 V 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J7 Scale: 0.9016 WARNINGS: GENERAL NOTES. unless otherwise noted: 40 Truss: J7 1.Builder and erection contractor should be advised 01511 General Notes 1.This design la based only upon the parameters shown and is for an individual OREGON ti and Warnings before consiudkn commences. building component.Applicability of design parameters and proper 0 2.2sa compression web bredng must be IntlaMd where shown�, Incorporation of component k the responsibility of the building designer. 3.Additional temporary bracing to insure ekbgpy during construction 2.Design assumes ethe n.top and bottom chords to be laterally braced at �9q Gq RY y `L�Q� Is Me responsibility of the erector.Additional permanent bracing of 7 o.c.w/at 10 o.c.snub as plywoodly unless braid throughout(heir length by DATE: 11/17/2015 the overall structure is me responsbRty of the building de continuous sheathing such as sheathing(TC)and/or drywati(Bc). `I �j QV g signer. 3.2s Impact bridging or lateral claming required where shown• A U L `` SEQ.: Ki5 3 8 171 4.No load should be applied to any component untA after al bruins and 4.' tsAatlon of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used k a noncorrosive environment, TRANS ID: LINK design loads betippled to any component. and are for idry condition'ofUN. 8.Design assumes NII bearing at all supports shown.Shim or wedge g 5.Compulru,has no control over and assumes no responsibility for me EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 88Bry 8.This design i furnished subject to the limitations set forth by T.Mates shat °•aaedaon both Nesnage osuss,d. November 17,2015 TPIWTCA in BCS(,copies of which will be furnished upon request. 8.Mates shall be located an both peas of truss,and placed so their center 'Inas cola ids with joint canter lines. MiTek USA,Inc./Compul,us Software 7.6.7-SP2 1 L E 9.Digits Indicate else of plate In Inches. ( )- 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTelt) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 1-2=( 0) 63 2-6=(0) 0 2-3=(-301) 282 R TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-193) 104 BC LATERAL SUPPORT <= 1n'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9-5=( -47) 23 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF t' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -94/ 276H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -202/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -111/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.6" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 4.9" Allowed = 0.438" 9 MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 �( MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, co Truss designed for wind loads .o. in the plane of the truss only. 0 o co o ` fl o I - 6' f 0 M-3x4 b y y 1-00 6-00 5-11-10 y ���ED PRQpFss !PROVIDE FULL BEARING;Jts:2,6,3,4,5 I /,��� rGN�'INF,Q �p2 V 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J8 • �r{f�JJI • Scale: 0.3715 =1 ,`:,- /+'� WARNINGS: / 7 /// \\\\\\ • - GENERAL NOTES, unless omery ise noted: Truss J8 f.Builder and erection contractor should be advised of all General Nates 1.TMs design ie baud only upon the parametersshawnandIsforanindividual G., OREGON40 and Warnings before construction commends. building component.Applicability of design 2.224 compassion web bracing must be installed where shown a. Incorpnralon of component k the responsibility of tens and proper 3.Addlinrml temporary bracing to Insure stability during construction 2.Zecign assumes me top and sty an chortle etseabuilding their egffr. q1311/,c1 RY ,�y 2 l Q•� la the responsibility of me erector.Additional permanent bracing of Y o.c.and at ea o.c.mash a,ey unless braced throughout their length by J DATE: 11/17/2015 the overall structure b me reeponMDllly of the balding designer. continuous sheathing each as plywood sheathing(TC)and/or drywe8(BC). 't A� �\ 3.22 Impact bridging or lateral bracing required where shown•. UL SEQ.: 1<1538172 4.No load should be applied to any component until ager al bracing and 4.Installation of truss Is the responslbilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnls has no control over and assumes no responsibility ler Me A Design assumes full bearing at al supports shown.Shim or wedge if fabricties,handling,shipment and installation of components. Design s EXPIRES: 12/31/2016 6.This design lefurnished subject tothe Iknaationsset fontby 8. esshall be oSeerainage Fs ims.,e. November 17,2015 TPIWTCA In SCSI,coS.Plates ltsi hated on both fads slims,and placed co their center plea al which will ba furnished upon request. lines coincide with joint center tines. MTek USA,IDCJCompUTfus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-131 1,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 ` TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #168TR SPACED 29.0" O.C. 1-2=( 0) 63 2-6=(0) 0 2-3=(-392) 3254,, 3-9=(-199) 151 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=( -73) 50 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF w.BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -106/ 312H 5.44" 0.60 KDDF ( 625) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -201/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -145/ 243V 0/ OH 1.50" 0.31 RODE ( 625) 13'- 5.6" -54/ 95V 0/ OH 1.50" 0.15 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 01 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.046" @ 3'- 7.4" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.8" Allowed = 0.657" MAX HOP.IZ. LL DEFL = -0.005" @ 13'- 4.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.9" 12 w 8.00 1, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oP Truss designed for wind loads I in the plane of the truss only. 3 0 0 m o ` Edo 1 _ - 6►�� M-3x4 b y y l ���ED PR OFFss 1-00 6-00 7-05-10 �,5 NGINE9 �� I 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 t, 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J9 • • Scale: 0.3930 1 ' WARNINGS: / / \` GENERAL NOTES, unless otherwise noted: '^ Truss: J 9 1.Builder and erection contractor should be advised of all General Notes i.This design H based only upon the parameters shown and Is for an Individual 9 OREGON and Warnings before construction commences. building component.Applicability of design parameters and 2.204 compression web bracing must be instated where shown v. incorporation of component h the re proper /� sporrelbllly of building designer. �� .. 2 �� 3.Additional temporary bracing to insure stability during conahuctbn 2.Design assumes the top and bottom chords to be laterally braced at is me responsibility of the erector.Additional permanent bracing of Y us and at ea o.c.respectively unless braced throughout(heir krgm by DATE: 11/17/2015 the overall ahudure Is me responslb continuous sheathing aueh as plywood sheathing(TC)anNor drywall(BC). �/�U L �`� Illy of the cid after designer. 3.20 Impact bddging or lateral bracing required where shown t.. SEQ.: Ki5 3 817 3 4.No load should be applied to any component until eller al bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'Wry condition.of use. 5.CompuTnrs has no control over and assumes no responablly for the 8.Design assumes full bearing at al supports shown.Shim or wedge S fabrication,handling,shipment and installation of components. 7.Design aryssamea adequate drainage is provided. EXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by E.Plates shall be located on both lases of truss,and placed so their center November 17,2015 TPWJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,IncJCompuTrus Software 7.6.7-SP2(t L}E 9.Digits Indicate sl Le of plate In inches. 10.For basic connector piste design values sea ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , IC: 2x4 KDDF#1OBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-395) 340 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-293) 169 LOADING 9-5=(-126) 64 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -61) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -115/ 360H 5.44" 0.60 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -206/ 342V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -149/ 262V 0/ OH 1.50" 0.34 RIDE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14'- 0.0" -134/ 237V 0/ OH 1.50" 0.30 RIDE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" bi MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 14'- 11.6" Allowed = 0.097" MAX TL CREEP DEFL - -0.003" @ 14'- 11.6" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.047" @ 3'- 7.4" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.8" Allowed = 0.657" 12 MAX HORIZ. LL DEFL = -0.007" @ 13'- 11.2" 4 MAX HORIZ. TL DEFL = -0.007" @ 13'- 11.2" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. cr II Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 3 0 Truss designed for wind loads in the plane of the truss only. h m i c MW 01 7..---. -/ O M-3x4 pROF y1-00 y 6-00 y 8-11-10 y ra 3'' NG NF�`S�'/ (PROVIDE FULL BEARING;Jts:2,7,3,4,5 ] t� O?/ Ct- 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J10 . „�� �►' Scale: 0.3217 WARNINGS: GENERAL NOTES, unless otherwise noted: i^ Truss: J10 1.Bulkier and erection contractor shouldbeadvlaedstall General Notes 1.This design is based only upon the parameters shown and is for anIndMilual y,`OREGON N. and 1Namirps before construction commences. building component.Applicability or design 2.204 compracebn web bracing most be Installed where shown 0. incorporation of component parameters and proper 0 pop and unless bb to ofineallyrgdesigner. .-/A1* � �� 3.Additional temporary bracing to Insure stability aurins construction Z.Design assumes ms top and bottom chords to be laterally breutl at is me responsibilty of the erector.Additional permanent bracing of 7 o.c.and at f O o.c.respectively s ly unless baud)TC)en throughout their length by ` DATE: 11/17/2015 the overall structure is the responsible continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). pig U L ly of the building designer. 3.le Impact bridging or lateral bredns required where shown « SEQ.: 1<1538174 4.No bad should be applied to any component untilalter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•drycondition•ofuse. s.Compurrus has no control over and assumes no responsibility for the 6.Deesslgnn assumes full bearing at all supports shown.Shim or wedge ifEXPIRES: 12/31/2016 fabrication,handling,shipment and Inatalletbn of components. 7.Design asumes adequate drainage is prodded. 6.This design is furnished subject to the limitations set form by 8.plates shal be bated on both faces of truss,and placed so their center November 1 7,201 5 TpLWECA In SCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate We of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.3" TC: 2x9 KDDF#1dBTR IBC 2012 MAX MEMBER FOPCES 9WR/DDF/Cg=1.00 ' LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x9 KDDF #168TR SPACED 29.0" O.C. 2-3=(-912) 394 1111. TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-258) 219 LOADING 4-5=(-150) 117 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 29 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -126/ 370H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 5'- 11.22" -209/ 347V 0/ OH 1.50" 0.99 KDDF ( 625) 9'- 11.2 -197/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -139/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 10.3" -15/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 6-11-02 8-11-03 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7 -" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.096" @ 3'- 7.9" Allowed = 0.938" MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.656" MAX HORIZ. LL DEFL = -0.007" @ 15'- 9.6" MAX HORIZ. TL DEFL = -0.007" @ 15'- 9.E" Design conforms to main windforce-resisting12 8.00 system and components and cladding criteria. Wind: 190 mph, h=29.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights) EnclosedCat2Exp.B, MWFRS(Dir), M-3X5 Sof in the plane of the truss only. ( ) 0 o 3 , 1--- o o a COMMIMMEMMMMMMMMIN 1 z o M-3x9 y y y ��Ej PRop 1-00 6-00 9-10-05 b C?�� r�NG%NEF,4 `S2 PROVIDE FULL HEARING;Jts:2,7,3,9,5,6 I �• 89782P E r • • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J11 Scale: 0.2825 0-.4) 37. ., _ ♦,. WARNINGS: GENERAL NOTES, unless othmwke noted: 40 Truss: Jl 1 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -9 OREGON oN. end Warnings before construction commences. building component.ApplcabdRy of design parameters and proper 2.2x4 compression web bracing mud be Inatabd where shown.. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design sesames me by and bottom chows b be laterally brocetl at yq�q R Y 5 `L 4Q�' Is the responsivity of the erector.Additional permanent bracing of 2'o.c.and d 10'o.e.such as sty unless braced throughout their brim by `, DATE: 11/17/2015 the overall structure is the responsibility of the buildingdesigner. O Impact sheathing etch es acwuoe required ere s and/or tlrywaR(BC). PA Q\v 3.In Impecl bridging or lateral bracing where drown.. `` SEQ.: Ki5 3 8 17 5 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastens are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for'thy condition'of use. 5.CompuTnn hes no control over and assumes no responsibility forme 6.Design assumes NR bearingdel supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of cemponenh. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Rmiations eat forth by N Plates ahel be bceted on both faces of truss,and placed so their center November 17,2015 TPINTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,InCJCompuTms Software 7.6.7-SP2(1L)-E 9.Digits Indicate sire of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 r. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=(0) 0 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-59) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING r BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0^ TOTAL LOAD= 92.0 PIF 0'- 0.0" -103/ 386V -9/ 65H 5.50" 0.62 KDPF ( 625) 1'- 9.2" -55/ 34V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ EOV 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008^ @ -1'- 4.0" Allowed = 0.133^ MAX TL CREEP DEFL = -0.009" @ -1'- 4.0^ Allowed = 0.178^ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1^ Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002^ @ 1'- 0.1" Allowed = 0.070^ 12 MAX HORIZ. LL DEFL = -0.000^ @ 2'- 7.0" 6.00 MAX HGRIZ. TL DEFL = -0.000" @ 2'- 7.0" IllillijPiligl''--gIIIIIII: -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, of Truss designed for wind loads 0 in the plane of the truss only. ti r 0 o 0 1 O 2' 4' -/ 1 M-3x9 b y b b 1-09 zBo 0-07-12 . -t 5-13 Pf3aF scS' (PROVIDE FULL BEARING;Jts:2,4,3 " :9782PE r � .r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ1 Scale: 0.8966 ./ .•� /1/ - WARNINGS: GENERAL NOTES, unless otherwise noted: 4 Jjl-OREGON Truss: SJ11BuMerand erection conhacorshoalheadwaadoralGeneral Notes 1.Thkdesign kbasedontyupon the p.nmetersshown and hfor anIndinitlual ' ^IRY `� J�� and Warnings before construction commences. buldkg component.Appppbiliy of design parameters and proper 2.254 compression web bracing must be Metaled where,hewn*. incorporation or component k the responsibility or me building designer. ` 3.Additional romporery brining to insure atebgly curing construction 2.Design assumes the top and bottom chords to he latently braced at P4 UL R Is the responsibility of the erector.Additional permanent brae r 2'o.c.and at fd o.c.respectively unless Mitred throughout their length by overall structure is me responsibility of the building designer.o continuous sheathing such as plywood sheathing(TC)and/or tlrywwl(BC). DATE: 11/17/2015 the o 9 3.Dt Impact bndgi g or lateral bracing required where shown a• SEQ.: Ki5 3 817 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the reepedive conhaaor. Nehmen are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, /] c TRANS ID: LINK design loads be applied to any component. and are for'dry condition'.of use. EXPIRES. 12/312016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes kill hearkg at al supporta shown.SMm or wedge H November 17,2015 fabrication,handling,shipment and Ineteletbn of components. -.m, 6.This design N furnished subject to the limitations set IoM by 7.Design assumes adequate drainage Is provided. 8.Plates shell be located on both faces of truss,and placed so their center TPHWTCA In SCSI,copies of which well be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompUTNs Software 7.8.7SP2(1 L}E 9.Digits Indicate sl a of plate In Inches. 10.For bask connector plate design values see ESR-131 I.ESR-1988(MiTak) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x9 KDDF#168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=(0) 0 x BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-94) 42 le TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 397V -20/ 107H 5.50" 0.63 KDDF ( 625) T 1'- 9.2" -31/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.7" -61/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.052" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.070" 6.00 MAX HOP.IZ. LL DEFL = -0.000" @ 5'- 4.0" 3 MAX HOPIZ. TL DEFL = -0.000" @ 5'- 4.0" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads re, in the plane of the truss only. i 0 0 o I 31111rn o 0 2 q M-3x9 b y . 1 1-09 2-00 3-09-12 'PROVIDE FULL BEARING;Jts:2,4,3 �, 2 Q 8.782PE 9 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ2 • Scale: 0.6367 IV •/ :;e. i./ WARNINGS: GENERAL NOTES, unless otherwise noted: 77""". 40 "-- Truss: SJ2 BWberand ercctionconnctorehoukbeativlsetlofall General Notes This design hbaptlonly upon the peromeeroshown and isbranlndloiduel OREGON and Warnings before construction commences, butlding component.Apvli abRty of design parameters and proper O 2.2a4 compreubn web bracing moat be installed where shown+. Incorporation of component k the responsibility of Me building designer. 3.Additional temporary bracing to Insure stability during conetnMbn 2.Design spumes Me top and bottom chortle to be roughs braced et *.,""74/4/,, Pt�, y 2�Q�' Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at ea o.c.reapedi ply unless braced throughout their krgM by DATE: 11/17/2015 the overall structure Ie the responslDiby of the building de continuous sheathing such as plywood enwMing(,0.and/or drywall(BC). `, h r., in icor' 3.2a impact bridging or lateral bracing required where ahovm+a A U L T, SEQ.: Ki5 3 817 7 4.No bad should be appind to any component until alter Cl bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trues.,are to be used In a non-corrosive environment, TRANS ID: LINK design loads be appited to any component and are for dry cosdIttsn of use. 5.CompuTrua has no control over and assume no responsibility for the 8.nDesign au ea full bearing al e1 supports shown.Shim or wedge 0 EXPIRES: 12/31/2016 atlon,Handling,shipment and installation of components. 7.Design e fobrbassumes adequate bainege is provided 8.This design Is furnished subject to the limitations set form by 8.Plates shall be located on both few,of truss,and pieced so Meir center November 17,2015 TPVWICA in SCSI,copies of wfibh vAll be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.7-SP2(1 L}E 9.Digits indicate 1size of plate in inches. 10.For basic actor plate design values see ESR-1311,ESR-1 588(MiTek) I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths offsets are indicated. (Drawings not to scale) DamageFailureto orFollow PersonalCould InjuryCause Property MirDimensions are in ft-in-sixteenths. 1% Apply plates to both sides of truss 1 2 3 1. Additional stabilitybracingfor truss system,e.g. and fully embed teeth. diagonal orX-br ing,is always required. See BCSI. TOP CHORDS 1/16 „ IMENIEMMEMMMIESEmm Q-/�6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I _ p bracing should be considered. 1�� lilliirlibi U 3. Never exceed the design loading shown and never c°,_ stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-'4d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and �i SYP represents as published in respects,equal to or better than that �i Indicated by symbol shown and/orspecified. by text in the bracing section of the by AWC in the values as p012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2073 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ..."-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports)occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��0 hil18.Use of green or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone 0. DSB-89: Design Standard for Bracing. isnot sufficient. M BCSI: Building Component Safety Information, !le Ie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013