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I " N_ESJ1 . , �' AV e q ,�/: I 8:12 , I� " ��/ cei N —I: :1 PORCH ROOF BY OTHERS cR` LL NI r 1 10'-0" 4'-111R" I- 10'-01/2" All truss to building connections are the responsibility of hre building designer or EOR. ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS WESTWOOD 11/24/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL DRAWINGS DRAWINGS FOR ALL FURTHER P UfI umber 17925 WESTWOOD PL2884-A :ch Struct, NNE EN ION BUILDING DESIGNER/ENGINEER OF RECORD L PLAN' DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR CTIO NON-TRUSS.B h= 2884 / A TO TRUSS CONNECTIONS.OF BUILDING CHECKED BY DESIGNER/ENGINEER ER/EN D APPR OF RECORD TO REVNS . .. To CONSTRUCTION 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r y MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17925 WESTWOOD PL2884-A 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: K1556117 thru K1556144 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 These truss designs rely on lumber values established by others. <0` 0-4GNEF•si10 89782PE �r i OREGON o40 Q' "9,Q6,AIR Y2tGQ� PAUL R\J /E-Xt4e12/adaQ_ _ ______, November 25,2015 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. r a so This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" COND. 2: Desi n checked for net(-5 TC: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 9 (- psf) uplift at 29 "oc spacing. BC: 2x4 KDDF STAND 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 <= 1="OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=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 SON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-04 7-06-04 I lz T 8.00 IIM-4x4 12 3 Q 8.00 r 2 m f I III 1111 1 0 -v.'. 0 M-3x4 M-3x4 l b 1-00 15-00-08 1 1-00 y �P,E0 PROF4-e, 7GIN \IAGIN L• 89782PE v JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - Al 0:165 Scale: 0.4313 ' AMR WARNINGS: GENERAL NOTES, unless otherwise noted: '^ Truss: Al 1.Burke and arectioncontr.dorshoul beadvised 01all General Notes TMadesign Nbased only upon the paremekreshown and isbranldioidual 1' OREGON Q, and Wambigs before construction commences. budding component.ApPlioabgily of design parameters and proper 2.AM compression web brewing most be Metalled where shown 0. Incorporation of component Is the responsibility of me building designer. �� �� (1.§... �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom cholla to he Merely braced at DATE: 11/24/2015 is the reeponsibigty of the erector.Additional permanent bracing of 2'ntlnuoueaakeatht 1CY c respectively as e y cod a braced throughout their all(B by the oven%simcture is the responsibility of the building designer. sit such as plylwod aheaMing(TC)ownor tlrywall(BC). rity AS � SEQ. K1556117 <.No kedthoudbeappbtlkanycomponentuntilagercogbad 3.D Impar bridging orlakrelbredgregulrodwhereshown+♦ PA UL Vs • ng and 4. tan of truss la the responsibility of the reapeawe contractor. fasteners t ners are compdte and at no time should any bads greater than 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•dry nonagon"of use. 5.comparnra has no contra over and.awmea no responsibility for the S.Design assumes full bearing at al supports chose.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and Inalallatbn of components. 7.Design assumes adequate drainage Is prevdetl. 8.The design N furnished subject to the limitations set forth by 8.Plates shag io be aued on both faces agues,and placed so their center November 25,2015 TPPWTCA In BCSI,copies of which will be furnished upon request. hies coincide with Joint center lines. MiTek USA,Inc./CompuTrus 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-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6= 0 -4BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-667) 130 6-4-(-23) 434 E-3=(0) 351 WEBS: 2x4 KDDF STAND -(-23) 434 3-4=(-667) 130 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC- UON. LL( :5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 11:/1407/ 6V -122/ 122H 5.50" 1.19 KDDF ( 625) 15'- 0.5" 1/ 76V 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 'COND. 2: gn cheked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. TICAL EFLECTION LIMITS: LL=L/240, TL=L/180 LL DEL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TEEP DEL = -0.003" @ -1'- 0.0" Allowed = 0.133" LL DEL = -0.003" @ 16'- 0.5" Allowed = 0.100" MAX TEEP DEL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PLL DEL - -0.116" @ 3'- 11.9" Allowed - 0.558" MAX TC PTL DEL = 0.249" @ 3'- 11.8" Allowed = 0.837" MAX HP.IZ. LL DEFL = 0.004" @ 14'- 7.0" 7-06-09 7-06-04 MAX HP.IZ. TL DEFL = 0.008" @ 14'- 7.0" f 1' 1' 12 12 8.00 IIM-4x4 Q 8.00 Desiconforms to main windforce-resisting 4.0" systand components and cladding criteria. 3 dh, h=21.7ft,11=4 15'- ASCE 7(-1602,5 -10, �� (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r o r t I v I11°-' 111111 6 ...4 o O M-3x9 M-1.5x3 M-3x4 0 ; 1 b y y 7-06-04 7-06-04 4� F .. b � �, PR a fisc 1-00 15-00-08 1-00 �N5 �NG(INEFR /a 2 `rte :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2 .... i Scale: 0.3438 'IP' - WARNINGS: GENERAL NOTES, unlade otherwise noted: Truss: A2 40 1.Builder and erection contractor should be advised stall General Notes 1.This design la based only upon the paremeten shown and Is br an individual 174z; OREGON En. Q, and Wanings before construction commences. balding component.Applicability of design parameters and proper 2.204 compression web bredng must be metaled where shown.. 4?!.- incorporation of component k the reaponslbllNy of the building designer. .4,9 A 5 9,5'�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be throughout braced at -41/3y is the reeponsibRty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. s pt unless braced their length by DATE: 11/24/2015 the overall eWaore Is me responsibioty of the building designer. 23 Impact sheathing such l h plywoodsheathing(7C)required51nnao•arywaft(ec). pA U L T`` 3.2z Impact bddgkg or lateral bracing of the where shown t, SEQ.: Ki 5 5 611 8 4.No load should be applied to any component until after all Inning and 4.Imhllatbn of Wee is the reeponebiYly o/the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment. TRANS ID: LINK design loads beapplied toany component. and are for•fryconamon of use. 5.CompoTrus has no control over and assumes no responsibility forme 6.Design assumes full buds et a1 supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and lnafelellon of components. 7.Design ssumes adequate drainage Is prodded. November 25,2015 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of trans,end placed so Meir center TPVWTCA In BCSI,copies of which ell be furnished upon request. lines coincide with Joint center lanes. MTek USA,Inc./CO uTru8 Software 7.6.7-SP2 1 L 9.Digits indicate alze of pine In inches. ( )-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) M 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 TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=(-667) 135 1-5=(-29) 435 5-2=(0) 351 ^1 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-668) 130 5-3=(-24) 435 WEBS: 2x9 KDDF STAND 3-9=( O) 63 LOADING TC LATERAL SUPPORT <= 1l"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 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 92.0 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 COND. =: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.003" @ 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 HOP.IZ. LL DEFL = 0.009" @ 14'- 7.0" MAX HORIZ. TL DEFL = 0.008" @ 19'- 7.0" 7-06-04 7-06-04 12 f Design conforms to main windforce-resisting IM-4x4 8.00 12 system and components and cladding criteria. 8.00 4.0" Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �p load duration factor=l.6, �I Truss designed for wind loads in the plane of the truss only. r T„ tI11171111 A v ii Ila; z 0 1** v s o M-3x4 M-1.5x3 M-3x9 3 9 0 J' 3. l 7-06-04 7-06-04 l 15-00-08 y 1-00 C\Cp‹,NGINE`• uo 9 2 �• 89782PE v JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2X Scale: 0.3603 C..' .� / •. AWN WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss A2 x 1.Barber and erection contractor should be advised stan General Notes 1.This design is based only upon the parameters shown and is for an individual -9 OREGON N. and Warnings before construction commences. building component.Applicability o/design parameters and proper 4 2 2x4 compression web bracing must be metaled where shown*. incorporation of component k the reaponslbllty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be IateralN braced at 17,5) Gq RY AS 2 �Q-� DATE: 11/24/2015 is the responsibility of the erector.Additional permanent bracing of o nwa sheathingat f ew�dl •N throughout their kngth by the overall structure is the responsibility of the building designer. mplywood sheathing(TC)and/or drywall(BC).S.2x impact or Pq U �`� SEQ.: Ki5 5 6119 4.Na bad should be applied to any component until eller.l bracing and 4.InstalMbnbridging off twee N the latebracing responsibility of the respectrequired vAere ive 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 bads be applied to any component. and are for-dry condbon'.ofuse. 5.CumpuTros has no control over and assumes no responsibility for the 6.Ds nnecessary. .awmea sa bearing at al wpp5 shown.Shim or wedge l fabrication,handling,shipment and installation o/components. 7.Design a wme..d.ga.t.drainage b provided. EXPIRES: 12/31/2016 6.This design Is furnished WNW to the limitations sat forth by 8.Plates Nall be located on both faces of truss,and placed so their center November 25,2015 TP WVICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.MTek USA,InciCompuTrus Software 7.6.7-SP2(1L}E 0.For Digitsbasin coni nectorplaatte plate aures see ESR-1311,ESR-19811(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 30-00-00 GIRDER SUPPORTING 42-06-00 IBC 2012 MAX MEMBER FORCES 4WP./DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; 30-00-00 DUTCH SETBACK 2-06-00 FROM END WALL 1- 2=1-21573) 5049 1-10=1-4098) 17643 10- 2=( -600) 2856 14- 7=(-4182) 1047 "e 2x6 KDDF#1&BTR Ti, T2 LOAD DURATION INCPEASE = 1.15 (Non-Rep) 2- 3=1-19026) 4506 10-11=1-4095) 17E22 2-11=(-2265) 582 7-15=1-1053) 4635 BC: 2x8 KDDF SS 3- 4=1-16080) 3858 11-12=(-3597) 15E72 11- 3=1-1053) 4635 15- 8=1-2265) 582 WEBS: 2x4 KDDF #1&BTR; LOADING 4- 5=)-12954) 3174 12-13=(-2973) 13176 3-12=1-4182) 1047 8-16=1 -600) 2856 2x6 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 5- 6=(-12957) 3174 13-14=(-2973) 13176 12- 4=1-1446) 6255 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 30'- 0.0" 9- 7=1-16080) 3858 14-15=1-3597) 15E72 4-13=(-5421) 1365 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LLI 506.2)+DL) 364.2)= 870.5 PLF 0'- 0.0" TO 30'- 0.0"W- 8=(-19029) 4506 15-16=1-4095) 17E22 5-13=1-3348) 13857 BC LATERAL SUPPORT <= 1="OC. UON. TC UNIF LLI 31.2)+DLI 8.8)= 40.0 PLF 2'- 6.0" TO 27'- 6.0" 8, 9=1-21573) 5049 16- 9=1-4098) 17E43 13- 6=1-5418) 1365 BC UNIF LL( 0.0)+DL( 2.5)= 2.5 PLF 0'- 0.0" TO 30'- 0.0" V 6-14=(-1446) 6252 M-1.5r,4 or equal at non-structural TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 3'- 6.0" L BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members )uon). TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 27'- 6.0" L LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -3408/ 14595V -231/ 231H 5.50" 23.35 KDDF ( 625) -1- ( 3 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -3408/ 14595V 0/ OH 5.50" 23.35 KDDF ( 625) Attach 3 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/�/ o 9" c in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. XXX 4" oc in 2 row(s) throughout 2x8 bottom chords, GOND. 2: Design checked for net(-5 9" oc in 1 row(s) throughout 2x9 webs, g psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.159" @ 11'- 1.9" Allowed = 1.454" MAX TL CREEP DEFL = -0.317" @ 11'- 1.9" Allowed = 1.939" MAX HORIZ. LL DEFL = 0.054" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.090" @ 29'- 6.5" M-4x6 TYP AT HORIZONTAL INLETS. 2x6 KDDF#2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-00 load duration factor=l.6, Tf End vertical(s) are exposed to wind, 4-04-03 3-06-10 3-06-10 3-06-10 f3-06-10 3-06-10 3-06-10 4-04-03 Truss designed for wind loads f i4o#T ' 1 ' f f ' ♦40# ( in the plane of the truss only. 12 12 8.00 M-4x10 M-1.5x4 8.00 4.0" M-1.5x9 M-2.5x9 or equal at non-structural diagonal inlets. M-1.5x4 M-3x5 M-3f5 M-3X5 Truss designed for 4x2 outlookers. 2x let-ins M-1.5x4 jISt M-3x5 of equal or greater grade as structural top M-3x6 Op -3X6 chord. Insure tight fit at each end of let-in. M-3x5 M-3x5permissiblematinletuboardhareas only.M-1,5x9 1I M-3x5 M-3x6 ' x6 M-3x53(14-131x514 M-3x5 M-3xs . x5 Ml8HS-5x1 1�11 �6 6 1` ,NM IiiM1 8HS-5x1 6 0 rn �1YBI11YBIni ri r1Y� imilwa11Y � 44. 1 10 11 1" 13 14 15 16 o 1 M-3x8 M-4x8 M-4x8 0.25" M-4x8 M-4x8 M-3x8 1 0 =M-10x10(S) `��.EQ PROFFss b b b b b l 1, 1 Y �Gj 0-k 4-02-07 /� y 4-02-07 3-04-14 3-06-09 3-10-02 3-10-02 3-06-09 3-04-14 4-02-07 y �C. V 30-00 89782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BH1 ,• „✓l '.i ' Scale: 0.1382 - NW WARNINGS: GENERAL NOTES, uetess otherwise noted: TrussBH 1 1.Bugler and erection contredor should be advised of all General Notes 1.This design h based only upon the parameters shown and h Nld for an Indual . 1'4/OREGON ,z;:, and Warnings before construction commences. building component.Applicability of design parameters and proper e'! 2.2a1 comprasebn web bredng moat be IristaMtl where Blown,. Incorporation of component b the responsibility of the building designer. �j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords te be throughout bread at 7n = RY -, �j� h the respondblNy of the erector.Additional permanent bracing o/ Y o.c,and at f 0'o.e,such Cs sty mod a entad(TC)on gob length by I' J DATE: 11/24/2015 the wend stmcture h me responsibility of the building ase nen. coMinuous sheathing such es plywood required where andror drywall(BC). PAUL �` 9 g 3.2r Impact bridging or lateral bracing where Shown+. SEQ.: K155 612 0 4.No bad should be applied to any component until ager al bhang and 4.Installation of truss is lin responalbBly of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes busses are to be Used in a noncorrosive environment, TRANS ID: LINK design bads be applied to anyoomponeM. and are for"dry condition-of de. 5.CompuTrus hes no control over and assumes no resposelbaty forme 6.Design assumes full bearing et el supports shown.Shim or wedge A EXPIRES: 12/31/2016 fabrication,handling,chgmeM and Ostend.of components. -....y. 6.ThisdesgniNmbhedsub(ecttothelmiationssetfortby a.Design assumes drainage 'ti„'ol °'°;ndplaced„meircente, November 25,2015 TPWWTCA in SCSI,copies of which will be fumhhed upon request. Anes olndde with)mint center lines. MTek U IncJCom uTrus Software 1 L 7.6,7 9.Digits Indicate de of plate in inches. ' p ( )-E 10.For beak connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #10BTR 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=(-59) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 121OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 37.0 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" -71/ 298V -16/ 63H 5.50" 0.98 KDDF ( 625) 1'- 10.7" -29/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. =: Design checked for net(-5 psf) uplift at 29 "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" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f fMAX BC PANEL LL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.060" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.081" 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=19.8ft, 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 or, 0 I.-- I c o 0 2 11111. 111 4 1� 1 M-3x4 b b y 1-00 2-01-08 'PROVIDE FULL BEARING;Jts:2,9,3 R � 0 POP �,5 , G I NEF�4 /O k, ' 8.782PE 9' JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ1 • Scale: 0.6860 ./ ••�. _� WARNINGS: GENERAL NOTES, unless otherwise noted: " 4) Truss: BJl 1.Builder and erection contractor ehouldbeadvised ofall General Notes 1.This design is based only upon the parameters shown and is for anindhlaual y OREGON oK. and Warnings before construction commences. building component.ApplioabNty of design parameters and proper 2 2 4 compression web bracing must be installed where shown e. incorporation of component k the responsibility or the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumed me top and bottom chords to be laterally braced at "9,9 ' R Y 1 �lGQ� Is the responalbilty of the erector.Additional permanent bracing o/ Y o.c.and at 10'o.c.respectively unless braced throughout their krgm by /� ` DATE: 11/24/2015 the overall atruciurs le the responsibility of the buddingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). rq U L sG 3.2s Impact bridging or e lateral brscirg required when shown e e SEQ.: Ki5 5 6121 4.No load should be applied to any component until after al bracing and 4.Installation of trues N the responsibility of the respedNe conbadar. fasteners are comphte and at no time should any bads greater than S.Design assumes busses are to be used In a noncorrosne environment TRANS I D: LINK design loads be applied to any component. and are for dry condition•of use. S.CompuTtu has no control over end assumes no reaponsitdlNy forme 6.Design assumes NH bearing al al supports shown.Shim or wedge R EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shallbe bated on both faces of truss,and placed so their canter November 25,2015 TP WJTCA in SCSI.copies of which will be famished upon request. lines coincide with joint center lines. MRek USA,Inc./CompuTms Software 7.6.7-SP2(1 L}E 9.Digits indicate side of plate in Incbes. 10.For basic 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 2'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 63 2-4=(0) 0 -i 2-3=(-59) 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 HORZBRG 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" -70/ 299V -17/ 66H 5.50" 0.98 KDDF ( 625) 1'- 10.7" -29/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.5" -20/ 96V 0/ 011 1.50" 0.07 KDDF ( 625) 12 8.00 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 29 "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 BC PANEL LL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.060" MAX TC PANEL TL DEFL = -0.002" @ 1'- 3.9" Allowed = 0.190" 3 MAX HOPIZ. LL DEFL = -0.000" @ 2'- 0.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 0.8" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. /- r- ?0 a 0 I /- o 11111.- 14► 1 M-3x4 y y 1 1-00 2-01-08 (PROVIDE FULL BEARING;Jts:2,4,3 4010 PR0FFss ,S., 04GINEFR /0 :9782PE 9 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2 rt',.......,K, . • Scale: 0.9568 WARNINGS: GENERAL NOTES, unless otherwise noted' W. Truss: BJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper (}. 2.204 compression web bredng must be Insialed where shown.. Incorporation of component is the responsibility of Me building designer. /:-11:1/9 G,q R y S ��. 3.Additional temporary bracing to Mauro stability during construction 2.Design assumes Me lop and bottom dome to be roughs braced at r h me responsibility of the erector.Additional permanent bracing o/ Y o.c.and at 10'o.c.sunk respectively unless s braced(TE)smut their length by (� DATE: 11/24/2015 the overall mudareismer aponaro20 Impact sheathing such as plywood ,ng(Tc)ariaor drywau(Bc). `1 pA 1 Q lip of tit tits alter designer. 3.201mpact bridging w lateral bracing required where shown++ A•1 l.� i`` SEQ.: K 15 5 612 2 4.No load should be applied to any component until alter al bracing and 4.Installation of buss is the responan,IFy of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for•dry condition•of use. 5.CompuTn,e hes no control over and assumes no reeponsBdRy for Me 6.Design assumes NII bearing at el supports shown.Shim or wedge I fabrication,handling,shipment and installation of components. 7.Design assumes adequatedrainage is provldatl. EXPIRES: 12/31/2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and planed so their center November 25,2015 TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTfus Software 7.6.7-SP2 1 L E 5.Digits Indicate site of plate in Inches. ( )- 10.For basic connector plate design values see ESR•1311,ESR-1888(WO) , i ra This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 63 2-4-(0) 0 BC: 2x6 KDDF #2 SPACED 24.0" O.C. 2-3-(-53) 31 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: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -213/ 931V -19/ 73H 5.50" 1.49 KDDF ( 625) 2'- 3.2" -21/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -29/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) ** For hanger specs. - See approved plans 12 AUDI: BC CONC LL+DL= 631.0 LBS @ 0'- 6.8" 8.00 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 4.9" Allowed = 0.137" MAX TC PANEL TL DEFL = -0.003" @ 1'- 6.9" Allowed = 0.206" 3 MAX HOP.IZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HOP.IZ. TL DEFL = -0.000" @ 2'- 5.2" 1 Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, I O Truss designed for wind loads OI in the plane of the truss only. iv f riO r O 1 .- 2► 4** M-3x4 b ), 1631# b ....p--- 1-00 2-06 `�EO pROrk-(s 7 !PROVIDE FULL BEARING;Jts:2,4,3 I C7� E CotNGINE,- /- Cl.:9782PE 'r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2G . . Scale: 0.9497 , , WARNINGS: GENERAL NOTES, unlessotherwle noted: / Truss: B J2 G 1.Builder and enaction contractor should be advised or all General Notes 1.This design la based only upon the parameters shown and is for an Individual A OREGON �'' and Warnings before construction commences. building component.Applicability of design parameters and proper (7► 2.244 compression web bracing must be metaled where shown*. incorporation of component lathe responsibility of the building designer. ,(J (iq R Y ' S 2 ,QQ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be hostelry braced at 7 Is the responsibility of the erector.Additional permanent bracing of Y 0.0.and at 70'e.c.respectively unless braced throughout their langur by /{L `� DATE: 11/24/2015 its overall ao-adure b the responsibility of the building designer. 25 hop continuous shaming such as plywood required where s 000and/or drywall(BC). P./1 1 '1 �` 3.2x Imperil bridging or lateral bracing where shown v* PA ll L SEQ.: Ki5 5 612 3 4.No load should be applied to any component until eller al bracing and 4.Installation Ohms is the responslbily of the respective contractor. fasteners are complete end at no time should any toads greeter than 5.Design assumes Runes are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condmon•of use. 5.CompuTrus has no control over and assumes no responsibility forme 8.Design assumes Ng bearing at a1 supports shown.Shim or wedge if e-ry.m EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. November 25,201 5 8.This design is furnished subject to the Ilmhatlons set form by 8.Plates shell be located on both faces of totes,and placed so mea center TPIIWTCA in BCS,copies or which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate in Inches. MTek USA,Ino✓CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1511,ESR-1988(Musk) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2X9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 + SPACED 24.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 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/ 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. 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 - 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX 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 HOP.IZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 17 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=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 0 I r f 0 I o s-- l0 21�1 4I�1 1 M-3x4 l ,k y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 C..,- ANG N E. `s'/\ 2 e :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BSJ1 • Scale: 0.6860 WARNINGS. GENERAL NOTES, unless otherstse noted: '^ Truss: BSJ1 1.Builder and erection contractor should be advised of ad General Notes I.This design k based only upon the parameters shown and Is for an ind'wldual 5.$' OREGON e. , and Warnings before construction commences. building component.Appgoebllty of design parameters and proper /� O 2.2a4 compression web bracing mast be installed where shown,. Incorporation of the top an h the responsibility of me building designer. �� VA� f?'" -4^ 3.Additional temporary bracing to haute stability during construction 2 Design assumes me top and bottom dards to be laterally braced at '7 2v` r Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at ea o.s,rsooh as sy unless braced throughout their length by \ DATE: 11/24/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). /ti� Q 3.Dt Impact bridging or lateral bracing required where shown+. lam' UL " SEQ.: Ki5 5 612 5 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the reeponsibllty of the reepeaNe contractor. fasteners are complete and at no time should any bads greater than 5.Design wanes trusses are 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.CompuTrus has no control over and assumes no reeponsbilly br me 6.Design assumes full bearing at ci supports shown.Shim or wedge g fabrication,handling,shipment and installation a/components. ,.pesIgn essoe a adequate drainage is provided. EXPIRES: 12/31/2016 8.This design is furnished subject to the limitations set forth by 8.Metes shall be located on both facies of truss,and pieced so their center November 25,2015 TPbWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,IncJCompuTrus Software 7.8.7-SP2(1 L}E 9.Digits indicate size of plate in Inches. 78.For bask connector plate design values see ESR-1311,ESR-1988(MTek) e , This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 92'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 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=23.1ft, 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, NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. Unbalanced live loads have been M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for P considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 15-10-11 10-08-10 15-10-11 1' T T 12 M-4x6 M-4x6 12 6.00 3 4 5 'Cl 6.00 rt 1111 0 2 m 1' 414 4. o o I M-3x5(S) M-3x5(S) o M-3x4 M-3x4 D PR y 15-05-03 y 11-07-11 y 15-05-03 \c'�-fir Eck d/��1- 1-03 O8 42-06 2 :1/449G782PE 9' JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C1 r✓.-�i'Y Scale: 0.2009 WARNINGS: GENERAL.ml.dNOlgn b unles s omhe Isepar noete: GI��OREGON Truss: C 1 a Builder and s before contrecloron co be advised of all General Notes buil design k based only upon the parameters seen and prop an individual I N. • and Warnings beton conMuetlon commences. budding component.component orient is of design parameters and proper %7 Q 2.2x4 compression web bredng must be Instaled where shown.. ineorporotlon of compop nt k IM responsibility of the building destpier. 3.Additional temporary bracing to Insure stability during construction 2.Design aawmm the top and bottom chords to be laterally braced at �� RY AS _`�j� k the responsibility of the erector.Additional permanent brewing or c o.e,and at ealcr in roapedkey unless braced throughout thele length by V DATE: 11/24/2015 the overall muaure is the continuous sheathing such as plywood shsethhrg(TC)end/or drywad(SC). responsibility of building assigner. 3.2x Impact bridging or lateral bracing required where shown.. r'A U L VI SEQ.: K155 612 6 4.No lead should be applied to any component until oder all Owing and 4.Inslslletbn of hum is the responsibility ro of the spease conheaor. fasteners are complete and at no time should any loads greeter than 5.Design assumes Musses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dryconditon.ovum. 5.Comp/innhas no control over and assumes no reeponagdlty for the S.Design assumes fat bearing at a1 supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and InsWatbn of components. 7.Design assumes adequate drainage is provided. November 25,201 5 6.This design is furnished subject to the limitations set forts by 8.Phase shad be leaned on both Ices of truss,end placed so their nester TPIWTCA in SCSI,copes of which will be furnished upon request. fires coincide with Joint canter tines. 9.Digits indicate size of plate In inches.MTek USA,Ina./CompuTnrs Software 7.6.7-SP2(1L)-E 10.For basic ector plate design values see ESR-1311,ESR-t988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-12= (-_256) 273 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. (--831) 2853 2-12= WEBS: 2x9 KDDF STAND 2- 3=(-3290) 1261 12-13=( -831) 2986 12- 9=( -81) 960 3- 4=(-2991) 1219 13-19=( -532) 1983 4-13=(-648) 909 LOADING 9- 5=(-2303) 1069 19-15=( -816) 2923 13- 5=(-226) 648 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-11=(-1056) 2782 13- B=(-129) 134 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 8=(-1984) 1038 8-14=(-217) 729 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 14- 9=(-694) 408 8- 9=(-2311) 1065 9-15=(-133) 485 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2993) 1297 15-10=(-261) 336 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3293) 1313 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 15.5" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1936V -203/ 210H 5.50" 3.10 KDDF ( 625) *+ For hanger specs. - See approved plans 42'- 6.0" -247/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 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 = 0.008" @ -1'- 3.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL = 0.209" @ 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" @ 23'- 11.6" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" 0-05-08 0-05-08 Design conforms to main windforce-resisting 18-06-11 system and components and cladding criteria. 5-09-10 18-06-11 T f Wind: 190 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-09-01 5-09-10 5-09-01 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f f f f f load duration factor=1.6, End 12 12 Trussedesigned)fore wind loads wind, 6.00 p M-9x6 :M-6x6 exposed Q 6.00 in the plane of the truss only. f 5 E M-5x6(5) q M-5x6(S) 0.25" 0.25" 941, y` coO r + o M-1.5x3 \Opp 3 M-1.5x3 + + M O M O 0 1 - 12 a 13 14 i • i 15 ,. I Io M-3x8 M-3x9 M-3x8 M-3x4 M-3x9 M-3x81 I o y Ml8HS-3x18(S) y y M18HS-3x18(S)y ��00 PR Ore y 9-09-11 y8-08-07 6-03-11 8-08-07 y 9-04-11 y C?<c r1GI N EF", `r/p 1 1 12-00 18-06 12-00 y �� $•782PE 29 1-03-08 42-06 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C2 �A/ .:' ;Af.2 . ' • . 47 Scale: 0.1999 EG k '^ WARNINGS: GENERAL NOTES, unless otherwise noted: 4 "'7 .OREl7O1d cO" Truss: C 2 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an individual 9,9 7 RY 15 _tee". and Warnings before construction commences. building component.Applicability o/design parameters and proper 2.2e4 compression web bracing must be Metaled where shown+, incorporation of componentk int responsibility of the building designer. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the to and beaom chorda ro be isterely braced at "A U L R is Me responsibhlty of the erector.Additional permanent bracing of 7 on.and H ea o.c.respectively unless braced hTC)an N thin length by DATE: 11/29/2015 int overall ebudve is the responstb continuous sheathing such as plyxnod sheathing(7C)and/or drywall(BC). gly of the buNdmg designer. 3.Zr<Impact bridging or latent bracing required where Yawn++ SEQ.: Ki5 5 612 7 4.No load should be applied to any component until alter alt bracing and 4.Installation or buss is the responsibility of me respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosIve environment, TRANS ID: LINK design loads be applied to any component. and ere for.dry condition'of use. 8.DEXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility formenDesign es NN bearing el alt supports shown.Shim or wedge N fabrication,handling.shipment and installation of components. ry November 25,201 5 7.6.The design is furnished subject to the Nmketbns set forth by A Pissteas ignassumes l be�ed on both drainage truss,and placed so their center TPWNICA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. MTek USA,IncJCompuTma Software+7,6.BSP2 1l E 9.Digits indicate sin of plate In inches. ( 10.For bask connector plate design wakes see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 65 2- 9=(-1017) 2949 3- 9=(-330) 327 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3238) 1260 9-10=) -771) 2998 9- 9= 237) 642 WEBS: 2x9 KDDF STAND (- 3- 9=(-3101) 1322 10-11=( -925) 1803 4-10=(-719) 525 LOADING 9- 5=(-2429) 1176 11-12=( -751) 2299 10- 5=(-922) 1056 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2431) 1196 12- 8=(-1055) 2786 5-11=(-922) 1059 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3115) 1396 11- 6=(-715) 526 TOTAL LOAD = 92.0 PSF 7- 8=(-3248) 1325 6-12=(-299) 655 OVERHANGS: 15.5" 0.0" 12- 7=(-334) 378 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -318/ 1936V -237/ 245H 5.50^ 3.10 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.0" -261/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 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 = 0.008" @ -1'- 3.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008^ @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL = 0.201^ @ 25'- 4.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.376" @ 17'- 1.2" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.078" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.128" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-03 21-03 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 End vertical(s) are exposed to wind, 4' 4' 4' 4' 4' 4' 4' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" f 5 ,f-,! M-5x8(5) ��e' M-5x8(5) 0.25" 0 6-25" ♦r" ry .+ 1 M-1.5x3 M-1.5x3 0 7 rn Aa\ rn M /,_.; 1/. - will ,. ^ o t 9 10 11 rn 4,5.. 10 PR Of.(-��. 1 M-3x6 M-3x4 0.25" M-3x4 0.25'2 M-3x88 o � <-., .- M-5x8(S) M-5x6 y o ��5 ENGINEER ��y l y y ), V , , 8-09-19 8-03-06 8-03-06 8-03-06 8-09-14 y �� $g 78 2 P E 29v" 1-03-08 42-06 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C3 I" AWN ... ^ Scale. 0.1999 if) WARNINGS: GENERAL NOTES. unbssomerwlaenoted: OREGON �� Truss: C3 I.Builder and erection contractor should be advised o/ailGeneral Notes 1.This design is based only upon the parameters shown and Is for an individual '9,9 G�9RY 15 Z l�,Q`� and Wamings before construction commences. bolding component.AppncabRty of design parameters and proper 2.2,4 compression web bracing must be installed where shown+, incorporation of component b the responsibility of the building designer. `� 3.Additional temporary bracing to Insure sfabilby during construction 2.Design assumes be top and bosom chords to be latarely braced at �A is the responsibility of the erector.Additional permanent bracing o/ 7 o.e.end at..IC,o.c.lush as sly unless braced throughout melt length by UL DATE: 11/24/2015 the overall structure Is me continuous sheathing such as plywood sheathing(TC)and/or drywall(BO). responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown e+ SEQ.: 1<1556128 4.No load should be applied to any component until after an bracing and 4.Installation of truce is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes bine,are to be used in a noncorrosive envlrenmerd, TRANS ID: LINK design loads be applied to any component. and are for fry condition of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full beefing at al supports shown.Shim or wedge n November 25,2015 mi fabrication,handling,shipment and installation of components. ry' 7.Design assumes adequate drainage Is provided. 8.This design is furnished subjectto the limitations set form by 8.Plate shell be located on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which vAll be furnished upon request. lines coincide with joint center lines. M7ek USA,Inc./Com uTrus Software+7,6.SSP2 1 L 9.Digits Indicate sire of plate in inches. p ( � 10.For beak 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 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3857) 1873 10-12=( -226) 681 10- 1=(-1749) 868 15-16=) -631) 2051 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3684) 1706 12-13=(-2139) 4419 1-12=(-1871) 3808 5-16=(-1007) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3020) 1427 13-15=(-1387) 3277 12- 2=(-1690) 927 16- 6=( -541) 1051 2x4 KDDF #1&BTR A; LOADING 4- 5=(-2981) 1515 14-16=( -55) 145 2-13=(-1154) 764 6-17=( -411) 1064 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2407) 1331 16-17=( -463) 1752 13- 3=( -92) 395 17- 7=( -718) 522 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2382) 1214 17-18=( -808) 2299 3-15=( -735) 528 7-18=( -289) 648 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3078) 1393 18- 9=(-1062) 2792 4-15=( -251) 182 18- 8=( -331) 376 BC LATERAL SUPPORT <= 12"OC. DON. B- 9=(-3258) 1333 19-15=( -1) 47 LL = 25 PSF Ground Snow (Pg) 15- 5=( -574) 1077 +" For hanger specs. - See approved plans 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" -258/ 1766V -246/ 227H 5.50" 1.19 KDDF (1485) 42'- 6.0" -258/ 1795V 0/ OH 5.50" 2.87 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 = 0.290" @ 12'- 6.5" Allowed = 2.079" MAX TL CREEP DEFL = -0.488" @ 12'- 6.5= Allowed - 2.772" MAX HORIZ. LL DEFL = -0.124" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.197" @ 42'- 0.5" Design conforms to main windforce-resisting 2-09-10 18-05-06 21-03 system and components and cladding criteria. 2-09-10 9-11-11 9-09-15 9-01-09 4-06-08 6-10-19 6-10-19 7-05-05 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f f f ,r ,r f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-9X6 12 End vertical(s) are exposed to wind, 6.00 Q 6.00 Truss designed for wind loads 9 On in the plane of the truss only. M-5x8(5) Note: Legdown not checked for any lateral loads. M-5X6(5) M-3X5 %44The design shall be reviewed and approved by 5 1t Project Engineer or qualified building designer 0.25" for lateral load and lateral stability, 0.25" 7 4 .. 41 M-3x9 3 M-5x6 M-9x10 1roO T B 11 0 -_NINS... ~ '-' /-10, 12 13OS /.. 1160/8M-1.5x3 /ao • 14-3x6 M-3x9 of 14 M 16 7 M-1.5x3 M-7x8 0.25 M-3x10 M-3x4 M-3x8 y o ���EO PROFFs M-5x10 M-5x8 y 1 l k 1 y 1 l r ' ' I N E�c9 �i0 2-06-02 9-11-11 5-01-07 y 9-03 8-09-07 8-04-07 8-10-19 y 12-05-08 30-00-08 b �� $•78 2 P E r 92-06 • • JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C4 1i Scale: 0.1451 /� 1�' 40 WARNINGS: GENERAL NOTES, unless otherwise noted: I -vir OREGON Q,' r TrussC4 I.Builder and erection Wntrac or shout ho adv sed of all General Notes f.This des gn le loaded Dory upon the pa ametere shown and la or an Inlet dual 9,9 fl R y 15 .. c. and Warnings before construction commences, bolding component sab Applliy of design parameters and proper 2.204 compression web bracing must be installed where shown+. inosrporeton of component k thereeponatbilly of the bailing designer. ` 3.Additional temporary bracing to insure stability dieing construction 2.Design assumes the lop and bottom chords to M IatereM braced al ^A u L DATE: 11/29/2015 is the responsibility of the erector.Additional permanent bracing of 2'o.c.doe at 10'o.c9respectively ssedn throughout their length by l' continuous an plywood dter.shnnore drywall (BC).overall strode,.Is the responsibility of the building designer. ryvn(BC). 3.In tmptiostire bridging or lateral bracing required when shown++ SEQ.: Ki5 5 612 9 4.No bad should be applied to any component until assn al bredrp and 4.Installation of trues reins responatblNy of the napectNe contractor. fasteners are complete and at no time should any dads greater than 5.Design assumes trusses are to be used Ina nonoorosive environment, TRANS ID: LINK desgnladsbe applied toany condoner. and.^a%•m$corwdon'ofuse. EXPIRES: 12/31/2016 5,CompuTrushas nocontrol over and assumes noreaponsibiNyfor the 6.wap fallbeadngata/wppoMshovm.ShimorwetlgeM November 25,2015 fabrication,handling,shipment and Insteue ion of components, necessary. 6. ew ry- 6.This design is famished auDJect to thelimitations set font by 7.Design assumes adequate drainage is provided. 8,Plates shat be located on both faces of truss,and placed so their center TPVWICA In SCSI,copies of which wig be hurnNhed upon request, Idea coincide with Joint canter lines, Weir USA,Inc./Co 9.Digits Indicate size of plate In Inches. mpuTrus Software 7,6,7(1 L}E 1o.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 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3248) 1325 1- 8=(-1049) 2961 2- 8=(-333) 377 11- 6=(-333) 377 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3112) 1393 8- 9=( -770) 2451 8- 3=(-296) 651 WEBS: 2x4 KDDF STAND; 3- 9=(-2931) 1196 9-10=( -425) 1805 3- 9=(-716) 525 2x4 DF STAND A LOADING 4- 5=(-2431) 1196 10-11=( -765) 2300 9- 4=(-422) 1058 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3112) 1393 11- 7=(-1055) 2786 4-10=(-422) 1058 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3248) 1325 10- 5=(-716) 525 BC LATERAL SUPPORT <= 12"OC. UON- TOTAL LOAD = 42.0 PSF 5-11=(-296) 652 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 220 PSF LIMITED STORAGE 0'- 0.0" -22E2/ 1785V -234/ 234H 5.50" 2.86 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 42'- 6.0" -2E2/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0-201" @ 25'- 4.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.370" @ 25'- 4.7" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 21-03 21-03 fTruss designed for wind loads 7-05-05 6-10-13 6-10-13 6-10-13 f in the plane of the truss only. 6-10-13 7-05-05 f T T T T T f 12 12 6.00 p M-4x6 Q 6.00 4.0" 4 .IS( M-Sx8(S) #00001!'t414,44,444M-5x8(0) 0.25" 0,25" 3 E 5 > 1.5x3f\ 1.5x3 r1 O M-3x8 M-3x9 �.25" 0.25 M-3x9 M -3x8 *.7o �� � PR��ficS M-5x8(S) M-5x8(S) , y 1 k y b y 8-09-14 8-03-06 8-03-06 8-03-06 8-09-19 y ��5 ENGIN EF- /a2 l t4 92-06 � :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C5 i Scale: 0.1471 , WARNINGS: GENERAL NOSES, unless otherwise noted: / '^ - Truss: C5 1.Buiaerand eredicncontradorcheuldbaadvised cr.nGenenlNotes 1.This design Nbased snyupon UI.perametersshown and iafor anindividual y OREGON �".J and Warnings before construction commences, budding component.Applkabilty of design parameters and proper �/y 2.9i4 compression web bracing mud be Indakd where shown,. incorporation of component b theOft responsibility of me laterally bread Oeelgner. I G �Y " 3,Addkbnal temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chords b be bterelly ionad at 9 A N the responsibility of the erector,Additional permanent bracing o/ 7 o.e.and et lP o.c.respectively unless braced throughout their length by ` DATE: 11/24/2015 the overall structure is the responsibility of the balding designer. 20lep continuous sheathing each as plywood shsathlire,.C ose.tlrywsll(BC), r, /'1�UL �` 4.No load should be applied to any component until ager a1 bracing and 3.Installation oft althea or the relsbracing o siCtyq of he where coMrector. I'•' SEQ.: K 15 5 613 0fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS ID: LINK design loads be applied to any component end arefor-drycommon•ofuse. 8.Design assumes full bearing at a1 supports shown.Shim or wedge 11 5.Compurrua has no control over and assumes no responsibility for Me EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design bfurnished subject tothe limitations set forth by 8.Plates snaibelocated onboth faces oftruss,and placed sotheir center November 25,2015 TPNMCA in BCS,copies of which wig be furnished upon request. line coincide with joint center lines, MiTek USA,IntJCompuTnlB Software 7.6.7-SP2(1 L}E 9.Digits Indicate sire 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 a LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 BC: 2x4 KDDF #1g BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3860) 1740 1- 9=(-2516) 4086 1- 2=(-3860) 1740 12- 6=( -524) 1631 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2597) 903 9-10=(-2518) 4083 9- 2=( 0) 308 6-14=(-2685) 1022 3- 4=(-1353) 733 10-11=(-3562) 4579 2-10=(-1286) 885 6- 7=(-5386) 5756 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2193) 1249 11-12=(-4989) 5556 10- 3=( -358) 767 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3919) 2780 12-13=(-9980) 4691 3-11=(-1665) 1069 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5386) 5756 13-19=(-3526) 3237 11- 9=( -330) 955 OVERHANGS: 0.0" 15.5" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 14- 7=(-2051) 1739 11- 5=( -521) 650 LL = 25 PSF Ground Snow (Pg) 5-12=( -727) 344 ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Unbalanced live loads have been LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -753/ 2037V -246/ 238H 5.50" 3.26 KDDFP(C 625) considered for this design. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" 0/ 140V 0/ OH 123.00" 0.22 KDDF ( 625) 35'- 0.7" -953/ 2750V 0/ OH 123.00" 4.40 KDDF ( 625) 42'- 6.0" -2542/ 2573V 0/ OH 123.00" 4.12 KDDF ( 625) - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.153" @ 14'- 5.1" Allowed = 1.590" MAX TL CREEP DEFL = -0.245" @ 14'- 2.4" Allowed = 2.119" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.171" @ 35'- 0.7" MAX HORIZ. TL DEFL = 0.193" @ 35'- 0.7" 21-03 21-03 7-05-05 6-10-13 COND. 3: 250.00 PLF SEISMIC LOAD. ,� 6-10-13 6-10-13 6-10-13 7-05-05 SHEARWALL 32.25 to 42.50 12 f T f f f T 12 NOTE: TRUSS DESIGN ASSUMES UNIFORM 6.00 )IM-3x9 Q 6.00 SHEAR TRANSFER 9.0" 9 '67' Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6(S) "� M-5x6(S) Wind: 190 mph, h=29.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25 load duration factor=1.6, 3 End vertical(s) are exposed to wind, ar -1)!.. Truss designed for wind loads in the plane of the truss only. I 1 M-3x8 2 M-7x8 o • M-1.5x3 + ,M-1.5x3A1 M O --V 1�.." 6 rr 7 M 0 f 0 1M*3x10 M-1.5x3 100.25" 11 2 , 13 19 �_ 1 `SIN PIIOFFS M-3x8 0.25" M-5x6 ` �i `[} o M18H5-5x16(S) M18HS- x16(S) l l M-7x8 �\� NGINE.1- �+/' y . 7-05-05 y 6-10-13 y 6-10-13 y 6-10-13 4-01-03 2-09-11 7-05-05 Y b mak, -� i' 42-06 1-03-08 8 9 78 2 P E r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C6Or'-f":,.. Rim Scale: 0.1581 '^ WARNINGS: GENERAL NOTES, unless otherwise noted: ,��jl OREGON�O'\v,l Truss: C 6 1. NING 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 VG • and Wamings before construction commences. building component.App6pb9ty of design parameters and proper �� {G IQ 2.2x4 compression web bracing must be installed where shown+. incorporation of component k the responsibility of the building designer. /�Y \J liV. 3.Addttbnal temporary bracing to insure stability during construction 2.Design swathes Me lop and bottom dards to be laterepy braced at ` Is the responsibility of the erector.Additional permanent bracing of T o.c.and et la o.c.re.p.dNay anise braced throughout their length by Pq UL Fl DATE: 11/25/2015 the overall structure is the responetily of the building designer. co'lepad ehwthing such as plywood sheathing(TC)and/or drywall(BC). 3.Bobracing required where shown•4 SEQ.: K 15 5 6131 4.No bed should be applied to any component until after al bracing and 4.Installation o 85.0 is the reorlsponsti ty of the respectNe 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. and areeom0eondition-efaw. EXPIRES. 12/31/2016 5.CumpuTrus has no control over and assumes no responsibility ler the 6. � full bearing d e1 supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design nwmee adequate drainage is prodded. November 25,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be opted on both faces of toes,and placed so their center TPOWICA In SCSI,copies of whish will be furnished upon request. lines coindde with joint center lines. MTek USA,IncJCompuTrus Software+7,6.6SP2(1 L}E 9.Digits indicate see of plate in Inches. 10.For bask connector plate design values see ESR-f 31 t,ESR-7988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBEP. FORCES 9WP./DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-3247) 1326 1- 9=(-1050) 2969 2- 9=(-333) 377 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-3111) 1394 9-10=( -733) 2459 9- 3=(-296) 651 2x4 DF STAND A LOADING 3- 4=1-2431) 1196 10-11=( -419) 1813 3-10=(-716) 525 4- 5=(-2929) 1176 11-12=( -765) 2301 10- 9=(-922) 1058 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3102) 1322 12- 7=(-1011) 2773 4-11=1-422) 1056 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3238) 1260 11- 5=1-714) 525 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=( 0) 65 5-12=1-238) 643 12- 6=(-331) 327 OVERHANGS: 0.0" 15.5" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -261/ 1785V -245/ 237H 5.50" 2.86 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.0" -318/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = 0.200" @ 17'- 1.3" Allowed = 2.079" MAX TL CREEP DEFL = -0.369" @ 17'- 1.3" Allowed = 2.772" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HOP.IZ. LL DEFL = 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting 21-03 21-03 system and components and cladding criteria. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T / f / / f ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12 ind ss 6.00 M-9x6 Q 6.00 inuthedplane eoffthew trussoads only. 4.0" 4 ,`n' M-5x8(5) � M-5x6(S) 0.25" F\/ 6Ml + 0.25" 3 M-1.5x3 .5x3 r1 o 1 A r.1 i o 0 1` 1** 9 18.2'( ,r 4'_ io M-3x8 M-3x4 5" 0.25 M-3x9 M-3x8 12 7 M-5x8(S) M-5x8(S) o <(...c:1/4 .0 PR OFFS l 8-09-19 y 8-03-06 y 8-03-06 y 8-03-06 y 8-09-14 b (� NGI N EF#9 s�02 b b l 42-06 1-03-08 4- 89 782 P E r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C7 ... weal .� Scale: 0.1533 gal WARNINGS' GENERAL NOTES, unties okerMse soled: 4) Truss: C7 I.Builder and erection contractor should be advised of en General Notes 1.The design le based only upon the pnametent shown and le for an indtdual C. OREGON . and Warnings before construction commences, building component.Applicability of design parameters and proper 15. O r 2.204 compression web bracing must be Installed where shown+. incorporation of component a[M raveningly o/the building designer. 9� GAR 2 r4i 3.Additional temporary bracing to Insure.bbeRco y during ndrudbn 2.Dealpn assumes me top and bottom dards to be laterally braced et ry k the reeponelbRty of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.roach a,ply unless braced throughout their length by DATE: 11/24/2015 the overall structure Is me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). Q` 4.No bed Mould be applied to e 3.In Impactofhsabridging or lateral bradrp required when Mown** PA U` `` SEQ.: K1556132Peke any 4.Inetagatbn mesRbtirorespobeseyoftinrespectivecontractor. lestenen are complete and at no lime should any bads 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 an for"dry condition.of use. 8.Design assumes M bearing at el supporta Mown.Shim or wedge C 5.Compalee hes no oma„war and assumes no raeponslbRry forme EXPIRES: 12/31/2016 hbrkatbn,handing,shipment elatitl end Inbcomponents.n of components. 7.Design rysesumsa adequate drainage is provided. 8.This design ifurnished subject tothe limitations set forth by 8.Platesshall blocated onboth hoes ofburs,and pieced sotheir center November 25,2015 TPIIWI CA In SCSI,copies of whkh OR be furnished upon request. knee coincide win joint center sines. MTek USA,IncJCo uTrua Software 7.6.7-SP2 1 L E 9.Digits Indicate etre of plate in Indra. ( )- 10.For bask conneotor plate design values see ESR-1311,ESR-7988(Mrlek) This design prepared from computer input by PACIFIC LUMBER: Larry M 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 1- 2=(-3244) 1313 1-12=(-1055) 2875 2-12=(-262) 337 BC: 2x4 KDDF #1&BTA SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2993) 1246 12-13=( -777) 2494 12- 3=(-133) 490 3- 4=(-2302) 1061 13-19=( -545) 1992 3-13=(-699) 409 2x9 DF STAND A LOADING 4- 5=( 0) 0 14-15=( -828) 2420 13- 9=(-239) 648 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 7=1-1984) 1025 15-10=1-1040) 2778 13- 7=(-129) 135 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 7-14=1-217) 728 BC LATERAL SUPPORT <= 1""OC. VON. TOTAL LOAD = 42.0 PSF 7- 8=(-2311) 1070 14- 8=(-641) 407 8- 9=1-2990) 1214 8-15=( -84) 479 LL = 25 PSF Ground Snow (Pg) 9-10=1-3240) 1262 15- 9=(-259) 274 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( 0) 65 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 15.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -247/ 1785V -210/ 203H 5.50" 2.86 KDDF ( 625) 42'- 6.0" -303/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) ** 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 = 0.209" @ 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" @ 23'- 11.6" Allowed = 2.772" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06-11 5-04-10 18-06-11 T f f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-10-13 0-03-12 5-04-10 0-03-12 5-10-13 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1 ft ft f . ,( load duration factor=l.6, Truss designed for wind loads 12 12 6.00 M-4x645 -.1M-6x6 Q 6.00 in the plane of the truss only. M-5x6(5) , iti M-5x6(5) 0.25" 0.25" 3 8 M-1.5x32. M-1.5x3 ro o A n o 1.: / o - I io M-3x8 M-3x9 10.25" 0.25)'4 15 1' 1 o M-3x4 M-3x8 \ of `� D Pp°/'Le'�S M-5x8(S) M-5x6(S) G lrll 1 1 1 y 9-04-11 8-08-07 6-05-07 y 8-06-11 y 9-04-11 b C. �NGI N RFS s/02 b b 42-06 1-03-08 Ct. :9782PE r" JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C8 Scale: 0.1533 ,r WARNINGS: GENERALNOTES, unless obemMa noted: /•• Truss: C 8 I.Builder and erection contractor Mould be advised of an General Notes 1.This design A based only upon the parameters shown and is for an individual `y •R EG ON " and Warnings before sonsnuGbn commences. building component.Applbablllry or design parameters and proper 2.254 compression web bndng mud be Inhaled where shown v. Incoryontlon or component is the reepona1b11Iy of Me building designer. 3.Addrbnal temporary booing to Insure stability during construction 2.Design and at 10 Me top and bottom cholla to b.laterally braced at '9q Lig R y i t7.>)tGQ� DATE: 11/24/2015 is the nepensbilly of the erects.Additional permanent bracing of �°c'�� em��9 fid^'°es !bless throughout 5580 Mak length by `` the overall structure is Me responsibility of the building designer. sheathing(TC)> drywa8(BC). /"1 Q`v 3.Dt impact bridging or lateral bribing required where shown t* A U L `` SEQ.: Ki5 5 613 3 4.No load should be applied to any component until after al teeing and 4.lnstalMbn of true Is Me respondbgly or the respective contractor. hewers aro 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 badsbeembed toany component. and are for"dry condition"ofuse. 5.CompuTnro has no control over and assume.no responsibility for Me 8.Design- ° n�e°un°s 811 bearing N el supports shown.Shim or wedge N EXPIRES: 12/3112016 Nbrbatbn,handing,shipment and installation of components. 7. ry' Design assumes adedon otM.g.istwee,an November 25,2015 8.That design N furnished sol o b the limitations set by 8.Plates Nal be located on both tacos of trues,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide vMh Joint center Ines. MTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 0.Digits Indicate sire of pine In inches. 10.For basic connector plate design values see ESR-1311,ESR-t088(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 92'— E.0" TC: 2x4 KDDF #1&BTR 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.lft, 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), NOTE: 2x9 BRACING AT 29"0C UON. FOR TOTAL LOAD = 42.0 PSF load duration factor=l.6, ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 15-10-11 10-08-10 '1 T 15-10 11 12 M-4x6 T 6.00 3 9 M-4x6 12 2 6.00 i M 0 1 6 rn o d 1 o M-3x5(5) M-3x4 M-3x5(S) of 0 M-3x4 k 15-05-03 y 11-07-11 k 15-05-03 \Gj�`P.,`(}IN �wVs/O l `` Ec 42-06 �� :9782PE8 2r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C9 Scale: 0.2009 WARNINGS: GENERAL NOTES, unless otherwise noted: '^ Truss: C9 1.Bulmer and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an intliwidaal OREGON and Warnings before consteaSon commences. building component.Applicability of design parameters and proper 2 (� 2.244 compression web bracing must be installed where shown i. incorporation of component h the responsibility of the building designer. %�&4;y 1•L TSP 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom drams to be laterally brand at J r Is the roepondbilly of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unlese braced throughout their length by (4 /^✓/� �` DATE: 11/24/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood MeathIng(TG)anmor drywaii(BC). r, PAUL L "a1D1 3.2s Impact bridgks or lateral brewing required where Mown e a SEQ.: Ki5 5 613 4 4.No bad Mould be applied to any component until after a1 bracing and 4.lmhlldbn of bus is the responsibiRy of the respective contractor. Wieners are complete and et no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design roads be applied to any component. and are for"dry condition"of use. responsibility the 6.Design assumes NII bearing et e1 supports shown.Shim or wedge g B.CompuTrus has no control over and assumes no respo fabrication,handling,Mlpment and Installation of components. 7. necessary. ..k,asuman. EXPIRES: 1 213 1/20 1 6 6.This design a furnished subject to the limitations set forth by IL°"�" llocated misquote both leoenne is provided. November 25,2015 TPIM?CA in SCSI,copies of which will be furnished upon 6.Rates Mai be bcatan oc lot faces of truss,and placed so their ceder request. lines cak�dd.with(am comer lines. Wok USA,Inc./CompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of pita in araros. 10.For bash connector plate design vetoes see ESR-1311,ESR-1966(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 + BC: 2x9 KDDF#15BTR 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B,�9 MWFRS(Dir), re TOTAL LOAD= 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 14-06 14-06 T T 12 IIM-9x9 12 E.00 3 Q 6.00 ' IlIl1l11iIIIIiI M I o cl M-3x5(S) o M-3x4 M-3x4 1' y 12-00 17-00 ,(�Q,� FFs 1-03-08 ` ! �' 29-00 ` 1—r> 1• 01, `c- :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - D1 ,„ i. Scale: 0.2820 'Ir". WARNINGS: GENERAL NOTES, unless otherwise rested: / /11111111 Truss: D 1 1.Builder and erection contractor should be advised of all General bates 1.This design k based only upon Me parameters sheen and is for an individual 16.`" t?., OREGON Ey Q, and Warnings before construction commences, building component.Applicability of design parameters and proper1.Q 2.Di4 compression web bracing must he installed where shown,. Incorporation of component k the responsibility of me building destgner. 9,q ^` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Ms by and bottom dards b he laterally braced at 7 AlRy �! k Re responsibifry of the erector.Addidenal permanent bracing o/ �'o.c.and et 10'o.c,resi,a,pty unties brecod throupfaul Melr length by ^` `(/ DATE: 11/24/2015 the overall structure Is the responeb of building designer. continuous5mpa edging enng later l b acing re required a where s and/or drywall(BC). p^UL ys 0 3.2a Impact bridging or literal bracing required where shown++ ^ `_ SEQ.: Ki5 5 613 5 4.No bad should be applied to any component unit eller 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 h a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are kr'Wry cunditlen'of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at al supports shown.Shim or wedge N EXPIRES: 12/31/2016 tebrkatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. N Quem leer 25,201 5 6.This design S furnished subject to the limitations set kith by 6.Plates shall be located on both faces of truss,and placed so their center TPBWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MTek USA,IncJCom uTnIS Software 7.6.7 1 L S.Digits indicate she of plate In inches. P ( 10.For basic connector plate design values see ESR-f 311,ESR-7968(Muck) t This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-00-00 GIRDER SUPPORTING 92-06-00 IBC 2012 MAX MEMBER FORCES 9WR./DDF/Cq=1.00 A TC: 2x9 DF 2900E LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23373) 5291 1- 8=(-9605) 20673 8- 2=( -873) 4068 11- 6=(-4029) 951 BC: 2x8 KDDF SS 2- 3=1-19259) 9365 8- 9=(-9576) 20553 2- 9=(-9026) 951 6-12=1 -873) 9066 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-19838) 3908 9-10=(-3720) 16905 9- 3=(-1305) 5879 2x8 DF 55 A; LL = 25 PSF Ground Snow (Pg) 4- 5=)-19838) 3908 10-11=(-3720) 16905 3-10=(-5598) 1319 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 29'- 0.0" 15- 6=1-19259) 9365 11-12=1-9578) 20553 10- 9=(-2958) 12960 BC UNIF LL( 506.2)+DLI 369.2)= 870.5 PLF 0'- 0.0" TO 29'- 0.0" 1.6- 7=(-23373) 5291 12- 7=1-9605) 20E73 10- 5=(-5598) 1314 TC LATERAL SUPPORT <= l2"OC. DON. BC LATERAL SUPPORT G= 12"0C. UON. 5-11=(-1305) 5879 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --'1"- ( 3 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -3091/ 13550V -193/ 1935 5.50" 21.68 KDDF ( 625) Attach 3 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29'- 0.0" -3091/ 13550V 0/ OH 5.50" 21.68 KDDF ( 625) nails staggered: \n^/ 9" oc in 1 row(s) throughout 2x9 top chords, XXX 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. 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 = -0.230" @ 19'- 0.9" Allowed = 1.904" MAX TL CREEP DEFL = -0.966" @ 19'- 0.9" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.063" @ 28'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 28'- 6.5" 14-06 14-06 Design conforms to main windforce-resisting 5-09-07 9-05-03 9-03-07 4-03-07 4-05-03 5- f system and components and cladding criteria. 09-07 f f f .r 1,Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 l_ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-5x6 load duration factor=l.6, Q 6.00 End vertical(s) are exposed to wind, 4 8.0" Truss designed for wind loads 'f in the plane of the truss only. M-3x8 3.1" M-3x8 3 M-3x6 B M-3x6 2 M-6x16 M-6x16 0 1 e 10 11 12 7o o 1M-3x5 M-3x10 M-7x10 -M-10x10 M-7x10 M-3x10 M-3x5 i M18HS-7x19(S) b y Y y y y y 5-07-11 9-03-07 4-06-15 9-06-15 4-03-07 5-07-11 1 y 16-00 y 13-00 y ,N, .,v• �Fe0:0 29-00 �C� R 2 8.782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - D2 - 7,?\\// Scale: 0.2180 r, •. /' `.• WARNINGS: GENERAL NOTES, unless otherwise noted: 4, Truss: D2 7.SWlearand erectbnconbacorshouMbeadvised ofall General Notes 1.TNsdesign lebased onryupon the peremetereshownand l for CeiM dual 174(/ OREGON and Warnings before construction commences. building component Applicability of design parameters and proper �" 2.204 compression web bradrg mud be installed where shown.. incorporation of component N the responsibility of the building designer. 3.Additional temporary bracing to Naure stability during construction 2.Design assumes the tap end botlom chords to be laterally braced at T. q R Y AS 2 ��Q` Is the reponsibity of the erector.Additional permanent bredng of continuous os at 70'Dace roepectwey unless braced throughout their length byit `, DATE: 11/24/2015 the overall ebucture Is the reponeibilly of the building designer. continuous sheathing such as plywood racing aired s g(TC)and/or drywall(SC). /1 UL �`v 4.No load should be applied to any component until afar al biasing end 4.InstallationImpact truss is m.rreelsbpoonsibiliy of the respectdere ive contrador. J"'� SEQ.: K 15 5 613 6 teetenera are complete and at no time should. loads 5.Design aaeumee busses are to be used in a nen-corrosive environment, TRANS ID: LINK design loads beapplied to any com "y greater andrefor•a component. ry eandroon°of u... S.CompuTn»has nocoriestover and assumes rroreponaiblltylerthe 8.Design aswmasfut!bootlegdelauppodsshown.Shimorwetlga:r EXPIRES: 12/31/2016 hbrkalbn,hand s5,shipment and installation of components. 7.Design a--,ssumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by B.Plates ahal be located en beth faces of truss,and placed so their center November 25,2015 TPUWTCA in SCSI,copies of which will be furnished upon request. lines eoindde with joint center lines. Weft USA,IncJCompuTrua Software 7.6.7(7 L)-E 9.Digits indicate sire of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-1988(MIT.k) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: IBC 2012 MAX MEMBER FOPCES F/Cq=1.00 • 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 63 2-4-)I2-9=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" 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 = 42.0 PSF 0'- 0.0" -64/ 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) 2'- 0.0" -18/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) 12 8.00 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" 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" MAX HOPIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -/ MAX HOPIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. 4 r 0 , 011111111111111111 2' 4 M-3x4 l 1' b 1-00 2-00 .,Qi, PRO c, 'PROVIDE FULL BEARING;Ste:2,4,3 I ��5 0NGINE�cR /� ,' :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ1 `" . .�i Scale: 0.9690 . IrWARNINGS: GENERAL NOTES, unless otherwise noted: '^ Truss• E Jl Builder and erection contractor should be advised of aS General Notes This design is lensed only upon the p.rametere.hewn and Is ler en individual 7 OREGON and Warnings before construction commences. building component.Appleeolity of design parameters and proper O 2.h4 compression web bracing mud be installed where shown�, incorporation of component is the respondbiNy of the Matting designer. 3.Additional temporary bracing to insure stability during contraction 2.Deign and et lO the rev end betroth snores to be laterally braced at '9,9 Gq RY 6 Z tGQ� Is the responelbilty of the erector.Additional permanent bracing of 2 one.and at 10'o.c..Och C.ary plywood.bread(TC)and/or ont their lergm by `, DATE: 11/2 4/2 015 the overall simctare is the responsibility of the balding designer. 3,n�m�bd gaming etch as acing raired rte a sown•drywag(BC). AA U Q`v SEQ.: Ki5 5 613 7 4.No bad should be applied to any component until after al timing end 4.Installation of bun is lateral .resppon�Iallyyofthhe where psdw.actor. /�' T fasteners are complete end et no time should any loads greeter than s.Design assumes bass.s are robe used In.noncorrosive environment, TRANS ID: LINK design loads be applied toany component. and ere for•drycondition..ofuse. 8.Design assumes NII bearing at all supports shown.Shim or wedge 8 S.compulrus has no control oder end assumes no weponsibllly for the EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design asamea adequate drainage is provdod 8.This design is furnished subject to the antenna set forth by 8.Pletes ehal be btruss,on both faces of and placed so their center November 25,2015 TPNWTCA in SCSI,copies of wbkh will be furnished upon request. Anes cantle with)Dint center lines. M7ek USA,lecJCom uTrus Software 1 7.8.7-SP2 L E 9.Digits Indicate size of plate In Inches. P ( �' 10.For bask connector plate design values see ESR-7311,ESR-1888(MRek) e , e ' or 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 I TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 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 = 42.0 PSF 0'- 0.0" -64/ 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) 2'- 0.0" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 177 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" 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" MAX HOP.IZ. LL DEFL = -0.000" @ 1'- 11.2" 3 MAX HOP.IZ. TL DEFL = -0.000" @ 1'- 11.2" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. .i r /- 0 r INII MEM. 1 a 0 i ' 4 M-3x4 1 l b 1-00 2-00 �� ED PROFcsS (PROVIDE FULL BEARING;Jts:2,9,3 (; �� �NGINEF9 /o 2 :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ2 i Scale: 0.9690 , ,, WARNINGS: GENERAL NOTES, unless otherwise noted: AMMIF '^ Truss: EJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design Sbased only upon the parameters shown and isleranindividual Go. OREGON ON. and Warnings before construction commences. building component ApploaNlky or design parameters and proper 2.204 compression web bracing mus be kidded where shown incorporation ofcomponentn la me raepanelally erne building designer. 3.Additional temporary bracing to insure atablllly during construction 2.Design assumes the lop and bottom dorms to be laterofty bncetl at S.:7"1/&,R 9.9 Gq R y c, `� �Q� la the responsibility of the erector.Additional permanent bredrg ofcontinuous 2'o.c,and at f 0'Data respectively unless braced throughout thele length by ``, DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2a Impact ba glorr laterasuch as braalciing re enaathg(Te)sus arywen�eq. '1 jj� f1 �s SEQ.: K1556138 4.No bad should beappledto any component until after albradngand 4.Inetellnibnofbuemithe lbity fthewhpr.aheosn a `` rre to be sin the respective a environ fasteners are complete and at no time should any bads greater man 5.ander serum.s hissesdjfton are b be used a non-corrosive environment, TRANS ID: LINK design beds be applied to any component. and are for'dry conalllan"of use. S.CompuTrur has no control over and assumes no responsibility for Me 6.Design eswmea NI beating at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication,handing,rhipmaM and installation of components. 7.Design assumes adequate drainage is provided. 8.This daolgn isfoelehad suplont to the Unriatlene set forth by 8.Platesabplaned November 25,2015 TPIWTCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MTek USA,IncJCom uTnis Software 1 L 7.6.7-SP2 9.Digits indicate sire of plate in inches. P ( )-E 10.For beak connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by r PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 • TC: 2x4 KDDF#18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 1-2=( 0) 63 2-9=(D) 0 SPACED 29.0" O.C. 2-3=(-59) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -66/ 301V -14/ 56H 5.50" 0.48 RODE ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.2" -16/ 38V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-10-03 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f 1 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HOP,IZ. LL DEFL = -0.000" @ 1'- 9.4" 8.00 MAX HORIZ. TL DEFL = -0,000" @ 1'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. A o 0 r , , 0 I 0 o 2�� 9 f 1 M-3x9 ,,,,,,A10....... J' i' y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 A <, PR OFFss ��5 2'- xi /0 44 2 4t' 8.782PE c JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - ESJ1 Scale: 0.6860 rr ••a./ . WARNINGS: GENERAL NOSES, unless One*.neted: T"� '^ Truss: ESJ1 Baw•nand erection wntraas,should be.dNsedof,nGenerelNotes This de selgis theparameters `y OREGON '-.4)and Wamirge before construction commences. building component.Applicability of design parameters and proper 2.2x4 compreubn web bracing moat be installed where shown i. Incorporenon of component h the responsibility of me building designer. 3.Additional temporary bracing to Insure stability tering construction 2.Design seeumes the fop and bottom chords to be letarely braced at y,9�l RY y 2�QT b me responsibilry of the erector.Additional permanent bracing of Y o.e.and at lB o.e.reepectNsy unless braced fhroughoul their le gm by 0 DATE: 11/24/2015 the overall ebasnre is the responsibility of the building decontinuous sheathing such as plywood sheathing(TC)andfor drynall(BC). I� signer. 3.2x Impact bridging or literal bracing required where shown+• A UL SEQ.: K15 5 6I 4 0 4.No bed should be applied to any component until after e1 bracing and 4.InstaMbn of buss is the responsibility of the reapecthe contractor. fasteners are complete end at no time should eny bads greater then 5.Design assumes busses are to be used In a nonconol ee environment, TRANS ID: LINK design bads beapplied toany component. and are for•dycondition.oruse. 8.Design assumes NN bearing at a1 supports shown.Shim or wedge n 5.CsepuTrw has no control over and assumes no responsibility ler the EXPIRES: 12/31/2016 fabrketlon,handling,shipment and Installation of components. ^/ d. 8.This design i tumlehed subject to the Imitation set forth by 7.Design assumes adequateonbolt(acnenage s buss,an November 25,2015 TPYWTCA in SCSI,copies of which will be furnished upon reg.Ins es abed a touted on bolt licca of truss,and placed so Meir venter queer. pigs indicate with Iofpcenter nche. 9.MTek USA,IncJCompuTrus Software 7.6.7-SP21L E Fonts indicateeaeoppleaInigehea. ( �- 10.For bask connector plata design values see ESR-I311,ESR-f 988(MTek) I • b a 4 ife This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0^ IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 irp BC: 2x9 KDDF#1&BTR 1-2=( 0) 63 2-9=(0) D SPACED 24.0" O.C. 2-3=(-61) 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 BAG 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" -59/ 292V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -38/ 98V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 lief) 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 - 0.028" 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" 8.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HOP.IZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,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 c in the plane of the truss only. 0 co 0 i ,1 f_ 0 r�J i 0 1 M-3x4 y y . 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,4 <,i` .° PR OFFss �.. �4GIN�F9 > 2 C4 :9782PE v JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ1 Scale: 0.6849 v �(T4 WARNINGS: GENERAL NOSES, unless otherwise noted: I• /'• / .11111 Truss: FJ1 1.Bulaerand erectloncantredoranoWdbeadvised er,gGenera/Notes 1.rnladesign Inbased onN ponthe panmetersalwvmand iaroraninaividual yA- •REGON and Warnings before eonahudbn commences. building component.ApplkabNXy of design parameters and proper (y,. 2.204 compression web bracing must be installed where shown,. incorporation of component k the responsibility of me buikllip designer. -v/. '' 3.Additional temporary bracing to Insure.lability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/� Vq RY As (e' is the responkbialy of me erector.Additional permanent bracing of 2'o.c.and at Id o.c,respectively sh a,punless braced throughout their length by /�/� `, DATE: 11/24/2015 the overall structure is the responsibility of the building Wagner. continuous sheathing each as plywood sheathing(TC)senand/ora drywall(BC). r, /v� `V 3.In Impact bridging or lateral bracing required where shown** /" SEQ.: K15 5 614 1 4.No load should be applied to any component until after al bracing and 4.Installation or truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 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"dry condition'ofuse. 5. assumes no responsibility for me 8.Design names NII bearing al el supports shown.Shier or wedge if CompuTrus has no control over and tebrbalbn,handling,shipment and instaltetbn of components. ep EXPIRES: 12/31!2016 6.This desgnisfurnihedsubject tothe gmgdbneset forth by 8.wtesshalign 1°'8ededon drainage is tnss,a November 25,2015 S.Plates c ncXee well n on both Sees ofimss,and placed ass their center TM/MA In SCSI,copies of which wA be furnished upon request. goes coincide wfth joint polar lines. MRek USA,IncJCompuTrus Software 7.6.7-SP2 i L 9.Digits indicate sine of plate In inches. ( )-E 10.For bask connector plate design values see ESR-131 t,ESR-1988(Mrrek) I • • . • r This design prepared from computer input by PACIFIC LUMBER: Larry Msir LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 4 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG 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 KDDF ( 625) 2'- 9.2" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -32/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.00 '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" S 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 HOPIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 2'- 11.2" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ro (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. N r /- 0 0 I o1110 ..11 all..--- M-3x9 b l y 1-00 3-00 'PROVIDE FULL BEARING;Jts:2,9,3I (9:€.0 PR Op4.6., NGINEc9 /O 2:9782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ2 • i Scale: 0.8605 ,lir Sill . WARNINGS: GENERAL NOTES, unless othenitse noted: Truss: FJ2 I.Builder and erection contractor ehould be advised of all General Notes 1.This design la based only upon tiro parameters shown and Is for an indNldual `' •R EG ON � and Warnings before construction oeommenses. building component Applka5Ny of design parameters and proper Q• 2,zea compression web bhang mea M Metaled whom shown+. incorporation of component la the reasonability of lb.building designer. 9 G4 , 9:3.s.„&" �` 3.Additional temporary bracing to Insure stability during consbuabn 2.Design assumes Me top and bottom chords to be laterally braced at b the responsibility of the erector.Additional permanent bracing of 7 ox.and x110'oA.respectively unless braced throughout their length by DATE: 11/29/2015 the overall structure h the reaponsibi continuous sheathing or each as plywood required w g(TC)erasion tlrywaN(BC). "1 /�� Q` 1p of IM building designer. 3.z.Impact bridging or lateral bracing required where shown++ /`� `` SEQ.: K15 5 614 2 4.No bad should be applied to any component until alter ail bracing and 4.Installation Minns Is the responsibility of the respective conked°, fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in.noncorrosive environment TRANS I D: LINK design loads b applied to any component. and are for•dry condilbn•of use. S.CompuTnu has no control over and assumes no responsibility for the 8.Design assumes NII nearing d all supports shown.Shim or wedge 0 EXPIRES: 12/31/2016 fabrication,handling,shipment and Inataltdbn of components. 7.Design assumes adequate drainage is provided. 6.This design C furnished subject to the limitations setforth by 8.Plates shell be located on both faces of Truss,end placed so their center November 25,2015 TPIWIIA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MRek USA,Inc./CompuTms Software 7.6.1-SP2(1 L}E 9.Diggs indicate she of plate in inches. 70.For baste connector plate design values sea ESR-1311,EBR-1908(MiTek) 4 • 5 > This design prepared from computer input by ' PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 4' TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-2=(-33) 30 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -12/ 32H 5.50" 0.15 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.1" -31/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = _5 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-01 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l'BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.110" 12 MAX TC PANEL TL DEFL = 0.001" @ 1'- 2.6" Allowed = 0.165" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 Truss designed for wind loads in the plane of the truss only. ti f o 1 1111."--- 13 NRIEN - M-3x9 b y 2-00 !PROVIDE FULL BEARING;Jts:1,3,2 <<•°" PROFFs 444 co �NGINEFs /go `t- :9782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FSJ1 Scale: 0.7563 ✓ /T/�� WARNINGS: GENERAL NOTES, unless omensise noted: Truss FSJ1 1.Builder and erectoncontredorshould badvised 06511GeneralNotes 1.Thlsdesign leMpdonyupon the parameterssMvmandisforanindividual 9 •REGON and Warnings before construction commences. bulldkg component.Applicebllgy or design parameters and proper 2 2.2s4 compression web bracing must M installed where shown+. incesoatbn of component is the responsibility dem building designer. I�X G4 y 1'L h� 3.Additional temporary backs to Mauro stability during consbudlon 2.Design end at IS Me fop sot bottom ase be to M laterally broad at ns la the respensibgty ally erector.Addl6enal permanent baring or n c.c.continuous M 1R o.c.respectively unless based throughout their length by � DATE: 11/29/2015 the overall slrudwa is the responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)shown and/or drywall(BC). A U L SEQ.: K1556144 4.No load,Muld be applied to any component until after albadng and 4.Installation oct f taps the or respnns*lgty of theral bnwing required respective Mractor. fastened are complete and at no time Should any bads greeter than 5.Design assumes busses are to be used in a non-orrosive environment, TRANS ID: LINK des gra bed�he apyaedro.ny amponeot end are for'dry condition.of use. 5.ComWTnm has no control over sed assumes no rosponsbAAy for the 6.Design assumes NII bearing at el supportsshown.Shim or wedge if fabrication,handling,shipment and Installation of cemponeMa. 7.Design assumes adequate drainage Is provided. EXPIRES: 12/31/2016 6.This design Is furnished subject to the am51.60ns set forth by 8.Plates Wel be opted on both hoes of tuns,and placed so their center November 25,2015 TPOWTCA in SCSI,copies of which w-0I be furnished upon request. Anes coincide with joint center lines. 0.Digits indicts she of pate in inches. MTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L}E 10.For bask connector pas design values see ESR-1311,ESR-1988(MRek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless X.y offsets are indicated. I 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MEIa I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 111;6‘„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. T n C1.2 c2-3 /i 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 4 may require bracing,or alternative Tor I _ 0 p bracing should be considered. 1-� U �� 3. Never exceed the design loading shown and never a 6° stack materials on inadequately braced trusses. O C7� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate .7 cs-6 designer,erection supervisor,property owner and plates 0-" from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. plates a each face of truss at each joointint 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 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 in all Indicated by symbol shown and/or SYP represents values as published spec fiedects,equal to or better than that by text in the bracing section of the by AWC in the 2005/2012 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 1,2013 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. ...es- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©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. �� Si!. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all reps()) (front,picturesback,alone words DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTelk6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate r' Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 F r . ^r 0