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Plans (91) lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17852 WESTWOOD PL2626-A HOGGANS PARK 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: K1526514 thru K1526557 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. `oNG1 NEE,4 `>,„ 44, 89782PE 9r -7 OREGON 041)fl, 9 R \J ,ESE : 2/81/2016 • November 11,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF' #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. ., TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-06 6-06 T 1' T 12 12 6.00 IIM-4x4 Q 6.00 3 • I o f �o c v 0 0 M-3x9 M-3x4 y b b Y 1-00 13-00 -m el ,...., NGI N F�`/O t 89782PE r JOB NAME : 17852 WESTWOOD PL2626—A HOGGANS PARK — Al ., Scale: 0.5441 � .1' WARNINGS: GENERAL NOTES, unless otherwise noted: V _J 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 =7 OREGON o. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 41, (2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing b insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at 17, '9 R y 15 4!G 7 o.c.and at 1d a.c.respectively antras braced throughouttoir length by A- le the responsibility of to erector.Additional permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pq U L �' DATE: 11/11/2015the overall structure is t e responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 2 6 514 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is be responsibility of the respective contractor fastenere are complete and at no time should any loads greater than 5.Design assumes busses are to be wad in a non-conoeive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition.muse. 5.CompuTrus has no control over and assumes no responsibility ter the a Dnoescoignn assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 m.fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 8.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of buss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request Imes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) ) This design prepared from computer input by PACIFIC LUMBER: Larry M + LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-26) 487 6-3=(0) 299 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-648) 124 6-9=(-26) 987 3-4=(-648) 124 LOADING 9-5=( 0) 50 - TC LATERAL SUPPORT <= 12"OC. UON- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -106/ 660V -65/ 65H 5.50" 1.06 KDDF ( 625) 13'- 0.0" -106/ 660V 0/ OH 5.50" 1.06 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 10PSF LIVE LOAD. TOP COND. 2: Design checked for net 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 19'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.033" @ 3'- 5.7" Allowed = 0.933" MAX TC PANEL TL DEFL = 0.119" @ 3'- 5.7" Allowed = 0.649" MAX HORIZ. LL DEFL = 0.009" @ 12'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 12'- 6.5" 6-06 6-06 fDesign conforms to main windforce-resisting 12 IIM-4X4 12 system and components and cladding criteria. 6.00 'Cl 6.00 Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 in n 0 6 _ --/Qo o � 6 �O o M-3x4 M-1.5x3 M-3x4 4 0 1 b b 6-06 6-06 y 1 00 y 13 00 1, 1-00 y <<c.Q,ED PROFFSi �`5 0NGINEFR `r/0 �' 89782PE 172... JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - A2 Scale: 0.9066 , (" WARNINGS: GENERAL NOTES, unless otherwise noted: 'w Truss: A2 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 I OREGON h s and Warnings before construction commences. building component Applicability of design parameters and proper 2.2c4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing m insure stability during construction 2.Design assumes the fop and bottom chords m be laterally braced at -y9//t/ iq�Y 15 2 0,‘" is the responsibility of the erector.Additional permanent bracing of 2'o.o end a[10'o.c.respectively unless braced throughout their length by DATE: 11/11/2015 the overall structure is the responsibility ofg goer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .a v sponsibn' the buikfi deal 3.2r Impact bridging or lateral bracing required where shown++ PAUL �` SEQ. : 1<152 6515 4.No bad should be applied to any component until after all bracing and 4.Irrebllabon of trues is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonconosive environment, TRANS ID: LINK design loads be applied to any coponent. and are for"dry common.'ofuse. 5.CompuTnre has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ,...-,.;gnrmea adequate drainage is provided. EXPIRES: 12/31/2016 8.This design is fomiahed subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center November 11,201 5 TPPWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by 1 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-343) 43 1- 7=(-167) 548 3- 7=(0) 274 2x6 ROOF #15BTR Ti SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 1- 3=(-691) 222 7- 9=1-155J 559 WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 LOADING 3- 4=(-710) 256 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 141V -37/ 58H 141.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 9.5" -664/ 617V 0/ OH 141.50" 0.99 KDDF ( 625) REFER TO COMPUTRUS STANDARD REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 24'- 4.0" -148/ 668V 0/ OH 5.50" 1.07 KDDF ( 625) GABLE END DETAIL FOR DETAILS NOT SHOWN. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, 80 MAX LL DEFL = 0.002" @ 25'- 4.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 4.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.016" @ 21'- 0.5" Allowed = 0.433" MAX TC PANEL TL DEFL = 0.025" @ 14'- 9.2" Allowed = 0.630" MAX HORIZ. LL DEFL - 0.005" @ 23'- 10.5" MAX HORIZ. TL DEFL - 0.009" @ 23'- 10.5" Design conforms to main windforce-resisting 1-00 29_09 system and components and cladding criteria. T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-02 5-08 6-06 T T T 4 load duration factor-1.6'Cat.2, Exp.B, Mwexs(Dir), 12 12 End vertical(s) are exposed to wind, 6.00 =M-9x4+ Q 6.00 Truss designed for wind loads 2 in the plane of the truss only. M-9x6 3 + ., T O 1 M a AM 9 _ 7 4 (O O 6 5 M-3x9+ M-3x6+(S) M-1.5x3 M-3x4 0l y M-3x9 y y ��Ep PR OFF , y y 17-10 6-06 ,`5" V4GINEF `r/ , 1-00 24-04 ), y 44., v .T / 1-00 89782PE �r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - B1 = • Scale: 0.2493 V 40 WARNINGS: GENERAL NOTES, unless otherwise noted: ��OREGON Z�, Truss: B 1 1.Builder and erection contractor should be advised of all Genets!Notes This design le based only upon the parameters shown and is for an individual .(J Nr and Warnings before corretruction commences. building component.Applicability of design parameters and proper '7� 4 R y A5 s(e 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `� 3.Additional temporary bracing to insure stability during construction 2'���assumes the top and bottom chortle to be laterally braced at /� is the responsibility of the erector.Additional permanent bracing a( Y a.c.and at 10'o.c.respectively unless braced throughout their length by A,ci l`;l, DATE: 11/11/2015 the overall aWCWre is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). U L 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : 1<1526516 4.No bad should be applied to any component until after all bradeg and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. S. EXPIRES: 12/31/2016 5.CompuTms has no control over and assumes no responsibility for the nnoua Design full bearing at an supports shown.shim or wedge it fabrication,handling,shipmentand installation of components. ry. November 1 1,201 5 6.This design re famished subject to Na limitations set forth by 7.Design assumes adequate drainage is pros,ed. 8.Plates shall be bested on both faces of truss,and placed so their center TPI/VECA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA.Inc./ComouTrus Software 7.6.7(1 L)-Z s.Digits indicate size of plate iK^ncMs, This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS 29-04-00 GIRDER SUPPORTING 32-06-00 FROM 0-00-00 TO 15-04-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15418) 3410 1- 8=(-3000) 13688 8- 2-) -968) 2218 11- 6=(-190) 228 BC, 2x8 KDDF SS 2- 3=(-13192) 2950 8- 9=)-2992) 13694 2- 9-(-2250) 536 6-12=(-299) 138 WEBS: 2x9 KDDF STAND; LOADING 3- 9=( -9988) 2288 9-10=(-2512) 11616 9- 3-) -770) 3650 2x6 KDDF #2 A LL - 25 PSF Ground Snow (Pg) 4- 5=( -9982) 2286 10-11=(-2556) 11760 3-10=(-3712) 846 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 4.0" V 5- 6-(-13392) 3008 11-12=(-2560) 11802 10- 4=(-1946) 8578 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 381.2)+DL( 279.2)= 660.5 PLF 0'- 0.0" TO 15'- 9.0" V 6- 7=(-13288) 2910 12- 7=(-2558) 11796 10- 5=(-3908) 906 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 15'- 4.0" TO 29'- 4.0" V 5-11=) -850) 3930 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 3443.0 LBS @ 16'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1970/ 8904V -112/ 112H 5.50" 19.25 KDDF ( 625) 9" on in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 9.0" -1385/ 6404V 0/ OH 5.50" 10.25 KDDF ( 625) 7" on in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.1 VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 MAX LL DEFL - -0.123" @ 7'- 10.3" Allowed = 1.171" ** -HANGER TO TRANSFER CONC. MAX TL CREEP DEFL - -0.328" @ 7'- 10.3" Allowed = 1.561" LOAD EVENLY TO BOTH MEMBERS. MAX HORIZ. LL DEFL = -0.039" @ 23'- 10.5" MAX HORIZ. TL DEFL - 0.084" @ 23'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 12-02 12-02 in the plane of the truss only. 'I T T 4-10-06 3-03-06 4-00-04 4-00-04 3-03-06 4-10-06 T T T T 1' T 1' 12 12 6.00 M-4x10 Q 6.00 4.0" M-3x8 1 M-3x8 3 5 M-3x5 M-3x4 2 6 f M-6x16 M-5x16 ol o � in - ip -I io I-1-I 6` �� o r _ i 1 1M-3x5 M-3x10 M-6x10 -M-10x10 M-7x12 M-18 9 10 11 125x3 M-3x5 1 0 c, M18HS-7x14(5) 399314 y l y 1 b y y .<<, PROFfilan 4-08-10 3-01-10 4-03-12 4-03-12 3-01-10 4-08-10 co 1. GI NER /y y c� N10,.14-00 10-04 py y . 8.782PE r24-o4 JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - BGIRD ,.Scale: 3/16" 1/� WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON � Truss: BGIRD 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 �9 v& RY 15 2� Q.� and Warnings before construction commences. building component.Applicability of design parameters end proper .t' `�� 2.2o4 compression web bracing must be installed where shown i. inmrporetion of component is the responsibility of the building designer. 3.Additional temporary2.Design assumes the top and bottom chorda to be laterally bread at ^�PAUL bracing to insure stability during mnsbuc9on 7 o.c.and at 1G o.c.respectively unless braced throughout their length by /"' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/11/2015 the overall structure is the responsibility of Cie building designer. 3.2n Impact bridging or lateral bracing required where shown v e SEQ. : 1<1526517 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for dry condition.ofuse. 8EXPIRES: 12/31/2016 5.CumpuTrue has no control over and assumes no responsibility for the .Design assumes full bearing at all supporle shown.Shim or wedge S November 1 1,201 5 fabricelan,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bothoth faces of truss,and placed no their center TPIANICA in SCSI,copies of which will be fumiehed upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-51.2(111-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-190) 128 3-9=( -90) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 443V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 469V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0.0" -40/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Designchecked for net 5 (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.017" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.022" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 11.2" 4 MAX HORIZ. TL DEFL = -0.002" @ 11'- 11.2" 0 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads 0 i the plane of the truss only. rh 0 I 0 Lo rn 0 M. c of 2 5 cn -7 o M-3x4 P y 1 0o y s oo 1 9 02 y `c.:.. (' NOpp -tr.n PROVIDE FULL BEARING;Jts:2,5,3,4 ' v '9 ,,,a ° 8.782PE 91- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - BJ1 • . Scale: 0.3779 ,� • 4. _ . WARNINGS: GENERAL NOTES, unless otherwise noted: t..,..� 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 OREGON �� Truss: BJ1 and Warnings before construction commences. budding component.Applicability of design parameters and proper Q 2.2c4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. ��� �A 1 Y Ab 2��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'l N is the responsibility of the erector.Additional permanent bracing of 2'o.n,and at td o.n.respectively urates braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). N' .y UL �` DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown++ Pie AULSEQ.: K15 2 6 518 4.No bad should be applied 6 any component until after all bracing and 4.Inatadaton of truss is the responsibility of the respective contactor. fasteners are complete end 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 or"dry condition"of use. 5.CompuTrus has no control over and assumes no respons ,ty for the 8.Design assumes full bearing at all supports shown.Shim or we if bdEXPIRES: 12/31/2016 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the dmihtons set forth by S.Plates shall be located on both faces of trims,and placed so their center TPIANICA in SCSI,copies of whidh will be furnished upon request. lines coincide with joint center lines. a Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 4#1&BTR SPACED 24.0" 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-19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3-01 3-01 T T T 12 12 6.00 Q 6.00 IIM-4x4 3 2 • rh o o I M-3x4 M-3x4 k y )' l 1-00 6-02 1-00 ..,.., c�NG'N&N`)/0 89782PE r • JOB NAME : 17852 WESTWOOD PL2626—A HOGGANS PARK — Cl • Scale: 0.6368 ,�� .. _ WARNINGS: GENERAL NOTES, unless otherwise noted: V y 1.Budder and eacbon contractor should be advised of all General Notes 1.This design is based only upon be parameters shown end is for an individual '9OREGON '' Truss: Cl and Wamings before construction commences. building component Applicability of design parameters and proper "l e jV 20 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �L1 '9 RY 15 �j 3.Additional temporary baring to insure stability during construction 2.Design assumes the top and velybott5 chorda to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10'oc.respectively unties traced throughout their length by ` P/� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). U DATE: 11/11/2015 the overall structure is be responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 519 4.No bad should be applied to any component until after all baring and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition.'or use. 5.CompuTrus has no control over and assumesno responsibility for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge i/ EXPIRES: 12/31/2016 necessary. fabrication,handing,shipment and installation of components. '.Passumes belocaeduate onfacenage`otrussNovember 11,2015 6.This design is fumiahed object to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPIMMCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate m inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS 6-02-00 GIRDER SUPPORTING 32-03-00 FROM 2-00-00 TO 6-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF # = 1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2632) 590 1-4=(-496) 2282 9-2 (-502) 2294 1 BC: 2x8 KDDF SS 2-3=(-2632) 590 4-3=(-996) 2282 WEBS: 2x9 DF STAND; LOADING 2x9 RIDE STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 2'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 378.1)+DL( 277.1)- 655.2 PLF 2'- 0.0" TO 6'- 2.0" V 0'- 0.0" -881/ 3896V -24/ 29H 5.50" 6.23 KDDF ( 625) 6'- 2.0" -551/ 2982V 0/ OH 5.50" 3.97 KDDF ( 625) ADDL: BC CONC LL+DL= 3213.0 LBS @ 1'- 1.5" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 top chords, 7" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.008" @ 3'- 1.0" Allowed = 0.263" MAX TL CREEP DEFL - -0.021" @ 3'- 1.0" Allowed = 0.350" MAX HORIZ. LL DEFL - -0.002" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 3-01 3-01 f T T 12 12 ++ -HANGER TO TRANSFER CONC. Design conforms to main windforce-resisting 6.00 Q 6.00 LOAD EVENLY TO BOTH MEMBERS. 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 2 4.0" 1111111% M-6x16 M-5x16 -44111110A41161111hr o /- 0"IP ,o-- o , I �o �o I 1 III.- 1 4 �3 -so 0 0 M-3x5 M-3x10 M-3x9 y +3213# y y 3-01 3-01 1 y 6-02 .S���NG�E�9 s% ,� 2 �- 89782PE 9>' • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - CGIRD � t...,Scale: 0.5662 WARNINGS: GENERAL NOTES, an/ens ethers/so cored,noted, s -7+ REGON2o' T ru S S' CGIRD 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 V and Warnings before construction commences. budding component.Applicability of design parameters and proper 17,924 Ay As J4Q` 2.2x4 compression web bracing must be insalbd where shown+, iricorporetion of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at fi PAUL �S is the responsibility of the erecter.Additional permanent bracing of T o.c.end et 10'o.c.respectively unbss braced throughout their tenger by �•! n DATE: 11/11/2015 the overall structure is me responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 5 2 0 4.No bad should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are toe used in a noncorrosive environment, b TRANS ID: LINK design loads be applied to any component. and are for'dry condition.ofuse. EXPIRES: 12/31/2016 5.CompuTms has no control over and assumes no responsibility ler the 8.Design assumes full bearing at all support shown.Shim or wedge if fabrication.handling,shipment end installation of components. neco ry. November 11,2015 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set area by 8.Plates shall be located on both aces of buss,and placed so their center TPIANTCA in 0151.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digit indicate size of plate in inches. MiTek USA.Inc/ComouTrus Software 7.6.7-SP2(1L1-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-628) 3467 10- 3=( -112) 990 15- 7=(-402) 127 BC: 2x9 ROOF #l4BTR SPACED 24.0" 0.C. 2- 3=(-3985) 761 10-11=(-579) 3125 3-11=(-1017) 276 7-16=( 0) 226 WEBS: 2x9 KDDF STAND 3- 9=(-2491) 487 11-14-(-312) 2111 11- 4=( 0) 415 LOADING 4- 5=(-1647) 925 12-13=( 0) 0 9-14=( -875) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1606) 933 13-15=( -12) 81 14- 5-( -219) 1063 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1989) 953 15-16=(-356) 2057 13-14-) 0) 85 TOTAL LOAD = 42.0 PSF 7- 8=(-2420) 462 16- 8=(-359) 2060 19- 6-( -996) 187 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 14-15-) -237) 1629 LL = 25 PSF Ground Snow (Pg) 6-15=( 0) 259 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -224/ 1979V -177/ 177H 5.50" 2.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 6.0" -224/ 1979V 0/ OH 5.50" 2.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.147" @ 9'- 3.4" Allowed = 1.579" MAX TL CREEP DEFL - -0.297" @ 9'- 3.4" Allowed = 2.106" MAX LL DEFL = 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" 16-03 16-03 MAX HORIZ. LL DEFL - 0.086" @ 32'- 0.5" f f f MAX HORIZ. TL DEFL - 0.143" @ 32'- 0.5" 2-09 6-08-02 6-09-14 4-11-08 5-03-10 5-11-14 T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 p M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 9'--,r IIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x9 Truss designed for wind loads 6 in the plane of the truss only. M-3x4 9 :I-3x4 M-3x5 3 M M-3x8 ,- ' o ,.....011,4" M o 1 - 10 11 0 OI M-5x6 M-3X9 01 12 13 15 16 w'8 o i =3x9+ M-1.5x3 M-6x8 M-1.5x3 M-3x5 1 M-3x4+ M-5x8 0 a 3.00 1 l 12 y ,, b y , b l =05-0 y 6-08 02 9-07-19 2-05-08 5-01-04 5-03 10 5 10-02 QED P R Q' , 1-00 2-05=08 11-04 18-08=08 1-00 c.,,,,,, 0,\�GIN�FR/� 1 1 y 2 16-01-04 2-03-12 16-04-12 1=00 32-06 /, ), �� s9782PE ��' 1-00 JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - D6 Scale: 0.1584 IFF n r�1 'A WARNINGS: GENERAL NOTES, unless otherwise noted % �jj�REGON�e,',. Truss: D 61Builder and erection contractor should be advised of all General Notes This design a based only upon the parameters shown and is for an individual {� �� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown a, incorporation of component is the responsibility of are bolding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at wA rs\NI e the responsibility of 1M erector.Additional permanent bracing of 7 o.c.and at 1d a.c.respectively unless braced throughout their length by f•J ,+'1 DATE: 11/11/2015 the overall structure is the responsibility of tlro buildi p cies guar. continuou sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown a a SEQ.: K 15 2 6 5 21 4.No bad should be applied to any component until after all bracing and 4.Installation of tures is the responsibility of the respective contractor. fasteners are complete and at no time should any lentoads greater than 5.Design assumes trusses arebe used in a non-corrosive environment, EXPIRES: 12/31 J2016 TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CamWTrus has no control over and assumes no bilifor the 8. s'� assumes full bearing at all supports shown.Shim or wedge it on ry. November 11,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provldad. 6.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPINVTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. MiTek USA.Inc./ComouTrus Software 7.6.7(1L1-E 9.Digits indicate size of phare in inches.- - This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS 32-06-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-6105) 1941 1-10=(-1670) 5300 2-10=( -131) 311 13- 8=(-131) 311 ' 2x6 ROOF #1&BTR T2 2- 3-(-6167) 1989 10-11=(-2992) 7323 10- 3=( -366) 1636 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5503) 1812 11-12=(-2693) 7831 10- 4-(-2321) 1004 WEBS: 2x9 ROOF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-7569) 2622 12-13=(-2492) 7323 4-11=( -62) 651 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6-(-7569) 2622 13- 9-(-1670) 5300 11- 5=( -919) 289 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 29'- 6.0" V 6- 7-(-5503) 1812 5-12=( -919) 289 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 29'- 6.0" TO 32'- 6.0" V 7- 8=(-6167) 1989 12- 6-( -62) 651 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 32'- 6.0" V 8- 9-(-6105) 1941 6-13=(-2321) 1009 7-13=) -366) 1636 NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 24'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -889/ 3292V -79/ 74H 5.50" 5.19 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 32'- 6.0" -889/ 3292V 0/ OH 5.50" 5.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.394" @ 16'- 3.0" Allowed - 1.579" + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL CREEP DEFL = -0.678" @ 16'- 3.0" Allowed - 2.106" MAX HORIZ. LL DEFL - 0.102" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.167" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 16-06-10 7-11-11 T T T 1' 4-00-12 3-10-15 3-11-01 4-04-04 4-04-04 3-11-01 3-10-15 4-00-12 1' ' 597,309 '' 'r '' 4597.30# T T 12 12 6.00 V M-5x12 M-5x12 3 M-yx8 M-,3x4 M- x8 7 46.00 T2 Im,M * Mr M-1.5x3 M-1.5x3 z 6 r, ,� �� as �1� -9x12 M-4x12 0 4. NII ��) o 1 ** 10 11 12 13 ** 9 of M-4x10 0.25" M-3x4 M-4x10 of 0 M18HS-7x14(5) �````.D PRQF . fa n y 7-04-12 y 5-11-07 y 5-09-11 y 5-11-07 )' 7-04-12 y �D �'NGINEFS' /�2 y 32-06 �� 9782PE " JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH1 �/ • Scale: 3/16" C.44* n ^ 'w WARNINGS: GENERAL NOTES, unless otherwise noted: �jj_ OREGON XY, Truss: DH 1 I.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the paramemre shown and is for an individual V and Wnmings before carrebuction commences. building component.Applicability of design parameters and proper '`7,9 . q y 15 (Lc) , 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. �_ 3.Additional temporary dating to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at j� (I v is the responsibility of the erector.Additional permanent bracing of Y o.c.and at ea o.c.respectively unless braced throughout their length by PAUL `` DATE: 11/11/2015 the overall structure lathe responsibility of the building designer. continuous sheathing such as plywood ng(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown a a SEQ. : El5 2 65 2 2 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. EXPIRES: 12/31/2016 5.CompuTns has no control over and assumes no responsibility far the 8.Design assumes lull hearing at all supports shown,Shim or wedge H fabrication,handling,shipment and installation of components. ry. November 11,2015 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Inc./ComouTrus Software 7.6.7SP2fILl-E ,n c"..,......."n,,,,,,"...a,�,,,",,,,,ce..,Gia_,•,,,�ca_,oaa,...T.., This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2385) 604 1- 8=(-492) 2033 2- 8=(-193) 192 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-2139) 521 8- 9=(-455) 2287 8- 3=( -84) 591 WEBS: 2x4 KDDF STAND; 3- 4-(-1853) 505 9-10=(-455) 2287 8- 4=(-530) 184 2x4 DF STAND A LOADING 4- 5-(-1853) 505 10- 7=(-492) 2033 9- 4=( 0) 193 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2139) 521 4-10=(-530) 184 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2385) 604 5-10=( -84) 591 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 6-(-194) 192 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -168/ 1365V -97/ 97H 5.50" 2.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 32'- 6.0" -168/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 1, 7: Heel to plate corner - 9.50" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "tic spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.129" @ 16'- 3.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.257" @ 16'- 3.0" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.052" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.086" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 9-11-11 12-06-10 9-11-11 T T T T 5-01-08 4-10-03 6-03-05 6-03-05 4-10-03 5-01-08 T T T T T T f 12 12 6.00 p M-4x6 M-4x6 a 6.00 3 M-3x8 6 4 M-1.5x3 M-1.5x3 2 6 o A 4. rilij, IMOA o of 1* 8 9 10 **7 0 o M-3x6 M-3x8 0.25" M-3x8 M-3x6 0l M-5x6(S) t2 r 9-06-12 y 6-08-04 y 6-08-04 y 9-06-12 y �G��```NG NE�`t�s/a 32-06 !�� 2 �' 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH2 ,._ter.- '-� • , Scale: 0.2241 WARNINGS: GENERAL NOTES, unless othebese noted: v 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual 9 OREGON o' Truss: DH2 end Warnings before construction commences. buildingcomponent Applicability redesign parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.AddNocal temporary bracing to insure stability during cansbuction 2 Design assumes the top and bottom chords to be laterally braced at '"�� l'q p y 15 '12<�Z" is the responsibility of the erector.Additional permanent bracing of 7 o.r.and at 10 o.c.respectively unless braced throughout their length by /�- �s\,<<„, DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 2x Irapa t rdgingsheathiorng'stem as acingplywore tireshead where s soma drywall(BC). AA �` aponsi dY ng3.2z lenges bodging o'stem'bracing requires where shown++ ^ ` _ SEQ. : K 15 2 6 5 2 3 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners ere complete end at no time should any beds greater than 5.Design assumes busses are to be used c a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condUon'of use. 5.Com Titre has no control over and assumes no re 6.Design assumes full beating et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 W responsibility for ssary. a fabrication,hamming,shipment end installation ofca c,th by s. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to Ne limitations set font by 8.Plates shall be located on both faces of buss,and placed so their canter TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,1nclCompuTfus Software 7.6.7-SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2385) 746 1-10=(-613) 2033 2-10-(-192) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2139) 678 10-11=(-638) 2287 10- 3=( -99) 591 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 11-12=(-638) 2287 10- 5=(-530) 223 2x4 DF STAND A LOADING 3- 5=(-1853) 639 12- 9=(-615) 2033 11- 5-( 0) 193 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1853) 639 5-12=(-530) 223 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 0 7-12=( -99) 591 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-(-2139) 678 12- 8=(-192) 177 8- 9=(-2385) 746 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -232/ 1365V -97/ 97H 5.50" 2.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 6.0" -232/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 1, 9: Heel to plate corner = 4.50" ** For hanger specs. - See approved plans (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 = -0.129" @ 16'- 3.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.257" @ 16'- 3.0" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.052" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.086" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11-11-11 8-06-10 11-11-11 Truss designed for wind loads f f I T in the plane of the truss only. 5-01-08 4-07 2-03-03 4-03-05 4-03-05 2-03-03 4-07 5-01-08 T T T T T T T T T 10-00 10-00 T T T T 2 4 6 12 6.00 p M-4x6 M-4x6 8 M-3x8 Q 6.00 M-1.5x3 M-1.5x3 2 8 M o A A o 0 1-,•,,- io 11 man i 12 **9 0 I M-3x6 M-3x8 0.25" M-3x8 M-3x6 I 0 0 M-5x6(S) 1) PROP y y y y dc(Gs9-06-12 6-08-04 6-08-04 9-06-12 5- .a1 , y y \ �� � 32-06 GI 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH3 Scale: 0.1991 r" v'��/ C� • •. ,,ww WARNINGS: GENERAL NOign b, unless on hiaramete noted: '9 OREGON ~'Y, 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is bran individual Truss: DH3 and warnings before construction commences. building component Applicability of design parameters and proper CJ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing b insure stability during construction2.Design assumes the bp and bottom chords b be laterally braced at .9,�, �Al Fi y 15 2 <ci is the responsibility of the erector.AddNonal permanent bredrg of 2'c.c.and et 10'o.c.respectively unless braced throughout Coir length bydir continuous sheathing such as Plywood sheathing(TC)and/or drywall(BC). �'A UL i f\ DATE: 11/11/2015 the overall swcMe is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ifk\ SEQ. : K1526524 4.No bad should be applied to any component until after all bracing and 4.Installation of Cuss is the responsibility of the respective contractor. fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-nonosive environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition"of use. 8.DOmpuTrue has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge C weary. EXPIRES: 12/31/2016 tebrication,handling,edsobj ntte installation af�mponenta. 7.Designassumesadequatedrainageisprovided. November 11,2015 H.This design is furnished subject to the Amitetions set forth by 8.Plates shall be boated on both faces of truss,and placed so Meir center TPI W1CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-360) 2039 9- 3=( 0) 297 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2397) 506 9-10=(-362) 2036 3-10=(-582) 208 WEBS: 2x9 KDDF STAND 3- 4=(-1804) 465 10-11=(-212) 1519 10- 4=( -44) 406 LOADING 4- 5-(-1521) 964 11-12=(-393) 2035 10- 5=( -91) 97 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1812) 967 12- 7=(-391) 2039 5-11=( -39) 449 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 507 11- 6=(-578) 207 TOTAL LOAD = 42.0 PSF 7- 8-( 0) 50 6-12=( 0) 295 NOTE: 2x4 BRACING AT 24"OC CON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -214/ 1979V -150/ 150H 5.50" 2.37 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 6.0" -219/ 1479V 0/ OH 5.50" 2.37 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.112" @ 18'- 6.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.218" @ 18'- 6.0" Allowed = 2.106" MAX LL DEFL = 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.047" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-11-11 4-06-10 13-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f load duration factor=1.6, 7-03-04 6-08-07 4-06-10 6-08-07 7-03-04 End vertical(s) are exposed to wind, T 4 4 4' 4' 4' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 = M-4x6 M-6x6 Q 6.00 4 oe M-3x4 M-3x4 3 co • ro o ,y- o ,jr 1 _� MA 4a 6 w �(- 0 2 M-3x5 M-195x3 10"25" 11 12 -7 0 o M-3x4 M-1.5x3 M-3x5 0 M-5x8(S) d Q`D Opts ts 1 y 1 b b y `�``G �C�, y y l y 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 1-00 32-06 1-00 89782PE �r- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH4 Scale: 0.1834 �'' v1 WARNINGS: GENERAL NOTES, unless otherwise noted: 'w Truss: DH 4 1.Builder and erection contractor should be advised of eN General Nobs 1.This design is based only upon the parameters shown and is for en individual OREGON sv, and Warnings before coneouchon commences. building component Applicability of design parameters end proper '''����((}}}/// O Q' 2.2x4 compression web bracing must be installed where shown-t. incorporation of component is the responsibility of the building designer. "�,a 4 IP��` 3.Additional remporery bracing to insure stability during construction 2.Design assumes the top and bosom chards to be laterally braced at //r. ry NI is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'o.e.respectively unless braced throughout their boom by DATE: 11/11/2015 the oVeraN structure is me recontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 't �jA �� responsibility of the Wilding designer. 3.2x Impact bridging or lateral bracing required where shown«♦ A UL SEQ. : Ki5 2 6 5 2 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is Sre responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"thy condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.case assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation orcomponentn. 7.Design gimes adequate drainage M provided. November 11,2015 6.This design is famished subject to the limitations set form by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,InciCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9-(-360) 2039 9- 3=( 0) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2397) 506 9-10=(-362) 2036 3-10=(-582) 208 WEBS: 2x4 KDDF STAND 3- 4=(-1804) 465 10-11=(-212) 1519 10- 4=( -44) 406 LOADING 4- 5=(-1521) 464 11-12=(-393) 2035 10- 5-( -91) 97 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1812) 467 12- 7=(-391) 2039 5-11=) -39) 449 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 507 11- 6=(-578) 207 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 6-12=( 0) 295 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -214/ 1479V -150/ 150H 5.50" 2.37 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 6.0" -214/ 1479V 0/ OH 5.50" 2.37 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 - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.112" @ 18'- 6.0" Allowed - 1.579" MAX TL CREEP DEFL = -0.218" @ 18'- 6.0" Allowed = 2.106" MAX LL DEFL = 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" MAX HORIZ- LL DEFL - 0.047" @ 32'- 0-5" MAX HORIZ. TL DEFL - 0.078" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and claddingcriteria. 15-11-11 0-06-10 15-11-11 T T f T Wind: 140 mph, h-22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 5-01 6-05-04 7-03-09 (All Heights), Enclosed, Cat-2, Exp.5, MWFRS(Dir), f T T T f T load duration factor=1.6, End vertical(s) are exposed to wind, 14-00 14-00 Truss designed for wind loads f f f T in the plane of the truss only. 12 M-4x6 'M-6x6 12 6.00 9 Q 6.00 44 M-3x4 3x4 3 M O M w O -3x5 M-1.5x3 10.25" 11 12 O oM-3x4 M-1.5x3 M-3x5 O M-5x8(S) y � O PRO4- y y y 1 1 <G cS's y y 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 y y �N. 'NG W E,S,9 /0 1-00 32-06 1-00 �/ 2 417 89782PE �I-` JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH5 Scale: 0.1834 V0.,c.Z :7•- WARNINGS: GENERALNGTE8, unlwboterWsenoted: 4) Truss: DH5 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 -7 OREGON 12 4;;. ''''end Warnings before construction commences. building component Applicobdby of design perememrs and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer, =7 &,e Z ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /�( is the responsibility of to erector.Additional permanent bracing of 7 o.c.and at 17 o.c.respectively unless braced throughout their length by DATE: 11/11/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as ptywood heabi g(TC)and/or drywall(BC). /1'i U L C�� 3.Zit Impact bridging or lateral bracing required where shown++ f"' `` SEQ. : K15 2 6 5 2 6 4.No bad should be applied to any component until after all bracing and 4.Installation of tares is the responsibility of the respective contractor fasteners are complete end at no time should any beds 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 condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all support shown.Shim or wedge ifEXPIRES: 12/31/2016 tabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the limitations setforth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 9=(-7764) 8905 9- 3=(-1894) 2296 15- 7=(-697) 338 BC: 2x9 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-3232) 1440 9-10=(-7058) 8063 3-10-(-3642) 3174 7-16=(-435) 528 2x9 DF 2400E B2 3- 4=(-3214) 2609 10-13=(-3906) 4440 10- 9-( -314) 649 WEBS: 2x4 KDDF STAND; LOADING 9- 5=(-2328) 2236 11-12-) 0) 0 4-13=(-1774) 1205 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1690) 1602 12-19=( -318) 302 13- 5=(-1289) 1253 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3490) 3910 19-15=( -318) 302 12-13-) -11) 56 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8=(-4762) 4935 15-16=(-3196) 3052 13- 6=(-2665) 3298 BC LATERAL SUPPORT <= 12"OC. UON. 16- 8=(-3183) 3092 13-15=(-2689) 2365 LL - 25 POP Ground Snow (Pg) 6-15-(-2989) 2195 OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1555/ 2043V -8125/ 8125H 5.50" 3.27 KDDF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 19'- 11.5" -9/ 169V 0/ OH 150.50" 0.27 KDDF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 6.0" -1781/ 2991V 0/ OH 150.50" 4.79 KDDF ( 625) 26'- 7.9" -415/ 539V 0/ OH 150.50" 0.86 KDDF ( 625) 32'- 6.0" -2215/ 2294V -8125/ 8125H 150.50" 3.67 KDDF ( 625) + LATERALLY BRACE TO ROOF DIAPHRAGM 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.272" 0 2'- 8.2" Allowed = 0.975" MAX TL DEFL = -0.306" 0 2'- 8.2" Allowed - 1.300" 16-03 16-03 MAX HORIZ. LL DEFL = 0.200" 6 32'- 2.8" f f MAX HORIZ. TL DEFL = 0.217" 9 32'- 2.8" 2-09 6-08-02 6-09-19 4-11-08 5-03-10 5-11-19 -1 T T T T T T 12 M-9X6 12 ICOND. 3: 250.00 PLF SEISMIC LOAD. 6.00 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 ,' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-6x6 load duration factor=1.6, Truss designed for wind loads M-3X9 /0,444,41141444444,44444,444,N,44,44044,4%% in the plane of the truss only. M-3x6 M-3x10 �/ M-5x16 ..41,141 1 �- 9 10 O '� I i-- 1 oi A- M18HS-7x14 -M-6x6 0l a 12 14 s 1 1, M-3x9+ M-3x5 M-gx8 M-1.65x3 I 0 M-3x9+ M-7x8 M18HS-3x18 -.3.00 1' y 12 )' /I' .J' y J' /I' 2-05-08 6-08-02 4-07-19 2-05-08 5-01-09 5-03-10 5-10-02 QED P R OFtc , b * l y 1-00 2-05-08 11-04 y y 18-08-08 y ��5 �NG�NEF9 /o 16-01-09 2-03-12 16-04-12 y �� :9782PE 2-yr b 1 1-00 32-06 JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DDRAG . Scale: 0.1517 � BIM WARNINGS: GENERAL NOTES, unless otherwise noted: 1 -v,OREGON Off' Truss: DDRAG 1.Builder and erection contractor should be advised of all General Notes 1.This design B based only upon the parameters shown and is for an individual -9,.5 �/q RY 1 Z and Warnings before construction commences. building component.Applioabfity of design parameters and proper V 2.2,4 compression web bracing must be installed where shown e. incorporation aicomponent is the responsibildy of the Ouildirg designer. \� and.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A- 3h� V is the responsibility of the erector.Additional permanent bracing of o.c.e 2[10.o.c.respectively unless braced throughout their length by /`� DATE: 11/11/2015 the overall strut cine is the responsibility of the building designer. continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). 3.2s Impact bridging or lateral bracing required where shown 00 S E Ki5 2 6 5 2 8 4.No loadto bowing should be appliedany component until after all bong end 4.Installation of truss b the rebdi of the 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a no errosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry oontlltion'of use. EXPIRES: 12/31/2016 5.Co,npuTrushas nocontrol over and assumes noresponsibility for the 8.Designaesumesfullbeadngatallaupportashown.8himorwadgeif November 11,2015 mom fabrication,handling,shipment and installation of components. 7.Design Design ry. assumes adequate drainage is provided. E.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-5P2(1 D-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 10.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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: 190 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-05-09 6-05-09 12 12 6.00 " IIM-4x9 Q 6.00 3 m 2 o f r 1 Pr 0 C 0 1 0 M-3x4 M-3x4 y )• 1-00 12-10-08 y y ���E° PROF-4-x, �,5 NG,INEFR /O Z .� :9782PE yr JOB NAME : 17852 WESTWOOD PL2626—A HOGGANS PARK — E1 • J Scale: 0.5989 WARNINGS: GENERAL NOTES, unless othervnse noted: Co, Truss: E 1 1.Builder and erection oontracnr should be advised of all General Notes 1.This design b based only upon the parameter:shown and is for an individual "V •R EG ON O� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be instelbd where shown+, incogoretion of component is the responsibility of Me building designer. ���w 0,0 �/�� 3.Additional temporary bracing to inwae stability during consWcbonit 2.Design assumes the top and bosom chords to be laterally braced at ry �C- is the responsibility of the erector.Additional permanent bracing of 7 a.c.and at 10'o.e.respectively unbss braced throughout their length by `, DATE: 11/11/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), Aq U L R`v Me overall sbuclwe is the responsibility of the building designer. 3.lx Impact bridging or lateral bracing required where shown 0 0 SEQ. : K 15 2 6 5 2 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is be reeponsibitty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Dessiign assumes adequate drainage is provided. November 1 1,201 5 8.The design is banished subject to the limitations set font by S.Plates shall be located on both faces of truss,and placed so their center TPINWTCA in SCSI,copies of which will be Nmished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTak USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-6=(-25) 981 6-3=(0) 296 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-640) 123 6-9=(-25) 981 WEBS: 2x4 KDDF STAND 3-9=(-640) 123 - LOADING 9-5-) 0) 50 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -106/ 655V -64/ 64H 5.50" 1.05 KDDF ( 625) 12'- 10.5" -106/ 655V 0/ OH 5.50" 1.05 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.002" @ 13'- 10.5" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 10.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.032" @ 3'- 5.9" Allowed = 0.428" MAX TC PANEL TL DEFL - 0.109" @ 3'- 5.3" Allowed = 0.642" MAX HORIZ. LL DEFL = 0.004" @ 12'- 5.0" MAX HORIZ. TL DEFL = 0.007" @ 12'- 5.0" 6-05-04 6-05-04 T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 HM-4x4 D 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ( load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1°1 o © -,o , re v o 6 �o ' I CD M-3x4 M-1°5x3 M-3x4 o )' l b 6-05-04 6-05-04 y 1-00 y 12-10-09 y 1-00 y ,“...s- pROFFss Ca :9782PE -ter JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - E2 ' r Scale: 0.9109 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr, Alf 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 " ' •R E G ON �� Truss: E2 and Warnings before construction commences. building component Applicability of de ter and 2.2c4 compression web Gating must be installed where shown+, incorporation of corn sign parameters proper rpore component is Bre responsibility of the building designer. A �AJ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla b be laterally braced at �N� 'l RY �j_ is the responsibility of Me erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout Mair length by II //�� \N V ri DATE: 11/11/2015 the overeA stmmow is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). --A U L 3.ac Impact bridging or lateral bracing required where shown++ SEQ. : K15 2 6 5 3 0 4.No lad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition°of use. 5.ComWTrus has no control over and assumes no responsibility for Me 8.Design assumes full bearing at all supports shown.Shim or wedge if scary. EXPIRES: 12/31/2016 fabrication,h5fnrns,shipment to installation of etfoNtronts. 7.Design assumes adequate drainage is provided. November 11,2015 8.This design ie furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-10-08 GIRDER SUPPORTING 32-06-00 FROM 9-00-00 TO 12-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3860) 820 1- 6=( -690) 3368 6- 2=( -278) 126 BC: 2x8 KDDF SS 2- 3=(-3872) 888 6- 7=( -694) 3376 2- 7=( -162) 226 WEBS: 2x4 RIDE STAND; LOADING 3- 9=(-3856) 884 7- 8=(-1156) 5256 7- 3=( -796) 3374 2x4 OF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5=(-6142) 1382 8- 5=(-1186) 5386 7- 9=(-3422) 852 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 10.5" V 4- 8=( -889) 3808 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 381.2)+DL( 279.2)= 660.5 PLF 9'- 0.0" TO 12'- 10.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 3213.0 LBS @ 8'- 0.0" 0'- 0.0" -916/ 2040V -55/ 55H 5.50" 3.26 KDDF ( 625) J,- ( 2 ) trusses complete p required. 12'- 10.5" -1096/ 4736V 0/ OH 5.50" 7.58 KDDF ( 625) DIAGUN 2 ply with 3"x.131 GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \n/ 9" oc in 1 row(s) throughout 2x4 top chords, /n\A 7" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.036" @ 8'- 0.0" Allowed = 0.598" MAX TL CREEP DEFL = -0.109" @ 8'- 0.0" Allowed = 0.797" ** -HANGER TO TRANSFER CONC. LOAD EVENLY TO BOTH MEMBERS. MAX HORIZ. LL DEFL = -0.007" @ 12'- 5.0" MAX HORIZ. TL DEFL = 0.015" @ 12'- 5.0" 6-05-04 6-05-04 1' 1' 1' Design conforms to main windforce-resisting 5-00-04 1-05 1-05 5-00-04 system and components and cladding criteria. T T T T T 12 12 Wind: 190 mph, h=20.8ft, TCGL=4.2,BCGL=6.0, ASCE 7-10, 6.00 7' M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, s 4.0" End vertical(s) are exposed to wind, -''..7.7.7( Truss designed for wind loads in the plane of the truss only. M-3x92 lit 4th-3x6 f I ilhhii M-5x16ss.. M-5x16 kilik l MEZZO 6 7 8 t=�5 -lO M-3x4 M-1.5x3 M-3x8 M-4x12 M-3x4 )' y )' ♦3213# y y 4-10-08 1-06-12 1-06-12 7 4-10-08 ED 04- ), � PR lz-lo 08 y ���' GINEF.of 89782P 17 44, �r- --_,0 -. �►-- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - EGIRD - mg Scale: 0.4403 WARNINGS: GENERAL NOTES, unless otherwise noted: A �j�_©REGON�O> Nr .T1.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 1:44/AIRY Y 15 �eZb russ: EGIRD end Warnings before construction commences. building component Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. incorporation of component is ttw responsibility of Me briding designer. 3.Additional temporary bracing to insure stability during construction ir 2.Design assumes the tap and bottom chordstobe laterally braced at PA (�` le the responsibility of the erecter.Additional permanent bracing of 2'o.e.and at 10.e.e.respectively unbar braced throughout their length by UL `` DATE: 11/11/2015 the overall structure is he responsibility 3 y of the building designer. continuous sheathing such as plywood sheath here)and/or drywall/BC). . Impel bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 5 3 1 4.No load should be applied toIn any component until atter all bracing and 4.Installation&truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, des dsbeappliedtoan and are for'dry condition.ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK H.cam^r�anaacontelare and assumes 6.Design assumes full bearing at all supports shown.Shim or wedge i( November 11,2015 W responsibility for the mammy fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to to limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate b inches. MiTek USA.Inc./ComouTrus Software 7.6.7(111-E This design prepared from computer input by PACIFIC LUMBER: Larry M - LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-100) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -51/ 436V -24/ 115H 5.50" 0.70 KDDF ( 625) 6'- 4.5" -118/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.055" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.112" @ 3'- 4.9" Allowed = 0.430" 6-05-04 MAX BC PANEL TL DEFL = -0.159" @ 4'- 1.4" Allowed = 0.467" T T MAX HORIZ. LL DEFL = -0.001" @ 6'- 4.5" MAX HORIZ. TL DEFL = -0.001" @ 6'- 4.5" 12 6.00 G 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. C1 00 o I o V. Ei 0 2�� MEMO, -/ 0 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���'E° PR°1 �NGINE�c9 /� gc :9782PE fir" JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - EJ1 .0-4:�-- Scale: 0.5376 WARNINGS, GENERAL NOTES, unless otherwise noted: Cr, 4) 1.Budder and erection contractor should be advised wall General Notes 1.This design le based only upon the parameters shown and is for an individual 1:11/ y OREGON � Truss: EJ1 and Wammgs before construction oommences. building component Applicability of design parameters and proper :1 nQ 2.204 compression web bracing must be instated where shown+ incorporation of component is the responsibility of the building designer. 1 �-41/4y /4 y A 5 y 4"C 3.Additional temporary bracing to insure stability during consbuction 2.Design assumes the top and bottom chards to be laterally braced w R diret S o.c.and at 10'o.c.respectively unless braced throughout their length by is Sha responsibility of the erector.Additional bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L. Ck` DATE: 11/11/2015 the ohreren structure is the responsibility of the building designer. 3.2z Impact bridging or lterel bracing required where shown++ SEQ. : K 15 2 6 5 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of mans le She responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes mosses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component and are for.dry condbon•of use. 5.CompuTnre has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Ussery. EXPIRES: 12/31/2016 fabrication,handling,ed shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the!imitator.set form by S.Plates shell be located on both faces of buss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-692) 3469 9- 3=( -128) 940 6-14=( 0) 259 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2- 3=(-3986) 797 9-10=(-637) 3126 3-10=(-1017) 289 14- 7=(-906) 159 WEBS: 2x9 ROOF STAND 3- 4=(-2992) 999 10-13=(-350) 2112 10- 9=( 0) 415 7-15=( 0) 226 LOADING 4- 5=(-1648) 925 11-12=) 0) 0 4-13=( -875) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1607) 494 12-14=( -12) 81 13- 5=( -222) 1063 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1991) 471 19-15=(-378) 2062 12-13=) O) 85 TOTAL LOAD = 42.0 PSF 7- 8=(-2424) 496 15- 8=(-376) 2064 13- 6=( -497) 187 OVERHANGS: 12.0" 0.0" 13-19=( -236) 1631 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -226/ 1983V -169/ 175H 5.50" 2.37 KDDF ( 625) 32'- 6.0" -182/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.197" @ 9'- 3.9" Allowed = 1.579" MAX TL CREEP DEFL = -0.298" @ 9'- 3.9" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.086" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.143" @ 32'- 0.5" 16-03 16-03 2-09 6-08-02 6-09-14 4-11-08 5-03-10 5-11-19 Design conforms to main windforce-resisting T 1' f f ,. . . system and components and cladding criteria. 12 M-9X6 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 5 'T--,( End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-3x9 M-3x5 M-3x8 o 6 M l or'0 9 10 0 _. GMIW ens o o 2. M-5x6 M-3x9 0l lis r� is **$:1',. o o I M-3x4+ M-1.5x3 M-6x8 M-1.5x3 M-3x5 I M-3x9+ o M-5x8 ..3.00 y 12 y y y y y y yy-o5-oe6-08-02 4-07-19 2-05-08 5-01-09 5-03-10 5-10-02 9,0 PR OF4.y y ) 0NGINEFs S/X1-00 2-05-08 11-04 18-08-08 y y y ''.;17‘ (2,0„2-03-12 16-04-12 ''y y 8.782PE 1.- 32-06 • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - F6 Scale: 0.1769 , 'w WARNINGS: GENERAL NOTES, unless othervnse noted: l ��OREGON Q�' Ntco1Builder and erection ntracfor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (../(../ R Y 15 2 Q' Truss: F6 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incincorporation of component is the responsibility of Ne building designer. vl�, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced etair. ry'4 (�` S the responsibility erne erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout Iheir length by /••" ; DATE: 11/11/2015 the overall structure is the responsibility of the building designer. continuous sheathing ng such as plywood required ing(TC)and/or drywall(BC). 3.In Impact bridging or lateral bracing where shown++ SEQ. : K15 2 6 5 3 3 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any oomponent. and are for'dry condition.ofuse. EXPIRES: 12/31/2016 5.CompuTms hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports drown.Shim or wedge i( November 1 1,201 5 fabrication,handling,shipment and installation of components. Decassary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA.Inc./ComouTrus Software+7,g,g_SP1/1 Ll-E This design prepared from computer input by - PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 RIDE #1&BTR; 32-06-00 MONO HIP SETBACK 8-00-00 FROM END WALL 1- 2=( 0) 50 2-10=(-1698) 5195 3-10=( -199) 348 8-14=(-5008) 1898 2x4 RIDE #1&BTR Ti LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5987) 1931 10-11=(-2612) 7286 10- 4=) -338) 1547 19- 9-) -387) 263 BC: 2x6 KDDF #1&BTR 3- 4=(-6045) 1990 11-12=(-2763) 7556 10- 5=(-2321) 1055 WEBS: 2x4 RIDE STAND; LOADING 9- 5=(-5396) 1816 12-13=(-2396) 6979 5-11=( 0) 499 2x6 RIDE #2 A LL = 25 PSF Ground Snow (Pg) 5- 6=(-7429) 2667 13-19=(-1524) 9045 11- 6=( -182) 299 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-7121) 2584 6-12=( -769) 437 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 32'- 6.0" V TC LATERAL SUPPORT <= 12"OC. UON. 7- 8=(-9737) 1736 12- 7=( -222) 1136 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 32'- 6.0" V 8- 9=( -58) 63 7-13=(-2428) 1006 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 13- 8=( -514) 2137 NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CO- 0.0" -936/ 3303V -65/ 143H 5.50" 5.29 KDDF ( 625) 32'- 6.0" -1285/ 3968V 0/ OH 5.50" 5.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 0.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans + LATERALLY BRACE TO ROOF DIAPHRAGM VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.318" @ 17'- 3.7" Allowed = 1.579" MAX TL CREEP DEFL = -0.634" @ 17'- 3.7" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.094" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.155" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 7-11-11 29-06-05 T T T 4-00-12 3-10-15 9-05-07 9-10-10 9-10-10 9-10-10 5-05-02 T T 597.30# T T T 1' T 12 6.00 I .. M-5x12 M-7x8(S) 4 M-3x8 0.25" M-3x8 M18HS-10x16 M-3x6 5 1 6 7 8 9 ,....-4011e � Feaa p.mM-1.5x3 + + A o 0 1 <h c o F� `I c, RI 2 10 11 12 13 * 14 o M-9x10 M-9x10 M-3x4 M18H5 7x19(5) M-9x10 M-7x8 'co �EO PRQp..Sr, y y y y i, y ��`� �NGIN9 a 7-04-12 6-03 6-01-04 6-01-04 6-07-12 GV 1-00 32-06 y �' 89782PE 91.- • JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - FHlScale: 0.1884 IN ``3 WARNINGS: GENERAL NOTES, unkind otherwise noted: OREGON 1Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual . 15' 14Z/ A y Truss: FH 1 and VWminga before cormWcdon commences. building component.Applicability of design parameters and proper R Al 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` is the responsibility of the erector.Additional permanent bracing of s on.and at 10'o.c.respectively unless braced throughout their length by coF'q �.. R continuous sheathing such as plywood neathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : K 15 2 6 5 3 4 4.No bed should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respectve contractor. 12/31/2016 G/\7//y testenen are complete and et no time should any bads greater Bse an 5.Design assumes truss are to be used in a noncorrosive environment, EXPIRES: 1 1/201 TRANS I D: LINK design loads be applied to any component. and are for'Wry condition.of use. umes 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assfull bearing at all supports shown.Shim or wedge if weary. November 11,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINVICA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plata in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-729) 2090 3- 9=( -180) 196 12- 8=(-162) 91 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2395) 561 9-10=(-652) 2262 9- 9=( -79) 613 WEBS: 2x9 ROOF STAND 3- 9=(-2152) 479 10-11=(-580) 2079 9- 5=( -522) 180 LOADING 4- 5-(-1865) 969 11-12=)-403) 1380 5-10=( -78) 121 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2239) 560 10- 6=( -45) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1656) 929 6-11=) -676) 236 TOTAL LOAD= 92.0 PSF 7- 8=( -75) 85 11- 7-( -86) 757 7-12=)-1786) 463 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -207/ 1490V -85/ 188H 5.50" 2.38 KDDF ( 625) OVERHANGS: 12.0" 0.0" 32'- 6.0" -167/ 1358V 0/ OH 5.50" 2.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.119" @ 15'- 3.2" Allowed = 1.579" MAX TL CREEP DEFL = -0.239" @ 15'- 3.2" Allowed - 2.106" MAX HORIZ. LL DEFL = 0.097" @ 32'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 32'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 9-11-11 22-06-05 T T '1 5-01-08 4-10-03 5-03-09 5-06-12 5-06-12 6-01-04 T T T T 1' T T 12 6.00 M-4x6 M-5x6(5) M-3x4 0,25" =M-4x4 M-1.5x3 5 k 6 7 8 -/ M-1.5x3 3 + O I O O I ,n O of 2 M-3x5 M-3x8 0.25io 11 *Q2 PR M-5x6(S) M-3x9 =M-4x9 �C�ED OFFss * * * * * ��N' 0GINE F9 ia2 y y 9-06-12 7-06-12 7-05 7-11-08 y 1-00 32-06 :9782PE 'Sr JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH2 v J Si Scale: 0.1863 -• v WARNINGS: GENERAL NOTES, unless°thorwise noted: /f �j�_ REG©N�O� 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 _ 4 VCC0- Truss: FH29i9 qpY 1'S and Warnings before consbuelion commences. building component.Applicability of design peremetere and proper 2.D4 compression web bracing must be installed where shown r. incorporation of component is the responsibility of the building designer, J 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top end bottom chords to be laterally braced e[ /1� C�` is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"� `` DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridgingcontnuous org such as brpal plywood required sows+drywall(Bc). SEQ. : Ki5 2 6 5 3 5 4.No load should be applied Si any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes 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. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. sssry. November 11,2015 7.Plates assumes ca ed onboth drainageis provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be toasted on both faces of buss,and placed ss their center TPIIW CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9..Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.8.7-SP2f1 Ll-E This design prepared from computer input by s PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2-10=(-797) 2040 3-10=( -180) 171 BC: 2x9 /CODE #1&BTR SPACED 24.0" O.C. 2- 3=(-2395) 655 10-11=(-746) 2262 10- 9=( -66) 613 WEBS: 2x9 RIDE STAND 3- 9=(-2152) 583 11-12=(-637) 2079 10- 6-( -522) 175 LOADING 4- 5=( 0) 0 12-13=(-433) 1380 6-11=( -78) 155 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6=(-1865) 553 11- 7=( -89) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2234) 637 7-12=( -676) 264 TOTAL LOAD= 92.0 PSF 7- 8=(-1656) 462 12- 8=( -110) 757 8- 9=( -75) 85 8-13=(-1786) 502 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 9=( -162) 91 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -251/ 1490V -84/ 188H 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 6.0" -190/ 1358V 0/ OH 5.50" 2.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 15'- 3.2" Allowed = 1.579" MAX TL CREEP DEFL = -0.239" @ 15'- 3.2" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.097" @ 32'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 32'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11-11-11 End vertical(s) are exposed to wind, 20 06-05 Truss designed for wind loads f n the plane of the truss only. 5-01-08 9-07 2-03-03 3-03-09 5-06-12 5-06-12 6-01-09 1' T T T f 1' 1' 1' 10-00 T , s 12 M-9x6 M-5x6(5) 6.0o p M-3x9 /0.12\1.5„ --M-9x9 M-1.5x3 6 7 8 9 M-1.5x3 3 + o 1 O O 1 N O I tax m eM o M-3x5 M-3x8 0.2510 '1 '1 12 13* I M-5x6(S) M-3x4 -M-9x9 ��9,0 PR 0 -4..,t.9 y ), ), y y ��5 0AGINEfiR /O 9-06-12 7-06-12 7-05 7-11-08 k i-oo 32-06 y J 89782PE ter' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH3 - • Scale: 0.1863 WARNINGS: GENERAL NOTES, unless otherwise noted: 14 OREGON�O� Trus s FH 3 1.Builder and erection contrec or should be advised of all General Nobs rnte design s woad only upon he pars eebrs mown and is or en individual 1/51, �VC/J,A^v -‘5 G ��� • and Warnings before construction commences. building component.Applicability of design parameters and proper 7 l F r :7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporarystability g construction 2.Design assumes the top and whom chords n w laterally braced at ^A U L n bracing to insure stabil' duan 2'o.c.and at ea o.c.respectively unless braced throughout their length by /". is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryeall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ. : K15 2 6 5 3 6 4.Na bad should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a nonconosive environment, TRANS ID: LINK deegnleedewappiedtoanycomponem. and are for'drycondition'.of use. EXPIRES: 12/31/2016 5.Co Trus has no control over and assumes no re 6.Design assumes Lull bearing at all supporta shown.Shim or wedge B November 11,2015 mWresponsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of wffi h will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MITek USA.Inc./ComouTrus Software 7.6.7-SP2(1Ll-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8=(-399) 2040 8- 3=( 0) 297 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2398) 514 8- 9=(-901) 2036 3- 9=(-582) 208 WEBS: 2x9 ROOF STAND; 3- 4=(-1805) 473 9-10=(-212) 1520 9- 9=) -44) 406 2x9 DF STAND A LOADING 4- 5=(-1522) 472 10-11=(-393) 2039 9- 5=( -92) 97 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1814) 479 11- 7=(-391) 2042 5-10-) -39) 452 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2900) 518 10- 6=)-581) 207 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 6-11-) 0) 295 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1483V -142/ 1988 5.50" 2.37 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 6.0" -173/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. JT 7: Heel to plate corner = 4.50" VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.112" @ 18'- 6.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.219" @ 18'- 6.0" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.097" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-11-11 4-06-10 13-11-11 Truss designed for wind loads f f f f in the plane of the truss only. 7-03-04 6-08-07 4-06-10 6-08-07 7-03-04 T T T T T 1 12 12 6.00 M-4x6 -:".-14-6x6 Q 6.00 9 5 M-3x4 M-3x4 3 r +, 1 ro O A o o z 8 90.25" 10 11 o M-3x5 M-1.5x3 M-3x4 M-1.5x3 M-3x6 * 7 P R o M 5x8(S) ��5D OFFss 1, 1, 1, 1, 1, 1, ��5 (c.NG�NEER /� 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 /L J' 32-06 )' Q< 89782PE mss' .�� *. • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH4 - Scale: 0.1910 WARNINGS: GENERAL NOTES, unless otherwise noted: I . ��OREGON�O� ,.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the perememre shown and is for an individual '�/� C//q Y 15 ��Q,,. Truss: FH4 and N4 n ngs be o e coretructbn comnroncea. building component.Applicability of design parameters and proper Ii/ 2.2c4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional tem tyduring construction 2.Design assumes the cop and bottom chards to be laterally braced at /'A U L R temporary bracing to insure srabil' o G o.c.and at, o.c.respectively unless braced throughout their length by N the responsibility of the erector. permanent Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. a 2z Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 65 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, de' loads bea ed to an and are for•dry condition.ofusa. EXPIRES: 12/31/2016 TRANS ID: LINK 81g" applied ycom assn, 6.Design assumesrwlbearingatallsupporleahown.Shimorwedgeif November 11,2015 nece5.CompuTrus has no control over and assumes no responsibility for the spry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint canter lines. D Digits indicate size of plate in inches. MiTek USA.Inc./ComnuTrus Software 7.6.7-SP2(71_1-E This design prepared from computer input by ` PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-896) 3435 12- 3=(-169) 929 18-10=(-657) 218 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3954) 977 12-13=(-776) 3096 3-13=(-935) 281 10-19=) 0) 324 WEBS: 2x9 KDDF STAND; 3- 4=(-2492) 658 13-15=(-499) 2165 13- 9=) 0) 356 2x9 DF STAND A LOADING 4- 5=(-1824) 599 19-17=( 0) 0 4-15=(-728) 220 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=(-319) 1551 15- 5=(-148) 529 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1545) 582 17-18=( -10) 38 15- 7=( -91) 97 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1597) 586 18-19=(-470) 2022 7-16=( -98) 80 8- 9=( 0) 0 19-11=(-968) 2025 17-16=( -31) 0 LL = 25 PSF Ground Snow (Pg) 9-10=(-1727) 571 16- 9=(-169) 497 NOTE: 204 BRACING AT 24"01 UON. FOR 10-11=(-2383) 613 16-18=(-285) 1472 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-18=( -19) 199 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -254/ 1483V -152/ 159H 5.50" 2.37 KDDF ( 625) 32'- 6.0" -211/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) JT 11: Heel to plate corner = 4.50" ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 0-05-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' MAX LL DEFL = -0.139" @ 8'- 7.0" Allowed = 1.579" 0-01-09 MAX TL CREEP DEFL = -0.279" @ 8'- 7.0" Allowed = 2.106" fr 15-11-11 0-06-10 15-11-11 MAX HORIZ. LL DEFL = 0.083" @ 32'- 0.5" 1' '''' 1' MAX HORIZ. TL DEFL = 0.138" @ 32'- 0.5" 2-09 5-11-12 5-11-12 1-03-03 6-11-04 7-09-04 T T T 1' �iy 1' T 12 M-3x4 -03- 3 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 p M-4x6 6 8 Z.-M-6x6 Q 6.00 5 7 11411114*.p Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3X9 in the plane of the truss only. 4 ,M-3x4 M-3x5 3 c5 M-3x8 y I o �a `T ICS A o -,, !� t2 13 0 .".".-17-474 ^� o M-5x6 M-3x9 0l 14 17 1e 19 * o of M-3x9+ M-3x8 M-4x8 M-1.5x3 M-3x6 *11 0l M-3x9+ M-5x8 - 3.00 M-1.5x3 12 * b * 0-g9 409 1f08-0 l l y �-05-08y 5-11-12 5-04-04 y1-08-04 6-11-04 7-07-08 y ���ED PROPto 1-00 2-05-08 11-09 y y 18-08-08 ,I• VNGINEFR /g J' y 16-01-04 2-03-12 16-04-12 ,, �� 2 1-00 32-06 9782PE �r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH5 `''/ Scale: 0.1660 V :;7 WARNINGS: GENERAL NOTES, unless otherwise noted: �f '74y OREGON Ot Nr- Truss:• FH5• ,.Builder and erection conbacorshould headvised ofetiGeneral Nobs This design rebased only upon the parameters shown and isfor anindidual y�Y(�q�Y 5 2 �. and Warnings before conseucton commences. building component.Applicability of design parameters and proper �� 2.204 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. `3.Additional temporary bracing to insure stability during consbuction 2.Design assumes the top and bottom chords to he laterally braced at 1'A U L rl is the responsibility 77 o.c.and at,0'o.c.respectively unless brand throughout their length by sponsi ply of the erecter.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC) drywall(BC). DATE: 11/11/2015 the over.sbucbxe is the responsibility of the balding designer. 3.2z Impact bridginglateral pe or bracing required where shown++ SEQ.: K 15 2 6 5 3 8 4.No load onoula be applied to any component enol after at bracing and 4.Installation of bogie a the responsibility of the respective contractor. fasteners are compete and at no time should any loads greaterthan 5.Design assumes busses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 des' loads be applied to an M. and are for"dry condition"of use. TRANS ID: LINK 5.Compwlrrushasnocontrolove anpassurnesnoresponsibilityforthe 6.Design asaumearunbearing atanst,ppartasnown.Shim arwaagair November 11,2015 fabrication,handing,shipment and installation of components, essry. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of truss,and planed so their center TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L,-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 e IC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-6=(-88) 703 6-3=(0) 280 BC: 204 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-808) 153 6-4=(-88) 703 WEBS: 2x4 KDDF STAND 3-4=(-808) 153 LOADING 4-5=) 0) 36 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 618V -24/ 24H 3.50" 0.99 KDDF ( 625) 12'- 0.0" -80/ 618V 0/ OH 3.50" 0.99 KDDF ( 625) M-1.5x9 or equal at n -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon)n REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.018" @ 6'- 0.0" Allowed = 0.571" REFER TO COMPUTRUS STANDARD MAX TL CREEP DEFL = -0.039" @ 6'- 0.0" Allowed = 0.761" GABLE END DETAIL FOR DETAILS MAX LL DEFL = 0.002" @ 13'- 0.0" Allowed = 0.100" NOT SHOWN. MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.006" @ 11'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 11'- 8.5" 6-00 6-00 T f '1 Design conforms to main windforce-resisting 6-00 7-00 system and components and cladding criteria. T T T Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4.00 load duration factor=l.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" M-3x53 ,fes M-3x5 Truss :I ::; h esifor 4x2 outlookers. 2x4 let-ins GOAA 44144 - of thesamraastural topt h of let- nt be cut with care and are permissible at inlet board areas only. M-3x5 1 1 M-3x5 ti 2 O A 4 �ti rl t _ �� rn O 5 S -/0 0 M-3x4 M-1.5x3 M-3x4 O b 1 l 6-00 6-00 Q,0D PR OFF y l-00 y 12-00 y 1-00 y �C?\03\ NGINE&.•6'ia2. :9782PE -9f JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - G1 r rNI Scale: 0.4307 V WARNINGS: GENERAL NOTES, unless°tMrvns°noted: 1j}_ •R EG ON 2'� �„ 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 �L1_YUq RY 15 Z �. Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters end proper T _4 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ot 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at PA y U L (;. is the responsibility of the erecter.Additional permanent bracing of o.c.and at oe0.c.o.respectively unless braced throughout their length by /"f� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. a a Impact bridging or lateral bracing required where shown++ SEQ. : K1526539 4.No lad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 design loads be applied to any component. and are for'dry condition.of use. TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the fie Design ayeeumesfull bearing at all supports shown.Shim or wedge if November 11,2015 mumm febrketion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of bum.and placed so their center TPIANICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(113-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-88) 703 6-3=(0) 280 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-808) 153 6-4=(-88) 703 WEBS: 2x4 KDDF STAND 3-9=(-806) 153 • LOADING 4-5=( 0) 36 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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" -80/ 618V -24/ 24H 3.50" 0.99 KDDF ( 625) 12'- 0.0" -80/ 618V 0/ OH 3.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.018" @ 6'- 0.0" Allowed = 0.571" MAX TL CREEP DEFL = -0.039" @ 6'- 0.0" Allowed = 0.761" MAX LL DEFL = 0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.006" @ 11'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 11'- 8.5" 6-00 6-00 Design conforms to main windforce-resisting T 'r T system and components and cladding criteria. 12 12 4.00 17 Q 4.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor-1.6, 4.0" Truss designed for wind loads 3 in the plane of the truss only. I I I I'' 3.0" ul 2Lo o 1 \ �o I 6 0 0 M-3x4 M-1.5x3 M-3x4 )' 1 )' 6-00 6-00 y 1-00 b 12-00 y l-0o y ���Ep PRO�t.�,, 0�GINE'Fq /O �c, 2 `� 8.782PE 9f' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - G2 Scale: 0.4557 .� • a• WARNINGS: GENERAL NOTES, unless otherwise noted: 4.4.4OREGON 4'0^ 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shows and is for an individual *-• .Truss: Truss: G 2 end Wamings before construction commences. building component.Applicability of design parameters and proper '9 2.244 compression web bracing must be installed where shown i. incorporation of 2.Design assumes the top and bottom chords to be laterally braced at 1:9 is R Y 15 2 �2� ncorporatcomponent is the responsibility of the building designer. 3.Additional temporary bracingtors insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T le the responsibility of the erecter.Additional permanent bracing of p continuous sheathing such as plywood sheabing(TC)and/or dryvrall(BC). va /y Q U L �� DATE: 11/21/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ SEQ. : K 15 2 6 5 4 0 4.No bad shoud be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are b be used in a noncorrosive environment TRANS design loads be applied to an and are for'dry condition"of use. ID: LINK egnppb ycomponent. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTne has no control over and assumes no responsibility for the awry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 11,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in BIS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(0) 61 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" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL - 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" T 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h-19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 v 11"1°1"41 I M , C ,r I I c ��9 M-3x9 y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 y cD '00`c° PRop NGINEfi9 �� 89782PE yr -.... JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J1 Scale: 0.6001 , v/�Y��C'�f\• _ WARNINGS: GENERAL NOTES, unless otherwise noted: J 40 Truss: J1 1.Builder end erection contractor should be advised of all General Notes 1.Thbdesign isbased only upon Meparameters shown and isfor anindividual "V OREGON �� and Warnings before consbuction commences, building component Applicability of design parameters and proper 2.914 compression web bracing must be installed where shown+. incorporation of component is the responsibility of 8s building designer. 3.Addition°'temporary bracing to insure mobility during construction 2.Design assumes the top and bottom chords to be laterally braced at •"9R &q �, Fj `Z �Q`� is the responsibility of to erector.Additional pemsnent bracing of 7 o.c.and at 1d o.c.respectively unbse braced throughout their bnglh by L h (� DATE: 11/11/2015 the overall structure is he responsibility continuous sheathing such as plywood required where shown and/or tlrywall(BC). i I rA U \`` dy of the building designer. 3.9t Impact bridging or labra'bracing shown++ SEQ. : 1<152 65 41 4.No bad should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. fasteners are compote end 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 are or"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing all supports shown.shim or wedge EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7ry. 6.This design isfurnished subject totelimitations set forthby 6.Designshall bel°teedobothfassoo boss,an November 11,2015 8.Plates located on both bees of Wes,and placed so their center TPINVECA in SCSI,copbs of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M w LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N O /- C RIO 0 1 2�� �4 M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y �� 2 89782PE �I" JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J2 • • Scale: 0.5751 -'t 7 WARNINGS: GENERAL NOTES, unless othervnss noted Truss: J2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters drown and is for an individual Cr/ OREGON ,y end VW mings before construction commences. building component.Applicability of design parameters and proper Q` 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �� �� 2 �` 3.Additional tem ng stability g oansbuetion 2.Design assumes the top and bottom chords to be laterally braced at temporary brad b insure stabil' during 7 o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aq U L A`4 DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.Zr impact bridging or labral bracing required where shown++ SEQ. : 1<152 6 5 4 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor 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 I D: LINK design loads be applied to any component. and are for'dry condmon•of use. • 5.CompuTrus has no control over end assumes no responsibility ler the 8.Design assumes full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center November 11,2015 TPl,WICA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see E56-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 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" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed - 0.467" T f MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. c 0 o ,,- 1 a o , 0 1 2 1, M-3x9 ). > y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 ' 8-00 .<<Y',ENa P R 0FFss � G1NEfi9 /O 2 :9782PE -9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J3 • Scale: . Scale: 0.5501 4) WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection coMnctsr should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J3 and Warnings before construction commences. building oomponeM.Applicability of design parameters and proper Q 2.2t4 compression web bracing must be installed where shown r. incorporation of component ie the responsibility oftne building designer. -T Alp)/ R Y A 5 ` ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 on.and at 10 o.c.respectively unless braced throughout their length byit DATE: 11/21/2015 the overall structure is the responsibility of the budding designer. continuousxIpactsheathing ater as acing rplywooe airedsheather shown anmor drysan(ec>. F'A U L R 4.lc Impaotbridging Of iethemebracingtiyofthe,espe c ++ SEQ. : K 15 2 65 4 3 4.No bad should be applied a any component until after all bracing and 4.Installation of trues is the resporreibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nuns onosive environment, de' ds be applied an and arebr'dry condition'of use. TRANS ID: LINK agnea ppi erandanent. B.Design assumes full bearing at all supportsshown.5himerwedgeif EXPIRES: 12/31/2016 5.CumWTrus has no control over and assumes no responsibility for the casssry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the limnaruns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-127) 92 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -99/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" 8 4'- 9.1" Allowed = 0.599" MAX TC PANEL TL DEFL - -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" 9 7'- 10.9" fMAX HORIZ. TL DEFL - -0.001" 9 7'- 10.9" 3 -i 12 Design conforms to main windforce-resisting 6.00 ' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 M o /- I Ma o s I 1 2 MM 4 MM -/ 0 M-3x4 J' 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 <�� �c�,Eo PR°Fess G1NE•FR /O 44/`.- 89782PE v1-- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J4 Scale: 0.5126 , Cf..? WARNINGS: GENERAL NOTES, unless otherwise noted: "•9 OREGON �40 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 Truss: J4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the bidding tar. �1R vq p A 5 2° �`�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fiords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of Y o.c.and et 10'o.c.respectively unties braced throughoutd/sr drir brgM by DATE: 11/11/2015 the overeti abucWre is the responsibility of the building designer. conhnuous bridgisheathng sr such as plywood required sheathing(TC)shown drywall(BC). � PAUL Q` 3.In Impact ltdgirg or lateral bracing where mown++ SEQ.: Ki5 2 6 5 4 4 4.No load should be applied to any component until after all!mooing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes busses ars to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for e 6.Design assumes full bearing at all supports shown.Shim or wedge if thEXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. necoaeary. 7.Design shall b b adequateoaondrainage is provided. November 11,2015 6.This dean,is famished subject to the limitations set fortyen S.Plates shell be located both tacos of trues,and placed no their center TPI/W1CA in SCSI,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits indicate size of date i^inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector date design values see ESR-1311,ESR-1938(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M . LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX BORIZ. LL DEFL = -0.002" 9 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 0Design conforms to main windforce-resisting 6.00 9 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Ln rn o f- c o /- 1 2=I. � 5�� -/ I 0 M-3x4 J‘ 1-00 y 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,9 y ' 1-11-11 y ��_,ED P R OFE,s• ENGIN �9 s iO 2 ct 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J5 •• Scale: 0.4500 `,-,/f WARNINGS: GENERAL NOTES, unless otherwise noted: t.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 `I OREGON �� Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper1 . O 2.2x4 compression web bracing must be instelted where shown•. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1,0 �'1 RY 1 L�`- 2 tG is the responsibility of the erector.Additional permanent bracing of 2'o.n,and at to'pc.respectively unless braced throughout their length by /'� J DATE: 11/11/2015 the overall structure is the responsibility of the bond3. rs building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'"'A U L 2,Impact bridging or lateral bracing required where shown a a SEQ. : El5 2 6 5 4 5 4.No load should be applied to any component until after all bracing and 4.Instegaton of truss is the responsibility of the respective contractor fasteners are complete and at no lima should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, des' loads be applied to an and are fur'dry condition'of use. TRANS ID: LINK gra pwi ycomponent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2016 fabrication,handling,edsubjntand inatellationofcomponents. 7.Design nshallassumes adequate drainage isprovided. November 11,2015 6.This design W furnished subject to the limtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINufCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry 14 . LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-4-) -90) 38 e 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 DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -95/ 202H 5.50" 0.71 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -204/ 968V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net 5 I g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL - -0.002" @ 11'- 10.9" 4 -V Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h-22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 0 M 7„ 12 O Jl�� 1 2�� 5�� 0 M-3x4 y 1-00 y 8-00 PROVIDE FULL BEARINGyJts :2,5,3,43-11-11 y \c;\- G INI -‘,, 89782PE �� JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J6 „`��. --� . - Scale: 0.3858 MillWARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and erection contractor should be advised of all General Notes 1.Thsi design is based only upon the parameters shown and is for an indioidual Cu." OREGON �� Truss: J6 and Warnings before construction commences. building component Applicability of design parameters and proper (�Q 2.2x4 compression web bracing must be installed where shown+. irhcoryorotton of component is the responsibility of the building designer. 17,9y ^f y A` (I /�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 'l :J ,s iii." is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unbss braced throughout(heir length by DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 2x Impact sheathing or etch as plywood tiredslwatn ere s and/or drywall(BC). AA 9N 3.In Impact bridging or iteral Mating required where shown++ A UL SEQ. : K 15 2 6 5 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of Cuss is Me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK designloads be applied to any component. and are for"dry condition"of use. 5.ComTrus has no control over and assumes no re 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 responsibility for the ssary fabrication,handling.shipment and inetellatian of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to Che limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.8.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-230) 139 3-4-) -93) 37 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -29) 28 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -53/ 235H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -205/ 469V 0/ OH 1.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.2" -70/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) 13'- 11.7" -27/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.146" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.201" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" 5 -! MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" y Design conforms to main windforce-resisting system and components and cladding criteria. I 12 �( Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 O 2- 20 O O 1 2 6.- , I o M-3x4 y 1-00 y 8-00 y 5-11-11 y (�c3'�<' N EF`sS4O (PROVIDE FULL BEARING;Jts:2,6,3,4,5 `'F-. 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J7 .. ,__,„,e!---. --•• ► - • Scale: 0.3450 allil WARNINGS: GENERAL NOTES, unless otherwise noted: Co' Truss: J7 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 A -v4_OREGON p�� end Warnings before construction commences. building component.Applicability of design parameters and proper (� •{r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during oonsbuclion 2.Design assumes the top end bottom chords to be laterally braced et 9� ifl R Y ', _\� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1G o.e.respectively unless braced throughoutd/or dtr length by / ` continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). PA U L DATE: 11/11/2015 the overall structure is Me responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ. : K 15 2 6 5 4 7 4.No load should be applied t any component until after all bracing and 4.Installation of Muss is Me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes bines are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition"of use. " 5.ComWTruahas no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. `°7. go as EXPIRES: 12/31/2016 • g"°°° °°adequate odonbothfaoa s pro November 11,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. Boas coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP20 L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-268) 141 3-4=(-139) 52 a TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -63) 46 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -61/ 269H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 91V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -202/ 450V 0/ OH 1.50" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.2" -112/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) 15'- 11.7" -55/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.150" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.206" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" ° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 it Truss designed for wind loads in the plane of the truss only. 3 0 0 ,I W rel O �= 6�z� � p 1 2 O M-3x4 G y1-00), 8-00 ), 7-11-11 k f,�, 0..NGI E' ,s/,, IPROVIDE FULL BEARING;Jts:2,6,3,4,5 I `,v ,7 /� v 89782PE 1"-- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J8 �� '-� ' • Scale: 0.3082 lal WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor should be advised of al General Notes 1.Ohs design is based only upon the parameters shown and b for an individual �/ 14_OR EG O N O� Truss: J8 and Warnings before conseudion commences. building component.Applicability of design parameters and proper (' •y (� 2.2x4 compression web bracing must be installed where sloven+. incorporation of component is the responsibility of the building designer. 9� �4/F y A 5 V <$ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced et �l is the responsibility of the erector.Additional pannanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by /L DATE: 11/11/2015 Me 05era1 strucMe is the responsibility of the building designer. continuous mpostsheathing or such as plywood requiredsiwhere s and/or drywall(SC). PA �` 3.in Impact bodging or lateral bracing where shown ha UL SEQ.: Ki5 2 6 5 4 8 4.No bad should be applied to any component until after all bracing and 4.Installation of toss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a eon-corrosive environment, TRANS I D: LINK design loads be applied to any component. dna are br'dry conditionof use. 5.CompuTrus hes no control over end assumesnoresponsibility far Me 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:(RES: 1G//31/G V 2 �''01 6 fabrication,handling,shipment and installation of components. psnry 7.Design assumes adequate dranageispro"bed. November 11,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CorllpuTrus Software 7.6.7SP2(1 L)-E 1G For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M 0, LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.0" '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 24.0" 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: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications. 6-08 6-08 -r '( T 12 12 6.00 p I IM-4x4 Q 6.00 3 r1 co O '- O I - - a OI 1 ///////////////////////////////////////////////////////////////////////////////////////////////////////// 5 1 O O M-3x4 M-3x4 y y l y 1-00 13-04 as CS(' 'R OFFS ,� �NG�NEFR s/0* 89782PE r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - K1 . : `/ • Scale: 0.5953 / ^ WARNINGS: GENERAL NOTES, unless otherwise noted: V ` ,_J 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 7,. OREGON Z� Truss: K1 end Warnings before construction commences. building component.Applicability of design parameters end proper "4/ �' 2.2z4 compression web bracing must be installed where shown a, incorporation of component is me responsibility of me building designer. 1:9LI p y A G 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at 'l J is the responsibility f the erecter.Additions)permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout r drr length by o continuous sheathing such as plywood ng(TC)and/or drywall(BC). PA U 1 n DATE: 11/11/2015 me overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown a a 1.. S E Ki5 2 6 5 4 9 4.No Had should be applied tomu any component until after all bracing and 4.Installation of ss Mme responsibility of the respective contractor.4'' fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non.orrosive environment design loads be applied teeny component are for'dry condition'of use. TRANS ID: LINK 5.CompuTrus has nocontrol ovverand assumes noresponsibility for the 8.Design ullbearigatellsupportss own.Shim or wedge i( EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. T.Design assumes adequate drainage is provied. November 11,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of teres,and placed so their center TPIIW1CA in BCS:,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of date in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector obits design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-74) 434 5-3=( 0) 242 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-587) 114 5-6-(-27) 45 5-4-( -47) 394 WEBS: 2x4 KDDF STAND 3-9=(-558) 136 9-6-(-459) 172 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -84/ 632V -59/ 77H 3.50" 1.01 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 0.0" -59/ 497V 0/ OH 5.50" 0.80 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 5.7" Allowed - 0.446" MAX TC PANEL TL DEFL = 0.197" @ 3'- 5.7" Allowed - 0.668" MAX HORIZ. LL DEFL = 0.002" @ 11'- 10.3" MAX HORIZ. TL DEFL - 0.004" @ 11'- 10.3" 6-08 5-04 T f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p IIM-4x4 Q 6.00 Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 3 load duration factor=1.6, IMilliii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 sillsi_ 9 -/ �, o 1 ►� 5 6 M-3x4 M-3x4 M-1.5x3 .1 b 3. 6-09-12 5-02-04 y 1-00 y 12-00 y „(.�SQED I U1 U/ 2 + , mac;,' N.,.‘ 4%4? /04. :9782PE f JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - K2 Scale: 0.9909 . / WARNINGS: GENERAL NOTES, unless otherwise noted: T✓ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and is for an individual •R EG O N �"`' Truss K2 and Waminga before construction commences. wilding component,Applicability des gra pare -9+metere and proper /. h A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is responsibility of the wilding designer. 1:4? Ll R Y Ab V �(� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fiords b be laterally braced etNit 'l is the responsibility of the erector.Additional permanent bracing of 7 a.c.end et 10'o.c.respectively unbar braced throughout heir length by /�a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /"' i UL �� DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE Ki5 2 6 5 5 0 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fastanere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. 6 and for"dry condition..°�t ail supports shown.shim or wed f 5.CompuTrus has no control over and assumes no responsibility for he Design ° ^�a �'° EXPIRES: 12/31/2016 fabrieaion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the timitetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDc/CORIpuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -11) 90 1-5=(-65) 363 1-2=(-547) 95 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-470) 128 5-6=(-26) 90 5-3=( 0) 219 WEBS: 2x4 KDDF STAND; 3-4=(-979) 125 5-9=( -39) 327 2x6 KDDF #2 A LOADING 4-6=(-913) 166 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -58/ 981V -51/ 66H 5.50" 0.77 KDDF ( 625) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 11'- 1.5" -54/ 453V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans !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/290, TL=L/180 MAX LL DEFL = 0.052" @ 1'- 7.9" Allowed = 0.510" MAX TL DEFL = 0.058" @ 1'- 7.9" Allowed = 0.681" MAX HORIZ. LL DEFL = 0.002" @ 10'- 11.8" 5-09-08 5-04 MAX HORIZ. TL DEFL = 0.003" @ 10'- 11.8" f T 1-09-14 3-11-10 5-04 Design conforms to main windforce-resisting 1' T 4' T system and components and cladding criteria. 12 12 6.00 Q 6.00 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 f„,r Truss designed for wind loads Iniin the plane of the truss only. M-3x4 z M-3x4 . 11-00. 1iJi M-3x8 M-3x4 M-1.5x3 )' l l 5-11-04 5-02-04 y 11-01-08 y .,;i,9.0 PROPee,, �`5 GIN4-„/'JEER /0 444 ct 8.782PE -9r • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - K3 ".',e. • . Scale: 0.4490 ,� ' a. WARNINGS: GENERAL NOTES, unless otherwise noted: 43 a" h OREGON 1Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual O . .Truss: K3 and Warnings before construction commences. building component.pone .Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown*. incoryoretion of component is the responsibility of tire budding tlesigner. 0,‘'s3.Additional temporary bracing b insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 9 � ,9 4 R y 1 y 2 is the permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by responsibility of the erector.Additional continuous shoed/hog such as plywood sheathingiTC)and/or drywall(BC). Aq U L Q DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ. : K 15 2 6 5 51 4.Ne bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Com True has no control over and assumes no responsibility for the 8.Design assumes full hearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necassary. 7.Design assumes adequate drainage laprovided. November 11,2015 6.This design is furnished subject to be limitations set forth by 8.Platm Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digit indicate size of pat in inches. MiTek USA,IDCICompuTNS Software 7.8.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg( in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 12 M-1x2 or equal typical at stud verticals. 6.00 F7,BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 3 —/ 0 ,i 0 M O 9 M-3x4 1 b ), 1-00 5-06 PR°-<(-‘1%°) Ess(- NGF9 / � 2f 11c 89782PE <-- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L1 . Scale: 0.7293IOWWARNINGS: GENERAL NOTES, unless otherwise noted: /•/ V / 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7^_OREGON bs. Truss: Ll and Warnings before construction commences. building component Applicability of design parameters and proper 'Y/ 2O Cr 2.gra compression web bracing must be installed where shown+. incorporation of component b tie responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at �A q y 5 JG. is the responsibility of the erecter.Additional permanent bracing of 7 o.e.and at id o.e.respectively unless breed throughout their length by I V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1'A UL �` DATE: 11/11/2015 the overall sbudure is the responsibility of the building designer. 3.Zr Impact badging or lateral bracing required where shown++ SEQ. : K 15 2 6 5 5 2 4.No load should be applied to any component until afar all bracing and 4.Installation of buss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if cossary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 1 1,201 5 8.This design is furnished subject to the limtatons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMWICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1 L-E 9.Digits indicate size of lfla, in inches. P ( ) 1.Forbasiccote size plate designvalues sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-53) 72 3-5=(-169) 164 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 99 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 > LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 376V -37/ 98H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.0" -26/ 223V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 2'- 11.6" Allowed = 0.335" MAX TC PANEL TL DEFL = -0.061" @ 2'- 9.5" Allowed = 0.503" 5-02-04 0-03-12 f ' ' MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" 12 6.00 M-1.5x34 conforms to main windforce-resisting 9 -/ system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rt 0 , I oill< MI MI oolla-INI7- I 1 2 f ►� ►1 5 'i o M-3x4 M-1.5x3 5-02-04 0-03-12 1 b l 1-00 5-06 ,,S���NG 89782PE iP EFq`r�o 2 �� - JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L2 0 Scale: 0.5422 '',r.. 111111/ INARMNGIC 1,Builder and erection contractor should be advised of at General Notes 1,Thisndesign is based only upon the parameters shown and is for an individual v ,••• Truss: L2 and Warnings before construction commences. building componen.Applicability ofdesign parameters and proper S 9'1/4 OREGON Q' 2.204 compression web bracing must be instated where shown+, incorporetion of component is Me responsibility of the building designer. -e7 /1 ` G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 'l y J 7 is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.e.respectively unless lengthbraced throughout their lengthby mnhomuseheathing such as plywoodaheathing(TC)andordrywell(BC). PA UL a� Ck` DATE: 11/11/2015 the overall stub sure is the responsibility of the building designer. 3.2x Impact bridging or taterel bracing required where shown++ SEQ. : Ki5 2 6 5 5 3 4.No Had should be applied to any component until after all bracing and 4.Installation of Muss is the responsibility of the respective contractor. fasteners are complete and at m time should any loads greater than 5.Design assumes Musses are to be used in a non-corrosive environment TRANS ID: LINK design leads be applied to any component. and are for"dry mndidon•of use. 5.CompuTns has no control over and assumes no responsibility for the8.Design assumes fill bearing at all supporta shown.Shim or wedge d EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 8.This design is famished subject to the limitatons set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPINNfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MITek USA,Inc.iCompuTrus Software 7.6.7(1 D-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-62) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG 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" -52/ 318V -11/ 69H 5.50" 0.51 KDDF ( 625) 3'- 3.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.006" @ 2'- 0.6" Allowed = 0.211" MAX TC PANEL TL DEFL - -0.006" @ 2'- 0.7" Allowed = 0.316" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r1 load duration factor=1.6, 0 I Truss designed for wind loads oin the plane of the truss only. N co /- I 111 0 I 2 1110. 11 4� M-3x9 y l y 1-00 3-06 'PROVIDE FULL BEARING;Jts:2,4,3 I ,),Ep P R Opt 4€6 GIN �R/�� 8.782PE 9t"' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L3 ,P" .. Scale: 0.8287 4, WARNINGS: GENERAL NOTES, unless otherwise noted: I �� OREGON�O~' 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual l/J, I Truss: L3 "91, q fly A5 rV_ and waminge before construction commences. building component.Applicability of design Parometere and proper I T 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the Wilting designer. , ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally tossed at /1A�t- �\v T o.c.and at 1d o.c respectively unless braced throughout their length by is the responsibility of 1M erecter.Additional permanent bracing of /�' DATE: 11/11/2015 is overall structure is the responsibility of the building designer. 2 Impact sheathing such l bac plywood sheathing(TC)ereand+drywall(BC). 3.2z Impact bridging o lateral bracing required where shown++ SEQ. : K 15 2 6 5 5 4 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectise contractor. fasteners am complete and at no tame should any loads greater than 5.Door assumes busses are t be used in a non-corrosive environment, EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. S.Design assumes full bearing at all supports shown.Shim or wedge if «wry. November 11,2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.Ohs design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of buss.and placed so their center TPINITCA in SCSI,copies of which will be famished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7SP2f1Ll-E This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 t 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" -76/ 301V -7/ 47H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" f 4' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 0 c 0 0 1 111 c o o 1 2► 4►� M-3x4 J• ), b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 v4 17 ct' 89782PE .c"' JOB NAME : ' 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ1 . Scale: 0.6957 �V '�r/��`� ••... _ WARNINGS: GENERAL NOTES, unless otherwise noted: vJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual S -V OR EG O N ', Q„ Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of me building designer. �� &uA Fy`. I ) �Q 3.AddNonal temporary bracing to insure stability during construction 2.Design assumes bre top and bottom chords to be laterally braced at �l/"'(Y ``� is the responsibility of the erector.Additional permanent bracing of Y e.e.and a<ee a.e.respectively unless braced throughout their length by DATE: 11/11/2015 the overeti structure is the responsibility of the building designer. °o lege t sheathing such!bs plywoodcing raireshed where s ownand/+r drywan(ec). PA 1 L �` ng 3.2x Impact bridging or lateral bracing required where mown++ V S E Ki5 2 6 5 5 5 4.No load shoukl be applied to any component until after all bracing end 4.Installation of truss is me responsibility of the respective contractor. Q'' fasteners are complete and at no time should any loads greater than 5.Design assumes musses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condNon'of use. 5.CompuTrus has no control over and assumes no responsibility for tls 6.Des gn assumes all bearinget all supports shown.Shim or wedge if EXPIRES: 12/31/2016 Geary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the Rmimtions set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPINN1CA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP20 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by a PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 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 HORS 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" -71/ 322V -14/ 77H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DE FL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DE FL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O Truss designed for wind loads Nin the plane of the truss only. M-3x4 m f o c, 1 2► 4► )1 1 b b 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I �� D P R OFFS �a`."\ Vire NEF9 `v, 'L �� 89782PE -9v JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ2 . i - Scale: 0.7840 40 WARNINGS: GENERAL NOTES. unless otherwise noted: /J 11+4,OREGON�O�' 1.Builder and erection contradar should be advised of all General Notes 1.This design is based only upon the peremetere shown and is for en individual y.A it Ab G Truss: S J2 and warnings before construction commences building component.Applicability of design parameters and 7 'l J '94.- 2.2x4J compression web bracing must be installed where shown+, incogoration of component is the responsibility of the building designer. \ 3.Additional temporary bracing to insure stability during conatmction 2.Design assumes the top and bottom chords to be laterally brand et /1A i I- (� is the responsibility of the erecter.Additional immanent bracing of 2'o.n,and at 1D o,c,respectively unless braced throughout their length by /v `` continuous sheathing such as plywood sheathing(r0)andtor drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of to building designer, 3.24 Impact bridging or labral bracing required where shown++ SEQ. : Ki5 2 6 5 5 6 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any roads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads beappiedtoanycomponent. and are for%rycondition.ofuseEXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing a[all support shown.Shim or wedge i( wry. November 11,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7,6.7-5P2(1L1-E This design prepared from computer input by PACIFIC LUMBER: Larry M t LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed - 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 M M /- , I_ 0 1 2m 4�� M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I ���Ep P R OFFss tt�c\cJ o.,‘GI NE�c9 <b 89782PE JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ3 .`0�/�/I • • • Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherxise noted: L'• 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual -,,L OREGON �'� Truss: SJ3 aria Warnings before construction commences. building component.Applicability of design parameters and proper +(� 2 Q` 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. + '9 R Y 5 3.Additional temporary bracing m insure stability during construction 2.Design assumes Me top and bosom chords to be laterally braced at is the responsibility f the erector.Additional M bracing of 7 o.c.and et 1d o.c.respectively unless braced throughout their length by /� dYo permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PU �` DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where SIawT++ A L 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 15 2 6 5 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are Sc be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. end refor amfull condition" use.supports 5.CompuTrus has no control over and assumes no responsibility for the 6.Designry bean at all su da shown.shim°r wed d EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be fumished upon request. lines coincide With joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E la For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q s " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Injury e or Personal In offsets are indicated. g � ry r�� Dimensions are in ft-in-sixteenths. 111 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves4 WEBS may require bracing,or alternative Tor I p bracing should be considered. 1-� U ceO _ ihi O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. o U 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 0 c» C6-7 C5-6 designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. $ ss otherwise noted,not exceed 19%at moisture fabrication. PRODUCT shall 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,ESR1988 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 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ Y by AWC in the 2005/2012 NDS by text in the bracing section of the 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 1.1.0 reaction section indicates jointEllima number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.-=-.1 ®tip 18.Use of green or treated lumber may pose unacceptable 1.-=-,4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ei BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. i. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013