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Plans (74) I' 1 RECEIVED . All truss to building connections are the responsibility of the building designer or EOR �� D ii .2015 Q12-101/2" 19'-1 1/2" CITY n F TIGARD zo f- I- UILDI r DIVISION El 4:12 H _ E I E2 191 16'-91/2" 1— — - �_AI, mrsimmi 1 1 1,,, iimmimi, I 1"" , 1 , , NNEN J1 I■iivr i. ,....; prrayill ■■�IJ2 EJ1 (3 I /I�■ I / ■-I J3 j4 IMMIll It i-, I�11J5 _I 6:12 ,! le.- ;�I !AiI J5 II � III110 I J6 I E L /I / I■ I J6 �/ I� " J7 I ;■■,. .Illi■i■� I_ J7 " CNI _ ■■■1�► 1: AllIII MIMI " J7 _I i■■r •IIIuiIiIL J7 J6 I J5 _-�rrri ,:'i :, p_r! I 4 J4 I ■■��I J3 I- M '. MI ll I J2 _I-■ N I ■ilitalJ J1 IMMO; 1 113 1127 11111„,,,,, Llii... I\ .41 . , ME 109,7,;rlooph, . .11111111' us26 I 0/1 g? �Illiifil j1 40 1 . ; imilimil.._. . 10 III I 1 " j� l j ISI � I g; ..1 : p (3) / / / / K2 (►) 6:12 r” GARAGE LEFT Al K1 ..- 13'-0" I 19'-0" I 13'x" 44'-O -I ©Copyright CompuTrus Inc.2006 'LDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS NESTWOOD 11/11/15 PLACEMENT EO TRUSS CALCULATIONSAND OJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL Da . p�DRAWINGS FOR ALL FURTHER IIGb � 17852 WESTWOOD PL2626-A HOGGANS PAIFT GI RD E RaiSIG2FRZT NEEROFDRECORD 1N: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2626 / A CHECKED BY: ADD DRAG DEREVIEW AND NEER OF RECORD TO TRU S REVIEW AND APPROVE OF ALL C a M P A N Y LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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. •\`<-RED P R OFFs�S' 4c/��5NFF"7 1- 89782PE 572 OREGON ooh ('9RY15 Jt�,'Q' PA U E R" ' POO21311_ 2_�6 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. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 0 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.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF 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 T T 12 12 6.00 I I M-4x4 Q 6.00 3 2 co o /- -/hip I - - I M-3x4 M-3x4 ), l y )' 1-00 13-00 —I' S.;\ ‘AG OFFS �Cz. �NO.tN�FR �/� �' 89782PE �r • JOB NAME : 17852 WESTWOOD PL2626—A HOGGANS PARK — Al Scale: 0.5991 r� /� •. WARNINGS: GENERAL NOTES, unless otherwise noted: " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametersshown and is for an individual 'V OREGON ', Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper �/ Z- 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility orae building designer. 9 q R Y 6 3.Additional temporary bracing m insure stability during construction 2.Design assumes the top and bottom asscholer to be laterally brand at UL �� is the responsibility of the erecter.Additional permanent bsdng o/ 7 a.a and at 10 o.c.respectively unless braced throughout their wll(B by /L ` VVV 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. 3.2x Impact bridging or lateral bracing required where show„++ PA SEQ. : Ki5 2 6 514 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. fastens are complete and et no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to anycomponent. end are for"dry condition'of use. TRANS ID: LINK ^°a psiBrand ass 6.Design assumes bearing at all supports shown.Shim or wedgeif 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe �, ,ary, 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 lite limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIW4TCA 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 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) ` This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 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) 50 2-6=(-26) 487 6-3=(0) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-648) 124 6-4-(-26) 487 WEBS: 2x4 KDDF STAND 3-4=(-648) 124 LOADING 4-5=( 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 = 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" -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 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 = 0.002" @ 14'- 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 = 0.433" MAX TC PANEL TL DEFL = 0.114" @ 3'- 5.7" Allowed = 0.649" MAX HORIZ. LL DEFL = 0.004" @ 12'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 12'- 6.5" 6-06 6-06 4' 4' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 [7' IIM-4x4 Q 6.00 Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 'f'f load duration factor=l.6, HTruss designed for wind loads in the plane of the truss only. 1.1 M t"1 c 6 '11-.7'''''' 1 C f 4 , �o l 0 M-3x4 M-1.5x3 M-3x4 0 l b b 6-06 6-06 y y yy N ��l-oo 13-00 1-00 NId, ,,C, G /� O(14 17 89782PE r •• JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - A2 ., • Scale: 0.4066 � • WARNINGS: GENERAL NOTES, unless otherwise noted: (/'�'�///<�/ <0 Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an individual ' OREGON O Q and VWmings before construction commences. building component.Applicability of design parameter's and proper (� 2.2r4 compression web bracing roust be instated where shown t incorporation of component is the responsibility of the building designer. r!') it M1 ` V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chordate be laterally braced et 7 'l/'•fy :! ,� is the responsibility of the erector.Additional permanent bracing of Y o.c.ou at 1 o on.respectively unless braced throughout their length by �� DATE: 11/11/2015 the overall swowre is the responsibility of the building designer. 3.continuous sheathing larvaas ming reqs d wh re sh own+drywan(Bc). p/� �\ SEQ. : K 15 2 6515 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. �`1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, des' d be applied to an and are for*dry condition"of use. TRANS ID: LINK design Pd1B any G CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 tabriation,handlingcomponents. sorry. ,shi anent and installation of 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations set forth by 8.Plates shall beloatedonboth faces ofbuss.and placed sotheir center November 11,2015 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint anter lines. 9.Digits indicate size of plate in inches. MITek USA,IDciCompuTros Software 7.6.7-SP2(1 L)-E 10.For basicoonnector 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 24'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/C4=1.00 TC: 2x9 ROOF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-343) 93 1- 7=(-167) 598 3- 7=(0) 279 2x6 ROOF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-691) 222 7- 4= 155 559 BC: 2x9 KDDF #1&BTR (- ) 2- 3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-710) 256 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 5-( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 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" -92/ 191V -37/ 58H 141.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 9.5" -669/ 617V 0/ OH 141.50" 0.99 KDDF ( 625) REFER TO COMPUTRUS STANDARD REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 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 29 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ 25'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.016" @ 21'- 0.5" Allowed = 0.433" MAX TC PANEL TL DE FL = 0.025" @ 19'- 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 24-04 system and components and cladding criteria. T Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 13-02 5-08 6-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 -M-4x4+ Truss designed for wind loads Q 6.00 in the plane of the truss only. 2 M-4x6 4c M CO 4. M9i q 5 -fin I 6 7 -q O M-3x6+(S) M-1.5x3 M-3x4 0l M-3x4+ M-3x4 ED PROF y y 17-10 y 6-06 y y ��5<C�G{N,E�r�f5/0 1-00 24-04 1-00 `" 9 89782PE t•' • ,0� '.4111P:JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - B1 r Scale: 0.2493 WARNINGS: GENERAL NOTES, unless otherwisecontractor noted: 9• OREGON O' �` TrU$$• B1 Builder and erection nbactorshould be advised of all General Notes I.This design is only upon shown and is Toren intliv dual a G� 2 � and N4mmm gs babre construction commences. building component Applicability of design parameters and proper Ir. 2.204 compression web bracing must be installed where shown+. iincorporation o(mmponant is the responsibility of Me builtling designer. ` V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^� (� N the responsibility of the erector.Additional permanent bracing of 7 cc.and at 1g'oc.respectively unless braced throughout their length by /" `` DATE: 11/11/2015 the overall structure is he responsibility of he building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.In Impact bridging or lateral bracing required where shown++ SEQ. : El5 2 6 516 4.No bad should be applied to any component until after all brecing and 4.Installation of truss is the responsibility of the respective oontractor 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 beappliedto any component and are for°dryooMition°of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for tho 6.Design assumes full bearing at all supports shown.Shim or wedge^ November 1 1,201 5 sponsi dY assry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed no their center TPIANTCA in SCSI,copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.InafComouTms Software 7.6.7(11_1-Z ro c,,...�...,.,,,,,.,e,,,.,,.v e,•,,,.,,,,ues see ceo_�s.�ccw_�oaa ru,-.v� • 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 15-09-00 IBC 2012 MAX MEMBER FORCES 9WR/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: 2x4 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) 896 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 29'- 9.0" 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'- 4.0" 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'- 9.0" TO 29'- 4.0" V 5-11-) -850) 3930 ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 3493.0 LBS @ 16'- 4.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1970/ 8909V -112/ 1128 5.50" 14.25 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 9.0" -1385/ 6414V 0/ OH 5.50" 10.25 KDDF ( 625) 7" oc 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. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.089" @ 23'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-22.2ft, 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 12-02 12-02 in the plane of the truss only. f T 4-10-06 3-03-06 4-00-04 4-00-04 3-03-06 4-10-06 T T T T T T 1' 12 12 6.00 1 M-4x10 D 6.00 4.0" M-3x8 1 M-3x8 3 5 M-3x5 M-3x4 2 F M-6x16 M-5x16 Od� n l= �- in l� -' in -i-I I I r 1 �� -hn 0 1 8 9 10 11 12 -7 I M-3x5 M-3x10 M-6x10 -M-10x10 M-7x12 M-1.5x3 M-3x5 1 0 0 M18HS-7x14(S) +34436 P y 4-08-10 y 3-01-10 y 4-03-12 y 4-03-12 y 3-01-10 y 4-08-10 ���1/4t G N FFSs/ b 14-00 10-04 ��� v fi'7 0/jj y .....7e. 24-04 y 8.782PE 9V- • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - BGIRD Scale: 3/16" Ce, 40 WARNINGS: GENERAL NOTES, unless otherwise noted: "I �jj_OREGON�O� si- Truss: BGIRD 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon be parameters shown and is for an individual -1:9YC/J,q RY 1 y �j� and Warnings bewre bracing construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the buildup designer. 3.Additional temporary bracing to insure stability during construction 2.Design sesames the by and bottom chordate he laterally braced at �°A U L R 7 o.c.and at o.c.respectively unless braced throughout their length by hea is the responsibility of the erector.Addibonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 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. : Ki5 2 6 517 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 greater than 5.Design assumes busses are to be used in a noncorrosive environment, m. a^darabdyco��e^'trfuaa. EXPIRES: 12/31/2016 TRANS ID: LINK design loads beapplied toanycompone 5.CompuTrus has no control own and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge it fabrication,handling.shipment and installation of components. "ecaesary. November 11,2015 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to be limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPIMTCA 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.InciComouTrus Software 7.6.7-SP2(1 L1-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-190) 128 _. 3-4=( -90) 39 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 BEG AREA OVERHANGS: 12.0" 2.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 993V -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: 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 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 = 0.197" @ 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'- 11.2" 4 MAX BORIS. TL DEFL = -0.002" @ 11'- 11.2" ( � � 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 in the plane of the truss only. 0 ro 0 Lo coo 0 a 0 2►� 5a=� -/ I 0 M-3x4 y 1-00 y 8-00 y 4-02 y �_C-�<c..,� G`1 EFfiotp 'PROVIDE FULL BEARING;Jts:2,5,3,4 V 'T /)_ 44: 8.782PE 4.f..., - JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - BJ1 • Scale: 0.3779 / j• t/� ,^ WARNINGS: GENERAL NOTES, unless otherwise noted: V _J Truss: BJ1 1.Builder and erection contractor should be advised of an General Nobs 1.This design is based only upon the parameters shown and is for an indiudual 1' O R EG O N � e� and Warnings before construction 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. �A l/al RY 15 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bethroughout laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of 7 mu and at 13 o.e.respectively unless braced throughout Mak length by DATE: 11/11/2015 the overall structure is the responsibility of the building designer. coImpact sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L F1\ 3.2s Impact bridging or labral bracing required where shown<< �'1 SEQ.: Ki5 2 6 518 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 greeter 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 aro for'dry condition•of use. if d Shim h all at ri ll b 6 5.CompuTma has no control over and assumes no responsibility for the .Design assumes full supports sown. m or wedge fabrication.handling, hi ssary. EXPIRES: 12/31/2016 g,s pment and bslagabon of components. 7.Design assumes adequate drainage is provided. November 1 1,201 5 S.This design is furnished subject to the limitations set tent by S.Plates shall be located on both faces of truss,and planed so their center TPIIW IA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1L-E10.Dinka indicate size r latainches. P ( ) .Dorbasiccte see of plate design innches.values see ESR-1317,ESR-7988(MiTek) l • 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 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 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 , co 0 0 CD //////////////////////////////////////////////7 i O M-3x4 M-3x4 l y y 1-00 6-02 1-00 <c 0 PRO . �NGINEFq /� �" 89782PE �1- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - Cl f�fX.�/� Scale: 0.6368 , (..' ! \. _ WARNINGS: GENERAL NOTES, unless yopenherwisenoted: OREGjN T L'U$$: C 1 1.Builder and erection contractor should be advised of all General Nobs 1.This design b based only upon the parameters shown and is for an individual "9 ', and Warnings before construction commences. building component Applicability of design parameters and proper Q 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9,Q - RY 15 2 is the responsibility of the erecter.Additional permanent brecirg of Y o.c.and at 10'o.c.respectively unless braceden throughout their all(B by DATE: 11/11/2015 continuous sheathing such as plywood sheathing(TC)ow,, drywall(BC). 4" pq �`� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or haters!bracing required where shown 5 a - SEQ. : K15 2 6519 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 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 EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. mm—, 7.Plates assumes adequate donborinageia see,provided. November 11,2015 6.This design is furnished subject to She limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPINVTCA 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,Ina./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 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2632) 590 1-4=(-496) 2282 9-2=(-502) 2294 BC: 2x8 ROOF SS 2-3=(-2632) 590 4-3=(-496) 2282 WEBS: 2x9 DF STAND; LOADING 2x9 KDDF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 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 -29/ 24H 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" J,- ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. \n/ 9" oc in 1 row(s) throughout 2x9 top chords, /J(\/�\ 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 T 1' 1' 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 4.0" 2 ,�...T Pll lialiM-6x16 , M-5x16 /AllaMMIIIMI . I ' 10PPF I 1111, �o I 1102N 9 I3 I 0 0 M-3x5 M-3x10 M-3x4 ,1 +3213# , y 3-01 3-01 y 6 y 02 e�� D PROFFsN 7GNE \ ..‹- 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - CGIRD -.7 ��' Scale: 0.5662 WARNINGS: GENERAL NOTES, unless otherwise noted: /1 �,OREGON�O~' Truss: CGIRD 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual '1 VCCC////•,A RY 1 G ��. and Warnings before consWction commences. building component Applicability of design parameters and proper 71 T 1 :J 2.2z4 compression web bracing must be installed where slwvm+. incorporation of component is the responsibility of the building designer. `, 3.Additional temporary bracing to insure stability during construction 2.Design assumes file top and bottom chomp to be laterally braced at PA UL ( `�s is the responsibility of the erector.Additional permanent bracing of 7 dc.and at 10'a.c.respectively unless braced throughout their length by !"^ DATE: 11/11/2015 the overall shoot/re is Me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 5 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' fasteners are complete and at no rime should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, end are for'dry condition.of use. EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. 5.IompuTna hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �ssary. November 11,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage ge is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and played 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.IncJComouTrus Software 7.6.7-SP2(1 L)-E • This design prepared from computer input by gill 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 2-10=(-628) 3467 10- 3=( -112) 940 15- 7=(-402) 127 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-3985) 761 10-11=(-579) 3125 3-11=(-1017) 276 7-16=) 0) 226 WEBS: 2x4 KDDF STAND 3- 4=(-2441) 487 11-14=(-312) 2111 11- 4=( 0) 415 SII LOADING 4- 5=(-1647) 425 12-13=) 0) 0 4-14=) -875) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1606) 433 13-15=( -12) 81 14- 5=( -219) 1063 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1989) 453 15-16=(-356) 2057 13-14=) 0) 85 TOTAL LOAD = 42.0 PSF 7- 8=(-2420) 462 16- 8=(-354) 2060 14- 6=) -496) 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/ 1479V -177/ 177H 5.50" 2.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 6.0" -224/ 1479V 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" '( . . MAX HORIZ. TL DEFL = 0.143" @ 32'- 0.5" 2-09 6-08-02 6-09-14 9-11-08 5-03-10 5-11-19 T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 M-9x6 no 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 141114% load duration factor=1.6, End vertical(s) are exposed to wind, M-3X9 Truss designed forwind loads in the plane of the truss only. M-3x9 a M-3x4 00. M-3x5 3 o) M-3x8 r1 o ` ilia _ o o1 2 f` 10 M-3x4 0l A • .. M-5x6 0 2 13 15 16 M-1.5x3 M-6x8 M-1.5x3 M-3x5wt o0 of -3x9+ M-3x4+ M-5x8 a 3.00 J' ), 12 y y y )' )' )' PR y 2-05-08 6-08-02 9-07-19 2-05-08 5-01-04 5-03-10 5-10-02 y y ,cc,, Or s5 1-00 2-05-08 11-04 y y 18-08-08 y oo ��5 �C.NGINER X02 > y 16-01-09 2-03-12 16-04-12 y y 4..t"..4.1 � :9782PE '9f 1-00 32-06 1-00 • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - D6 / ' Scale: 0.1589 WARNINGS: GENERAL NOTES, unless otherwise noted: 17�OREGON O- tf` 1.Builder and erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and is for an individual '�.,�� !✓q �, 5 2 �Qr. Truss: D6 and Wamings before construction commences. building component.Applicability of design parameters and proper �\ 2.Zig compression web bracing must be installed where shown+ incorporation of component is the responsibility of be building designer. `V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /1A U• Q` is the responsibility of the erector.Additional permanent bracing of c 0.0 and at IS o.c.respectively unless braced throughout their length by /" L continuous sheathing such as plywood sheathing(7C)and/or dryxall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.sir Impact bridging or lateral bracing required where shown SEQ.: K1526523. 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 are complete and at no time should any bads greater than 5.Design assumes busses are to be TRANS ID: LINK design loads be applied to any component. and are for.dry teused in a non-ccorrosive environment, ndt°^'ofuse_ EXPIRES: 12/31/2016 m m 5.CompuTrus has control over and assumes responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge H fabrication,handling,shipment and inshllabon of components. ry. November 11,2015 7.Plates hallassumes adequate drainage Page io provided. 8.This design is famished subject to the limitations set forth by 8.Plebs shell be located on both feces of truss,and placed so their center TPINVTCA in BCSI,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(1 L)-E 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 4WR/DDF/Cg-1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6105) 1991 1-10=(-1670) 5300 2-10=( -131) 311 13- 8=(-131) 311 2x6 ROOF #SaBTR T2 2- 3=(-6167) 1989 10-11=(-2992) 7323 10- 3=( -366) 1636 BC: 2x6 ROOF #1aBTR LOADING 3- 4=(-5503) 1812 11-12=(-2693) 7831 10- 4=(-2321) 1009 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=(-7569) 2622 12-13=(-2992) 7323 9-11=( -62) 651 TC UNIF LL( 50.0)+DL( 19.0)= 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 1= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 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 B- 9=(-6105) 1991 6-13=(-2321) 1004 7-13=( -366) 1636 NOTE: 2x9 BRACING AT 29"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 -74/ 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.344" @ 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: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 16-06-10 7-11-11 '1 T T T 9-00-12 3-10-15 3-11-01 9-04-09 4-09-09 3-11-01 3-10-15 4-00-12 T ' +597.30# ' f 1 +597.30# I I 12 12 6.00 M-5x12 M-5x12 3 M- x8 M-y3x4 M-3x8 7 D 6.00 1•001a+M T2 S44 M-1.5x3 M-1.5x3 z + + a N11441 M-9x12 - M-9x12 ro PI v v • J / 4ai '''*§.4O 1 +• 10 11 12 13 ++ 9 of M-4x10 0.25" M-3x4 M-4x10 1 c, M18HS-7x14(S) g O RROPE. C....... (' k-61 y y y y y NvNEF i 7-04-12 5-11-07 5-09-11 5-11-07 7-04-12 G *,F.. ' '9ry ' � :9782PE 32-06 • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH1 Scale: 3/16" , 40 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �O� Truss: DH 1 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 l',9R Y 15 V� and WarMngs before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, iroorporeiion of component is the responsibility of Me builtling designer ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /1A (� is the responsibility of the erector.Additional permanent bracing of 2'soc.ite and at 10'o.c.respectively antras braced fTt)an throughout their length by /`� UL `` DATE: 11/11/2015 the overall structure is the responsibility of the building designer. conbncous sheathing such as plywood sheathing(TC)aneor drywall(BD). 3.2x Impact bridging or labral bracing required where shown++ SEQ. : 1<1526522 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.naneneessumea(ullbearingatallaupporbshown.Shimorwedgeif November 11,2015 ry. fabrication,handling,shipment end inebco llaton of components. 7. 7.Designn assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIVCCA 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./ComouTrus Software 7.6,7-SP2(1L1-E This design prepared from computer input by PACIFIC LUMBER: Larry M 1 1 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-(-2385) 604 1- 8=(-992) 2033 2- 8=(-193) 192 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2139) 521 8- 9=(-955) 2287 8- 3=( -84) 591 WEBS: 2x9 KDDF STAND; 3- 9=(-1853) 505 9-10=(-955) 2287 8- 4=(-530) 189 2x9 DF STAND A LOADING 9- 5-(-1853) 505 10- 7=(-992) 2033 9- 4=( 0) 193 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2139) 521 4-10=(-530) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2385) 604 5-10-) -89) 591 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 10- 6=(-199) 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 1' T 5-01-08 4-10-03 6-03-05 6-03-05 4-10-03 5-01-08 - 4 T T '( T T 12 lz 6.00 17- M-4x6 M-4x6 s M-3x8 Q 6.00 4 S M-1.5x3 M-1.5x3 2 6 -41111111111111 . M o A o 0 10o M-3x6 M-3x8 90.25" M-3x8 M-3x6 **7 0 M-5x6(S) G cc y 9-06-12 y 6-08-04 y 6-08-04 y 9-06-12 y �5����GP �c0 y 32-06 i, " 9 "<" 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH2 „`� ..- -• � • Scale: 0.2241 WIWARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the perometers shown end is for an individual ' OREGON 's, Truss: DH2 and Wemings before correm,ctiun commences. building component. ApMnt is th of design parametersandproper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional tem stability g construction 2.Design assumes the hep and bottom chords to be laterally braced at '9,Q Uq R y A6 Z �`� is the re temporary brew to insure stabil' during 7 o.c.and at ICY o.c.respectively unless braced throughout their length byir responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)orsand/or drywall(BC). PAUL \\\J DATE: 11/11/2015 the overall stud re is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦* SEQ. : El5 2 6 5 2 3 4.No load should be applied to any component until after all bracing and 4.Instellabon of hues is the respons bility 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 nonconovve environment, de' loads be applied an M. and are for'dry condition.of use. TRANS ID: LINK carp as pp ie any 8.Design assumes full beefing at all supports shown.Shim or wedge:1 EXPIRES: 12/31/2016 5.ComWTrus 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 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 TPI WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a 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: Larry M w 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=(-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"0C. CON. 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 BRG 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 1OPSF 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. I 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=l.6, 11-11-11 8-06-10 11-11-11 Truss designed for wind loads f ' 1' 1' 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 f T T T 12 4 6 M-4x6 M-4x6 12 6.00 17- M-3x8 a 6.00 3 5 Mg O I. M-1.5x3 M-1.5x3 2 8 r, `"1 A 0 0 1 4.. 10 11 , 12 .9 o M-3x6 M-3x8 0.25" M-3x8 M-3x6 l I 0 M-5x6(S) y 9-06-12 y 6-08-04 y 6-08-04 y 9-06-12 y \Co' , �n tp, 32-06 y ,,,__`.4./ 17_,..... T 2 89782PE yr JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH3 Scale: 0.1991 , v. .. _ WARNINGS: GENERAL NOTES, unlessontenhsenoted: '9 OREGON h Truss: DH 3 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 ,. and Warnings before construction commences. building component Applicability of design parameters and properNr 2.2x4 compression web bracing must be installed where shown+, inmryorstion of component is the responsibility of Me building designer. •47,9 1 ' p y .16 ` kA 3.Additional temporary bracing to insure stability during mnsbuction 2 Design assumes 1M top and botrom chords to be laterally braced at 77 i is the responsibility of the erector.Additional permanent bracing of 7 o.e.end 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. 2x gner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l A UL. R Impact bodging or lethal bracing required where shown++ r''11 SEQ.: Ki5 2 6 5 2 4 4.No had should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respect.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 I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5. Trus has no control over and assumes no re 8.Design assumes full beating at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 mpu responsibility for eve necessary. fabrication,handling.shipment and installation of components. 7. esign assumes adequate drainage is provided. November 11,2015 6.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces of buss,end placed so their center TPINVrCA 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 7.6.7-SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(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: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2397) 506 9-10=(-362) 2036 3-10=(-582) 208 WEBS: 2x9 KDDF STAND 3- 4=(-1804) 965 10-11=(-212) 1519 10- 9=( -44) 406 4 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 507 11- 6-(-578) 207 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 50 6-12=( 0) 295 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 1 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREAS 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" -219/ 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) 'COND. 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 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 T T T 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' 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 D M-4x6 -:M-6x6 Q 6.00 9 R` M-3x4 M-3x4 000. 00 n O O O 9 10 11 12 � � of -3x5 M-1.5x3 0.25" M-3x4 M-1.5x3 M-3x5 1 o M-5x8(S) ‹CEO PRQ1 b b ), b b y GI(NE s/0 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 y ,1' �\ �N �R 1-00 32-06 1-00 89782PE JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - DH4 Scale: 0.1834 ��. (..e f?/ _ WARNINGS: G.T RAL 6doagnWb unless upon the n,oteroted: I =7 •O'OREGON O Truss: DH4 1.Builder and sorcontrariesohouldbeadvsedofallGeneralNotes This deaconle nentApplcabnyopare nparsheenandipropeninaiwawl (! ,v ti� and waminge before construction commences. building�n,ponent.Applicability of design param.bre and proper 2.2o4 compression web bracing meat be installed where shown+. incorporation or component is the responsibility or the building designer. Q.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle m be laterally braced et "'�,Q Uq RY 5 J� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by \ continuous sheathing such es plywood sheet whereC)and/or drywati(BC). �°A U L R DATE: 11/11/2015 the overall structure is the responsibility or the building designer. 3.24 Impact bridging or labral bracing required shown++ SEQ. : RI.5 2 6 5 2 5 4.No had 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 tome should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, loads be db an and are fr%by condition'of use. TRANS ID: LINK design oa applied r�amponeM. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i( wry. EXPIRES: 12/31/2016 fa,ndesn,handling,shipment and installation ofcomponents. 7.sea;gnaws,mesadequatedrainageia provide. November 11,2015 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 TPIIWICA in SCSI.copies of which will be furnished upon request. lines coincide with joint canter lines. uTrus Software 7.8.7 1 L E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com P ( )" 10.For basic connector pleb design values see ESR-1311,ESR-1985(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: 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1812) 467 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 PIF 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. 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 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. 15-11-11 0-06-10 15-11-11 T T T 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 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f T T T T 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 f in the plane of the truss only. M-4x6 `M-6x6 ''12 6.00 9 6.00 M-3x4 M-3x4 3 r'1 O M O O g M-3x5 M-1.5x3 0.25" 31 z o0 o M-3x4 M-1.5x3 M-3x5 M-5x8(S) ��Ep PROfF., k 1 b b b y y 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 l y C?\�� <C.N�'INEER di,-,1-00 32-06 1-00 -7 ict' $9782PE r .. JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - DH5 Scale: 0.1834 WARN1. iNGS: GENERAL NOTES,b, unupon the parameise ters (174,OREGON � Truss: DH 5 1.Builder and erection contractor on uld nos be advcommences. sed of all General Notes buildinodesign re based only upon the parameters shown and iprfor p.,indi duel 9 and Warnings before construction commences. building component Applicability of design parameters and proper (7Q 2.2s4 compression web bracing must be installed where shown+, incorporetion of component is the responsibility of the building designer. 4� RY 1 G __ �Q` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bobbin Mottle to be laterally braced at 7 _Al� :7 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout their length by DATE: 11/11/2015 he overall shuctise is the responsibility of the budding designer. continuous sheathing such as plywood required here)and/or drywall(BC). PA U L �\ 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 5 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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 too 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.Design assumes adequate drainage is provided. November 11,2015 8.Thu 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 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate m inches. MiTek USA,IncfCompUTrus Software 7.6.7(1L)-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 9WR/DDF/Cq=1.00 TC: 2x4 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: 2x4 KDDF #1&BTR; SPACED 29.0" O.C. 2- 3=(-3232) 1490 9-10=(-7058) 8063 3-10=(-3642) 3174 7-16=(-935) 528 2x9 DF 2400E B2 3- 4=(-3214) 2609 10-13=(-3906) 9440 10- 9=( -314) 649 WEBS: 2x9 ROOF STAND; LOADING 4- 5=(-2328) 2236 11-12-) 0) 0 9-13=(-1779) 1205 2x9 ROOF 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 14-15-) -318) 302 12-13-) -11) 56 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-4762) 9935 15-16=(-3196) 3052 13- 6=(-2665) 3248 BC LATERAL SUPPORT <= 12"OC. UON. 16- 8=(-3183) 3042 13-15=(-2689) 2365 LL = 25 PSF 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 lOPSF 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 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 = -0.272" @ 2'- 8.2" Allowed - 0.975" MAX TL DEFL = -0.306" @ 2'- 8.2" Allowed - 1.300" 16-03 16-03 MAX HORIZ. LL DEFL = 0.200" @ 32'- 2.8" f f MAX HORIZ. TL DEFL - 0.217" @ 32'- 2.8" 2-09 6-08-02 6-09-14 4-11-08 5-03-10 5-11-14 . 1' '1 T T T f 12 M-9x6 L..., 12 Ir OND. 3: 250.00 PLF SEISMIC LOAD. I 6.00 � Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 ,`+( J1444,4 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1444444444144,44; M-6X6 load duration factor=1.6, Truss designed for wind loads M-3x4 4 40000444 :41::00100isiooliiiiiiii.„,6 in the plane of the truss only. 7 M-3x10 M-5x16 3 A+ iimum ro o o 1�.� 9 M18HS-7x19 =M-6x6 0l 11' 12 14 s 1 �+I o 0 M-3x9+ M-3x5 M-�x8 M-1.5x3 I M-3x9+ M-7x8 M18HS-3x18 0 - 3.00 1' ,6 12 ,, ,, )' y y y J, 2- 05-08 6-08-02 9-07-14 2-05-08 5-01-04 5-03-10 5-10-02 y <�p,ED P R OFFS, 1-00 2-05-08 11-04 y y 18-08-08 y FiNGINEF,4 S% 16-01-09 2-03-12 16-04-12 y Q� 89782PE cS X17 1-00 32-06 JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - DDRAG Scale: 0.1517 �� WARNINGS: GENERAL NOTES, unless otherwise noted' A -v4,OREGON O' Truss: DDRAG1Builder and erection contractor should be advisedo all General Nobs The design is based only upon the parameters shown and is for an intl dual 9A �^` ` 2 �A and Warnings before construction commences. buikfing component.Applicability of design parameters and proper '! Ai RY 2ir2x4 compression web bracing must be installed where shown+, incorporation of component b the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chortle to be laterally braced at PAUL RSV is the re bit' of the erecter.Atlditional o o.c.and at tO o.c.soonas respectively unless braced throughout their length by eponsi rtypermanent bracing of commnuous sheathing such as I ng(TC)and/or drywell(BC). DATE: 11/21/2015 the overall structure is the responsibility of the building designer plywood eheathi 3. Impactoftruss bridging or lateralte bracing required e rewheree shown+a SEQ. : K 15 2 6 5 2 8 4.Na bed should be spelled to any component until after all bracing and 4.Installaton of trues le the responsibility of the reapeetive 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, I� TRANS ID: LINK design loads be applied to any component. and are Por'dry condition'of use. EXPIRES: X2/.31/2018 5.CompuTrus has no control over and assumes no responsibility for the B.Designassumes full beadngetell supports shown.Shimorwedgeif November 11,2015 necessay fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by B.Plates shall be lorated on both faces of truss,and placed so their center TPINVTCA 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 7.6.7SP2(1L3-E ,n�.,.h.e•.....,,,,.,,,+,,..,,b.r..,"",,,,,,.�•ee«o-,,,,csA-,one,sera ", 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 29 "oc spacing. 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"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 - 42.0 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 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-05-04 6-05-04 T 1' T 12 12 6.00 IIM-4x4 Q 6.00 3 2 M O f �� i VIII`^I' • O o M-3x4 M-3x4 )' y 1 1 1-00 12-10-08 .<�E� P R()pet, �,So. �NGINEAR /O-y�" :9782PE JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - E1 ' y Scale: 0.5484 ,� T WARNINGS: GENERALNOTES, unless otherwise toted: C/ F 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 -y,� •R EGO N Q„ Truss: El and Wamings before construction commences. building component.Applicability of design parameters and proper nO 2.34 compression web bracing must be installed where shown e. incorporation of component is the responsibility of Me building designer. .f1 �it G V 3.Additional temporary bracing to insure stability during conduction 2.Design assumes the top soil bottom chords to be laterally braced et 7 �1 :7 �G_ is the responsibility of the erecter.Additional permanent bracing of continuous T o.c.and et ttr o.c.respectively unless braced throughout their length by V DATE: 11/11/2015 the overall sticture is the responsibility of the building designer. 3.2c Impact bridging orlaterallateral bracisuch as g plywood reqsheuired where cs)hownba da ywao(Bc). /JA U �� SEQ. : K 15 2 6 5 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of ass is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes homes are to be used in a noncorrosive envronmenf, TRANS ID" LINK design loads be applied to any component and are for"dry condNan"ofum. " 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 mm fabrication,handing,shipment and installation of components. ry. 7.Designshalassumes ed"on drainage'opruss°d. November 11,2015 8.This design is famished subject to the limitations set font by 8.Plates shall be located on both(aces of um,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request. lines coindde with joint center lines. 9.Digits inchoate 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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 10.5" 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=(-25) 481 6-3=(0) 296 BC: 2x4 ROOF' #1&BTR SPACED 29.0" O.C. 2-3=(-640) 123 6-4=(-25) 981 WEBS: 2x9 KDDF STAND 3-4-(-640) 123 LOADING 4-5=( 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 = 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" -106/ 655V -64/ 69H 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 ICOND. 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'- 5.4" Allowed = 0.428" MAX TC PANEL TL DEFL = 0.109" @ 3'- 5.3" Allowed = 0.642" MAX HORIZ. LL DEFL = 0.009" @ 12'- 5.0" MAX HORIZ. TL DEFL = 0.007" @ 12'- 5.0" 6-05-04 6-05-04 T 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D I IM-4x4 "--,J 6.00 Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 "f.7..7( load duration factor-1.6, i Truss designed for wind loads in the plane of the truss only. 1.1 m M 0 -/o I M-3x4 M-1.5x3 M-3x4 0 b 1 1 6-05-04 6-05-04 y 1-00 y 12-10-08 y 1-00 1 ,`t��Eo PRoFFss :9782PE mc-' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - E2 ' Scale: 0.4109 'w T WARNINGS: GENERAL NOTES, unless otherwise noted: v F - Truss: E 2 1.Builder and erection contrector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "4,4, •R EGON end Wamings before construction commences. building component.Applicability of design parameters and proper (, •r 2.2x4 compression web bracing must be installed where shown+, 4F- incorporation of component is the responsibility of the building designer. 11A" T �]fly ` V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be laterally braced at 7 �l :J re the responsibility of Ca erector.Additional permanent bracing of 2'can.and at 10'o.c.respectively unless bzced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA UL rs DATE: 11/11/2015 the overall stru:hire is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n SEQ. : K 15 2 6 5 3 0 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibhity of the respective contractor fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are ter"dry condition"of use. 6.Design assumes full bearing at all supports sown. m or wedge hShim if 5.CompuTnre has no control over and assumes no responsibility for the wry. EXPIRES: 12/31/2016 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 limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copes 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 ID.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 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: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3860) 820 1- 6=( -690) 3368 6- 2=( -278) 126 BC: 2x8 ROOF SS 2- 3=(-3872) 888 6- 7=( -694) 3376 2- 7=( -162) 226 WEBS: 2x4 ROOF STAND; LOADING 3- 4=(-3856) 889 7- 8=(-1156) 5256 7- 3=( -796) 3374 2x9 DF STAND A LL - 25 PSF Ground Snow (Pg) 4- 5=(-6142) 1382 8- 5=(-1186) 5386 7 4=(-3422) 852 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 10.5" V 4- 8=( -884) 3808 TC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 381.2)+DL( 279.2)- 660.5 PLF 9'- 0.0" TO 12'- 10.5" V BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 3213.0 LBS @ 8'- 0.0" 0'- 0.0" -416/ 2040V -55/ 55H 5.50" 3.26 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 12'- 10.5" -1096/ 4736V 0/ OH 5.50" 7.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g psf) uplift at 24 floc 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 f T T Design conforms to main windforce-resisting 5-00-04 1-05 1-05 5-00-04 system and components and cladding criteria. f T T T T 12 12 Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 �� Truss designed for wind loads n the plane of the truss only. M-3x42 aI� 4M-3x6 011 IPPr Itill M-5x16 M-5x16 O / M O f l.1 6 7 8 �5 O M-3x4 M-1.5x3 M-3x8 M-4x12 M-3x4 k .6 y ♦3213# y 4-10-08 1-06-12 1-06-12 7 4-10-08 PROiCt ` r y 12-10-08 y \C....0 G Efinss/CD, 0 89782PE r' - < _•� • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - EGIRD - r Scale: 0.4403 WARNINGS: GENERAL NOTES, unless otherwise noted: ' 'V+0,,R ,OREG©N�O� r Truss: EGIRD Builder and erection contractor should be advised stall General Notes This design a based only open the parameters shown and i5 for an individual ,e��VCCL//,q R Y 1,, �� and Warnings before construction commences. building component.Applicability of design parameters and proper 7 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 stabilhy during construction 2.Design assumes the top and oelybotto oeschofor to be laterally braced et y^` V is the responsibility of the erector.Additional permanent bracing of 2co'0.5.and at 16 o.e.respectively unless breeed throughout their length by A/4 U • ` DATE: 11/11/2015 the overall structu a is the responsibility of he building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 3.20 Impact bridgingor lateral bracing required where shown++ SEQ. : El5 2 6 5 31 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at ro time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK designloossbeappliedtoanycomponent and are for drycon be of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fdl bearing at all supports shown.Shim or wedge �asery. November 11,2015 fabrication,handing,shipment and installation of components. 7.Design assumes oaed on drainage 6.This tleagn is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIANTCA 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.InciComouTrus Software 7.6.7(1L1-E ,n e,sO,,.,.,,,,,„,o.,..,,b.,�,,..,.,,r,,.••ee Seo-,,,,coo-toes,aaTe�, 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 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 = 42.0 PSF 0'- 0.0" -51/ 436V -24/ 115H 5.50" 0.70 KDDF ( 625) 6'- 9.5" -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" 0.19 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 = 0.055" 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 = 0.967" MAX HORIZ. LL DEFL = -0.001" @ 6'- 4.5" MAX HORIZ. TL DEFL = -0.001" @ 6'- 9.5" 12 6.00 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=1.6, Truss designed for wind loads in the plane of the truss only. cc 0 o � o 2�� 0 M-3x4 b 1 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 ��9ED PR Op . c.;" �NG`INEF9 �O :9782PE v� JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - EJ1 Scale: 0.5376 WARNINGS: GENERAL NOTES, unless otherwise noted: ,- Truss: E J 1 1.Builder and erection contactor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual OREGON O:• and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.2x4 compression web bracing must be installed where shown+, 2 incorporation of component is the responsibility of the building designer. 1�14?/ l' ` L ��� 3.Additional temporary baring to insure stability during construction Design assumes the top and bottom chorda b be laterally braced at 'l :J e the responsibility of the erector.Additional pemeneM baring 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. continuous mpactsheathing such bs acing re airedsheathe e shown and/or A U L 3.2x Impact bridging or lateral baring required where ++ SEQ. : El5 2 6 5 3 2 4.No bad should be applied to any component until after all baring and A Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTms has no consul over and assumes no responsibility for the S.D sign assumes full bearing at all supports shown.Shim or wedge if �esary. EXPIRES: 12/31/2016 fabrication,usehandling,shipment and inshlladan of components. 7.Design assumes adequate drainage is provided. November 11,2015 S.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 TPIANDCA 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 7.6.7-SP2(1L)-E t0.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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #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 EDDY #1&BTR SPACED 24.0" O.C. 2- 3=(-3986) 797 9-10=(-637) 3126 3-10=(-1017) 289 19- 7=(-406) 154 WEBS: 2x9 KDDF STAND 3- 9=(-2442) 499 10-13=(-350) 2112 10- 4=( 0) 415 7-15=( 0) 226 LOADING 4- 5=(-1648) 425 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) 444 12-14-) -12) 81 13- 5=( -222) 1063 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1991) 471 19-15=(-378) 2062 12-13=( 0) 85 TOTAL LOAD = 42.0 PSF 7- 8=(-2424) 496 15- 8=(-376) 2064 13- 6-( -497) 187 OVERHANGS: 12.0" 0.0" 13-14-) -236) 1631 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG 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. '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 = -0.147" @ 9'- 3.4" Allowed = 1.579" MAX TL CREEP DEFL = -0.298" @ 9'- 3.4" 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 6-09-19 9-11-08 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=4.2,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=1.6, 5 W-K 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 M-3x8 o o 2- M-5x6 M-3x9 11 12 19 15 *`6 1 o M-3x4+ M-1.5x3 M-6x8 M-1.5x3 M-3x5 M-3x9+ © M-5x8 <i3.00 y 2-05-08 y 6-08-02 9-07-19 2-05-08 5-01-04 5-03-10 5 10-02 y ����E G PN�VSs/ 1-00 2-05-08 11-09 y y 18-08-08 \ F O 16-01-09 2-03-12 16-09-12 2 * 32-06 y 8.782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - F6 • " Scale: 0.1769 (0 WARNINGS: GENERAL NOTES, unless otherwise noted: A ^_OREGON Truss: F 6 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 ✓CCC////•q RY 15 �� and Wamings bebre construction commences. building component Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. ixorporetlon of component is the responsibility of Bre building tleaigner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords ter to be laterally braced at ''A U L R� is the responsibility of the erecter.Addhonel permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout Meir length by DATE: 11/11/2015 the overall structure is the responsibility of Me building designer. coImpact rdge9 or lasteral l as alinesheathing(TC)airederesand or d ywall(BC). 3.in Impact of truss or hrelpon bracing required whereshownss ba SEQ.: K 15 2 65 3 3 4.No bed should be applied b any component until alter all bracing and 4.Installation of truss le the responsibility al the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be wed in a noncorrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK desgnloads beapplied to any component and are for•try condition"ofuse. 5.Com Trus has no control over and assumes no 6.Design assumes full bestirs at all supports shown.Shim or wedge if November 1 1,201 5 w responsibility Dry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set font by 8.Plates shall be located on both faces of buss,and placed so their center TPIANTIA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software+7.8.8-SP1(1 L1-E This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x6 KDDF #16BTR; 32-06-00 MONO HIP SETBACK 8-00-00 FROM END WALL 1- 2-( 0) 50 2-10=(-1698) 5195 3-10-) -194) 398 8-19=(-5008) 1898 2x9 ROOF #15BTR Ti LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-5987) 1931 10-11=(-2612) 7286 10- 4-) -338) 1597 14- 9=( -387) 263 BC: 2x6 ROOF #1&BTR 3- 4=(-6045) 1990 11-12=(-2763) 7556 10- 5=(-2321) 1055 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-5396) 1816 12-13=(-2396) 6479 5-11=) 0) 444 2x6 ROOF #2 A LL = 25 PSF Ground Snow (Pg) 5- 6=(-7429) 2667 13-14=(-1529) 4045 11- 6-) -182) 244 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-7121) 2589 6-12=( -769) 437 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 32'- 6.0" V 7- 8-(-4737) 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-(-2928) 1006 13- 8=( -514) 2137 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" NOTE: 2x9 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/ 3468V 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" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 00 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 = -0.639" @ 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: 190 mph, h=21.2ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 24-06-05 1' T T 4-00-12 3-10-15 4-05-07 4-10-10 4-10-10 4-10-10 5-05-02 T 4597.30# T T T T T 12 6.00 D M-5x12 M-7x8(S) M-3x8 0.25" M-3x8 M18HS-10x16 M-3x6 5 y, -6 7 _6_ 9 an,l erre n M-1.5x3 +t. O - A O O rh , L � is - - IN 10 11 12 13 * 14 o M-4x10 M-4x10 M-3x4 M18HS-7x19(S) M-4x10 M-7x8 * C.���ED PROFFss 1, y 1' /' 1' 1' �r ' ANG NEE9 X02 y y 7-04-12 6-03 6-01-04 6-01-04 6-07-12 y i-oo 32-06 89782PE ��' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH1 v✓ .. t • Aillf Scale: 0.1884 N WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON QN. 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�'L�q RY 15 2 tir Truss: FH1 and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.204 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. IT J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at h" PA U L R\ is the responsibility of the erector.Additional permanent bracing of 20.5.and at f ly o.c.respectively unless braced throughout their length by continuous sheathing mob as plywood sheathing(TC)and/or drywall/BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or labral bracing required where shown++ SEQ.: K15 2 6 5 3 4 4.No bad should be applied to any component until after all bracing and 4.Installation of muss is the rasponability of the respective contractor. � fastener:are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a nororresve 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. and are for'dry condition.of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if�ssary. November 11,2015 nefabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Nmitations set forth by a.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in BCBI,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./Comoulrus 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 9WR/DIF/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 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-2395) 561 9-10=(-652) 2262 9- 4=( -74) 613 WEBS: 2x9 ROOF STAND 3- 4=(-2152) 479 10-11=(-580) 2074 9- 5=( -522) 180 LOADING 4- 5=(-1865) 464 11-12=(-403) 1380 5-10=( -78) 121 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2234) 560 10- 6=) -45) 259 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1656) 424 6-11=( -676) 236 TOTAL LOAD= 42.0 PSF 7- 8=( -75) 85 11- 7=( -86) 757 7-12=(-1786) 463 NOTE: 2x9 BRACING AT 24"0C 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 IRC 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 '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 = -0.119" @ 15'- 3.2" Allowed = 1.579" MAX TL CREEP DEFL = -0.239" @ 15'- 3.2" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.047" @ 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, TCIL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 9-11-11 22-06-05 T T T 5-01-08 9-10-03 5-03-09 5-06-12 5-06-12 6-01-04 T T '1 '1 1' T T 12 6.00 M-4x6 M-5x6(S) M-3x9 0z.125„ =M-4x4 M-1.5x3 5 k 6 7 8 / e. � g9 4 M-1.5x3 3 + o I O Co 1 in t`) Co m 1 Me M WI of M-3x5 M-3x8 0.25"0 11 i2 dE P R FF M-5x6(5) M-3x4 =M-9x9 �`` D ), y ), y y ����'� 0NG�NEfiR s/O29 y y 9-06-12 7-06-12 7-05 7-11-08 y :9782PE c' 1-00 32-06 • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH2 r iNScale: 0.1863 `, WARNINGS: GENERAL NOTES, unless°Itemise noted: 1j4_ •RECON �'� Q., 1.Builder and erection contactor should be advised of all General Nome 1.This design's based only upon the parameters shown and is for an individual �� - &q Ft Y 15 l Truss: FH2 and Wamings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes it tls top and bottom chordate be laterelly brecae at ' A U L R` is the responsibility of the erecter.Additional pemsnent bracing of 2.0.5.and at 10'o.c.respectively unless braced throughout their length by 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. 3.2x Impact bridging or labral bracing required where shown++ SEQ. : El5 2 6 5 3 5 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of be respective n onhactor. fasteners are complete and Cl no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for'dry condition. EXPIRES: 12/31/2016 condition.of use. 5.CompuTrus has no control over and assumes no reeponsiblfdy for the 6.Design assumes(all bearing at all supports shown.Shim or wedge if necessary. November 11,2015 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 S.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits indicate size of bate 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 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: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2395) 655 10-11=(-746) 2262 10- 4=( -66) 613 WEBS: 2x4 KDDF STAND 3- 4=(-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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1865) 553 11- 7=( -84) 259 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2234) 637 7-12=( -676) 264 TOTAL LOAD = 42.0 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 -89/ 188H 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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 '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 = -0.119" @ 15'- 3.2" Allowed = 1.579" MAX TL CREEP DEFL = -0.239" @ 15'- 3.2" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.047" @ 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, End vertical(s) are exposed to wind, 11-11-11 20-06-05 fTruss designed for wind loads 5-01-08 4-07 2-03-03 3-03-09 5-06-12 5-06-12 6-01-04 n the plane of the truss only. T T T T T T T T 10-00 T T 5 12 M-4x6 M-5x6(S) 6.00 p M-3x9 /0:\15„ -M-4x9 M-1.5x3 a'. a y� r]9 Y M-1.5x3 3 + O co O I uc, M O 4. `F his _ M ** M-3x5 M-3x8 0.25"1 12 3 M-5x6(S) M-3x9 -M-4x9 .�'co PRO,cFss ), y )' y y e` � 5 V- '-'4 io2 J, y 9-06-12 7-06-12 7-05 7-11-08 1 "t� 1-00 32-06 /897$2PE � • JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH3 r Scale: 0.1863 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON�c: ` Truss: FH 3 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 y„rJ C//q R Y 1 y !�� and Warnings before construction commences. butding component.Applicability of design parameters and proper , 'G/ 2.2r4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. 17 3.Addional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at �'A U L R\v is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 117 o.c.respectively unless braced throughout their length by DATE: 11/11/2015 the overau structure is the responsibility of the building designer. St continuous sheathing later l as plywood aired a s)and+r nrywall(BC). 3.In Impact bridging or teresbaringty&the wheree shown SEQ. : Ki5 2 6 5 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of Was is the responsibility o(ihe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 s TRANS ID: LINK design ds I d component. end are for'dry condition'of u . be applied to any m 5.CompuTnre has no control over and assumes no responsibility for the A 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. 6.This design is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of truss.and placed so their center TPINVTCA 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(1 L1-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 TO: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8-(-399) 2040 8- 3=( 0) 297 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2- 3-(-2398) 514 8- 9-(-401) 2036 3- 9-(-582) 208 WEBS: 2x4 RODE STAND; 3- 4=(-1805) 473 9-10=(-212) 1520 9- 4=( -44) 406 2x4 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=(-2400) 518 10- 6=(-581) 207 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6-11=( 0) 295 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1483V -142/ 148H 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 24 "oc spacing. I JT 7: Heel to plate corner - 9.50" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans 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 = 0.047" @ 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: 140 mph, h=22.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 4-06-10 13-11-11 load duration factor=1.6, Truss designed for wind loads 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 1' T T T T 12 12 6.00 M-4x6 -:1-14-6x6 Q 6.00 4 5 ltit M-3x9 M-3x4 6 SO A o 0 2 - 8 1.1 B :4 � o 1 M-3x5 M-1.5x3 90.25" M-3x4 M-1.5x3 M-3x6 10 11 **7 0l P R M-5x8(S ���ED act..., * y y y y y �NGI►VE�cR /0 7-01-08 6-05-04 5-06-04 6-03-08 7-01-08 1,4 i-00 32-06 y 89782PE 9r .,�� JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - FH4 • r Scale: 0.1910 (� AI /� WARNINGS: GENERALNOTES, unlessotherwisenotetl: 15. 'jf- ORE`-'OIN O�_J Truss: FH4 Builder and erection contractor should beadvised of all General Notes I.This desgrais tined only upon to peremetareahewn and is for an individual � Y�A ' �A and Wbefore construction befoconstruction commences. building component.Applicability of design parameters and proper Al F`y Ab 2.2x4 compression web bracing must be installed where shown+. incorporation o(component le the responsibility of the building designer. NI 3.Additional temporary bracing to insure stability during construction 2 Design assumes the fop and bottom chords to be laterally braced at /1'A UL (�` N the responsibility of the erector.Additional permanent bracing of 2'sc.end ttt ea c.c.respectively unless braced(TI)en throughout their length by /� `` DATE: 11/11/2015 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or latarel bracing required where shown++ SEQ. : K152637 4.No load 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 One should any loads greater than 5.Design assumes trusses are to be used in a non-ccorrosive environment TRANS I D• LINK design loads be applied to any component. and are for dry condition.of use. EXPIRES: 12/31/2016 5.CompuTnn has co control over and assumes no responsibility forint 6.Design assumes full bearing at all supporta shown.Shim or wedge if wry. November 11,2015 tebrioctsn,handbeth shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of buss,and placed so their center TPIM/TCA in BCSI,poples of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of data in inches. MiTek USA.Ina/ComouTrus Software 7.6.7-SP2(1L)-E rn e.,,n,.,,.,•,,.,,,.,,,,...,,.,: .,,.,.w,.. cce_ha« vcoeo"a rrrr.eh 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 2-12=(-846) 3435 12- 3=(-169) 929 18-10=(-657) 218 BC: 2x9 ROOF #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 ROOF STAND; 3- 9=(-2492) 658 13-15=(-499) 2165 13- 9=( 0) 356 2x9 DF STAND A LOADING 4- 5=(-1824) 594 14-17=( 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) 524 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=(-1547) 586 18-19=(-470) 2022 7-16=( -98) 80 8- 9=( 0) 0 19-11=(-468) 2025 17-16-) -31) 0 LL = 25 PSF Ground Snow (Pg) 9-10=(-1727) 571 16- 9=(-169) 447 NOTE: 2x4 BRACING AT 24"OC 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) 149 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 lOPSF 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 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" 0-05-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 01-09 MAX LL DEFL = -0.139" @ 8'- 7.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.279" @ 8'- 7.0" Allowed = 2.106" 15-11-11 0-06-10 15-11-11 MAX HORIZ. LL DEFL = 0.083" @ 32'- 0.5" 1' 4'4' 4' 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 12 M-3x4 03- 3 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 p M-9x6 6 8 th-6x6 Q 6.00 5 7 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .i 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 M M-3x8 � II. MeiCa • o • .��o .✓�i2 13 o 1"'S ,j,. o M-5x6 M-3x4 nz 19 17 18 19 0 CD M-3x4+ M-3x8 M-4x8 M-1.5x3 M-3x6 11 o M-3x9+ M-5x8 a 3.00 M-1.5x3 12 y y l 0- 9-1.04 1-08 op y y y y 05-08 5-11-12 5-09-09 �Ty1-08-04 T 6-11-09 7-07-08 y ����0 PROpt O 1-00 2-05-08 11-04 18-08-08 • �5 �NGINEF9 /p y y 16-01-09 2-03-12 16-09-12 y .�/� �T. 1-00 32-06 :9782PE v • JOB NAME : 17 852 WESTWOOD PL2 62 6-A HOGGANS PARK - FH5 Scale: 0.1660 ► // '^ WARNINGS: GENERAL NOTES, unless otherwise rested: -7 OREGON Q~'YJ 1Builder and erection contractor should be advised of ail General Nobs 1.This design is based only upon the parameters shown and is for an individual . i11 17, 4?" aY 2 Truss: FH 5 and Warnings before construction on commences. building component.Applicability of design parameters and proper 7 st 2.2[4 compression web bracing must be installed where shown 0. irw°rparstion of component is the responsibility of the building designer. `, 3.Additional temporary bracing N insure stability during construction 2.Design assumes the top and bottom chords b be y braced at f(" AA U L R�. is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2a Impact badging or lateral bracing required where shown** SEQ. : Ki5 2 6 5 3 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss le 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 ID: LINK design loads be applied to any component. °^d°r°ter"dry�rd�°^'°fay. EXPIRES: 12/31/2016 5.ComWTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if wry. November 11,2015 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 Inns,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1 L)-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) 36 2-6=(-88) 703 6-3=(0) 280 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-808) 153 6-4=(-88) 703 WEBS: 2x9 KDDF STAND 3-4=(-808) 153 LOADING 9-5=( 0) 36 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 = 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) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REFER TO COMPUTRUS STANDARD MAX LL DEFL = -0.018" @ 6'- 0.0" Allowed = 0.571" GABLE END DETAIL FOR DETAILS MAX TL CREEP DEFL = -0.039" @ 6'- 0.0" Allowed = 0.761" NOT SHOWN. 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 T 1' 1' Design conforms to main windforce-resisting 6-007-00 system and components and cladding criteria. A f f Wind: 190 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 4.00 load duration factor=1.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" M-3x53 ,(...__,( M-3x5 I Truss designed for 4x2 outlookers. 2x4 let-ins 104 : of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 1 -1.5x9 Outlookers must be cut with care and are permissible at inlet board areas only. M-3x5 11 3. A. M-3x5 l 6 o M-3x4 M-1.5x3 M-3x4 ) 1 l 6-00 6-00 <(...?' � ED PRop-es,s y 1-00 y 12-00 y 1-00 y „c‘, GINE•ER /02 �� :9782PE -9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - G1 1111r Scale: 0.4307 (.....a� r WARNINGS: GENERAL NOTES, unless otherwise noted: 1.;' 7� •RCGON2O Nkr- Truss: G1 Builder and erection contiacforshould be ad sed of all General Notes This tles gn abased only upon to parameters shown and is or anindi dual 9,Q C//A` �� and Warnings before consbuebon commences. building component.Applicability of design parameters and proper 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 chordate be laterally braced at /1A U L is the responsibility of the erecter.Addstonal pemrenent bracing of T o.c.and at 1D o.c.east,a vely unless brawl throughout their length by /� continuous sheathing such as plywood sheathing(TC)and/or dryv(all(BC). DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.le tall tin bodging is the w bracingolei ity oft he wheree shown to SEQ. • K1526539 4.No bad should beepplledfoany componeMuntlleaerall bredngand 4.lrheteuasonmweeienereapon,tibaityofthereepactiwecontaomr. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 th TRANS ID: LINK design loads beapplied band are for"dry condition"of use. anycomponent. 6.Design esashesfull bearing atall supports shown.Shim orwedge t November 11,2015 5.CompuTrus has no control over and assumes no responsibility for e ,shipment cossary. fabrication,handlin g pment and installation of components. 7.Design assumes adequate drainage b provided. 6.This debge is furnished subject to the limitabons setforth by S.Plates shall 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 lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1 L)-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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-88) 703 6-3=(0) 280 BC: 2x4 KDDF #16BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BEG 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 108SF LIVE LOAD. TOP ICONS. 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 f 12 T T system and components and cladding criteria. 12 4.00 O a 4.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Orr Truss designed for wind loads 3 .0 in the plane of the truss only. I1 3.0" irDz 111 -1 4 o f 641._ 5 en MI 6 10M11 �o 0 CD M-3x4 M-1.5x3 M-3x4 )' b 1 6-00 6-00 y 1-00 y 12-00 y 1-00 y �°�E0 PROpps. �,5 �NG,INE�cR c.�O - 8.782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - G2 Scale: 0.4557 • / • ,� ''^^ WARNINGS: GENERAL NOTES, unless otherwise noted: v 0 OR4EGON X Truss: G 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 (� end Warnings before construction commences. building component Applicability of design parameters and proper 2 2.2z4 compression web bracing must be installed where shown+, incorporation of component is tha responsibility of Ne building designer. ..()� �A 4 �A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 'l J is the responsibility of the erector.Additional permanent bracing of 2'as end et 10'cr..respectively unless braced throughout their length by DATE: 11/11/2015 the overall structure is be responsibility of be building designer. 4.- continuous Impactsheathing or lat rh l bracings plywood airedsheathere)and/or drywell(BC). r.. �\ 3.2z Impact bridging or lateral required where shown++ SEQ. : K 15 2 65 4 0 4.No bad should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no t me should any loads greater than B.Design assumes trusses are to be used in a non-corrosive environment, des' bads be applied to an and are for'dry condition.of use. TRANS I D: LINK rp°'s pp ie y component 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.Compurrus has no control over and assumes no responsibility for the ne°e fabrication,handling,shipment and installation of components. spry. 7.DePlates assumes adequate onbothnageis provided, 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 their center TPIANPCA in BCBI,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 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MH ek) 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 2-9=(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 = 92.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.96 RODE ( 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. 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 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" f 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 190 mph, h=19.7ft, 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. 3 -/ f O m 0 O 1 1 <J �4 M-3x4 b ). y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 �;3 GIN /0 2 1t 89782PE -9c-- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J1 e Scale: 0.6001 , v�� f�t' \• MN WARNINGS: GENERAL NOTES, unless otherwise noted:mOREGON Truss: Jl 1.Builder and erection contractor should be advised of anNotes General 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown•. iincorporation of component is the responaibilily of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at 9,4 17. ��4 Pi y A 5 ZO Q' is the responsibility of the erecter.Additional pemmrhent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • PA ' " 1 L DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3. ` 2r Impact bridging or lateral bracing required where shown++ n 1.1 SEQ. : El5 2 6 5 4 1 4.No load should be applied to any component until after all bracing and 4,Installation of truss is the responsibtiity 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'or se. 5.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if May. 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 limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint tenter lines. 9MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1 L-E 0 Digits indicate sizer plateplatininches. P ( ) 1.Fartaintconnectordesignvalues see ESR-1311,ESR-1888(MTek) 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=(-59) 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 = 92.0 PSF 0`- 0.0" -93/ 357V -19/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 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. '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/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 - 0.000" @ 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'- 9.8" Allowed = 0.967" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" T T MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 R Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-20.2ft, TCDL=9.2,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 O f MilO l 1 21111.- 111 �9 0 M-3x4 k y b 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 1 8-00 ,��% P R��Fss �`5 �NGIINE�q /O 2 �� 89782PE ter' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J2 • _/ .7 • Scale: Scale: 0.5751 • WARNINGS: GENERAL NOTES, unless otherwise noted, C/ �� 1.Builder and erection sentrector should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for en individual % y,L/O R EG©N2, • Truss: J2 and Waminge before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation N component is the respon&bilily of the!wilding designer. .f1 7 p y Ab v t 3.Additional terrporery bracing to insure stability during conSWcton 2.Design assumes the top and bosom chords to be laterally braced an R '1 J .. el unbss braced throughout their b b r continuous at m a c J b the responsibility of the erector.Additional permanent bracing or respectively a WO r �' /�t ronmpact sheathing such sbracing plywood used ar 0+ II BC. DATE: 11/11/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brat�egalea where shown) ++�( ) /"'AUL � '. 4.No bad shoukd be applied to an component until after all brad and 4.Installation of truss is the responsibility of the ve contactor. SEQ. . K1526542 pw yreto respective fasteners are compote and at no time should any bads greater than 5.Design assumes trusses are b 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.CompuTnre has no control over and assumes no responsibility for the 6.Dessiignn assumes full bearing at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2016 faisdesignisfol,g.shipment and installation ofcomponents. 7.Design assumes adequate drainage funasoprovided. November 11,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' TPINYfCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.8.7-SP2O L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(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 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 - 0.078" 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" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 I/ 3 -/ 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. cr rh m CD l o ,_ 1 2 11111. 111 M-3x4 b l y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �`E° PR°Fess `0 04GIN EFR /0 2 9 7 8 2 P E � : t"' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J3 • Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise noted: v Truss: J3 1.Builder and erection contactor should be advised of all GenerelNotes 1.This design is based only upon the parameters shown and is for en individual .7+0OREGON '. and Warnings before concoction commences. building component.Applicability of design parameters and proper S OREGON 2� Q' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , '9 RY A6 3.Additional temporary 2.Design assumes the fop and bottom chorda m be laterally braced at T porery bracing to insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by p le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " iq UL DATE: 11/11/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral biasing required where shown++ SEQ. : K 15 2 65 4 3 4.No bad should be applied to any component until after all bracing and 4.Installation of buss a 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 and are for design loads be applied to any component. ^dry condition•of use. 5.Com pu Trus has no control over and assumes no re8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 responsibility fortro wssary 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 8.Plates shell be located on both faces of buss,and placed so their center TPINVTCA in BIS!,wpbs 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 t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by w PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 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=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -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" -94/ 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 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 = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -/ 12 Design conforms to main windforce-resisting 6.00 1-,' ' 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 M O 7- C Nrg i 1 2 4 O M-3x4 b b 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 8-00 89782PE c` JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - J4 Scale: 0.5126 ��f ` . Bar WARNINGS: GENERAL NOTES, unless otherwise noted: V 1Budder and erection contactor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual -7 OREGON of Q., .Truss: J4 and Wamings before construction commences. building component.Applicability of design parameters and proper (, incorporation of component is the responsibility of the building designer. 2.2x1 compression web bracing must be installed where shown 5. "9 q R Y 15 4� 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 NI 7 o.c.and at o.c.respectively unbar braced throughanout their length by DATE: 11/11/2015 the overall structure is the responsibility of the buildingcontinuous sheathinginsuch bs ac plywood ui ed where or drywall(BC). Th. U L �\ sponsi sty designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ. : K 15 2 65 4 4 4.No had should be applied to any component until after all burning 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.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ssery fabrication,handling,shipment and installation of components. '.Designshallbelcaedobothfce`o proWded 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 no their center TPINVICA in SCSI,copies of which will be fumished upon request lines coincide with joint center litres. 9.Digits indicate size of plate in inches. MiTek USA,Int./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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(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/ 992V -37/ 170H 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" -202/ 991V 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" 0.09 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 g 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 = 0.596" MAX TC PANEL TL DEFL = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 '' Design conforms to main windforce-resisting 6.00 S system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I► load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 N co o f v of l 2�� 5►� -s o M-3x4 y 1-00 y y y 8-00 LPROVIDE FULL BEARING;Jts:2,5,3,9 I 1-11-11 ,�Q,ED P R OFA �rco < G I Ne -,,t;, X02 89782PE 9r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J5 . ,1 . • Scale: 0.4500 ' ,T ,w WARNINGS: GENERAL NOTES, unless otherwise noted: v J _ I.Builder and erection contractor should be advised of all General Nobs 1.This design nbased only upon,heparameters shown and isfor anindludual 1' OREGON2cz, Q- Truss: J5 • and warnings before construction commences. building component Applicability of design parameters and proper 2.Oo4 compression web bracing must be installed where shown o. incorporation of component is the reaponsibilty of the building designer. -9',. , ,Q R Y A 5 �� 3.Additional temporary bracing to insure stability during construction 2.Design andatiassumes the by and bosom chorda b he laterally braced at re the responsibility of the erecter.Additional pemaneM bracing of 2'o.c. at 10'o.c.respectively unless braced throughout their length by v DATE: 11/11/2015 the overall structure is the responsibility of the building designer 3.continuous Impact bridging orr lateral brsuch as cing plywood ed o,ir,erecs)hownn+drywan(Bc). pA UL �� SEQ. : El5 2 65 4 5 4.No bad should be applied b any component until atter all bracing and 4.Installation of truss is the responsibility of 6a respective contacbr. 1 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.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installlabanofcomponents. 7.Designadequate provide. 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 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate owe 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(MTek) This design prepared from computer input by e PACIFIC LUMBER: Larry M + LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 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=(-191) 128 3-4=( -90) 38 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/ 999V -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/ 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CON D. 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 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'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -1 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 v 0 t•) o .I 1 2 5►� M-3x4 y 1-00 y 8-00 y 3-11-11 y �'�`�`GPNE F`LYS F O 'PROVIDE FULL BEARING;Jts:2,5,3,4 �("� �j ,�,f_ 89782PE -9r JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - J6 .. -__.. ..- • - Scale: 0.3858 MI WARNINGS: GENERAL NOTES, unless otherwise noted: ( ( / !) Truss: J 6 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 en individual OREGON and VWmings before construction commences. building component.Applicability of design parameters and proper /� 2.2z4 compression web bracing moat be installed where shown 0. incorporation of component is the responsibility of the building designer. Q 3.Additional temporary bracing to insure stability during construction 2.Design and at IS the top and bottom fiords m be latently braced et '9,� �9 q y 15 ; �,P is the responsibility of the erector.Additional permanent bracing of 7 o.c. at 10'o.c.respecsvely unless braced throughout their length by J continuous sheathing such as plywood shoe ing(TC)and/or drywall(BC). pq UL R DATE: 11/11/2015 the overall structure N the responsibility of the budding designer. 3.Zr Impact bridging or lateral bracing required where shown++ SEQ. : El5 2 65 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contracbr. 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 H EXPIRES: 12/31/2016 fabrication,handling, hi spry e shipment totheh itab00fcompon by 7.Pltissall be located on both is provided.a November 11,2015 fi.This design is famished subject to the timitetiorre act forth by S.Plates still be located on bath feces of truss,and placed so Meir 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,Inc./Com uTrus Software 7.6.7-5P2 1L-E 1For basis oonnentor plate daeign values see ESR-1311,ESR-1999(MiTek) er 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 3-9=( -93) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -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/ 944V -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 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 = 0.146" @ 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" l 4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 0 Wind: 140 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 0 c o r2-- o-, `th 0 4. 1 2► 6►_� I o M-3x4 y 1-00 b 8-00 y 5-11-11 y c,_,..<-'<��yG EE•s/0 !PROVIDE FULL BEARING;Jts:2,6,3,4,5 ?/ 89782PE �� JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J7 .. „`��.- --1i ' • Scale: 0.3450 WARNINGS: GENERAL NOTES, unlessothervnse noted: v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON ms's Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown n. incoryontion of component is the responsibility or Me building designer. 17,9, /4^y A 4 _,<<„,g' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chordate be laterally Mand et 77 'l fr :J is the responsibility of the erecter.Additional permanent bracing of T o.e.and at 10'o.c.respectively plywood a braced throughout their length by DATE: 11/11/2015 the overall sbudure is Me responsibility of the building designer. continuous ri ging or sten I bs ciraired in ere s ownancti5r drywall(BC). p/t UL �' 3.2z Impact bridging or lateral bracing required of the where shown 0a /'"'�S SEQ. : K 15 2 65 4 7 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility ofthe respect.contractor. tearoners are complete and at no tme should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, des' loads be ed to an and are for"dry condition.of use. TRANS ID: LINK roue as applied ycomponent. 5. Trus has no control over and assumes no re6.Design assumes sal bearing all supports shown.Shim or wedge t EXPIRES: 12/31/2016 mpu responsibility for the cocomry, fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject to the limitebons set forth by 8.Plates shall be looted on both tares of truss,and placed so their center TPIAATCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10.For beet°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 15'- 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 24.0" O.C. 2-3=(-268) 191 3-4-(-139) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=) -63) 96 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 - 92.0 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/ 445V -61/ 269H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 91V 0/ OH 5.50" 0.19 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. '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 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" i1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.00 0 Truss designed for wind loads in the plane of the truss only. 3 0 01co I on o c .7_ mdMEMMMEMMEMMEMEMEMMEM -/ 0 M-3x4 ��° PR OFFS y y y y GINE �i 1-00 8-00 7-11-11 ��5 �N �,5, 02 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 '9 89782PE r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - J8 ,`�� ~ow- . • Scale: 0.3082 all WARNINGS: GENERAL NOTES, unless otherwise noted. V �4 1.Builder and erection contractor should be advised of all General Notes 1.This design te based only upon the parameters shown and is for an individual "7 OREGON Z� Q„ Truss: J8 and VVamings before construction commences. building component.Applicability of design parameters and proper e 2.2c4 compression web bracing must be installed where shown+. irtmrporotion of component is the responsibility of the building designer. 11 y -x5 3.Additional temporary bracing to insure stability during construction 2.Design assumes the rap and bosom chords to be laterally braced at is the responsibility of the erector,Additional permanent bracing of 2'o.e and at 117 o.c.respectively unless braced throughout their length by it DATE: 11/11/2015 the overall sWcbre is the responsibility of the building designer. oontinuous sheathinggor such as plywood sheathing(TC)and/or drywall(BC). Aq U L. R` ng 3.2t Impact bridging or lateral bracing required where shown++ L. SEQ.: Ki5 2 6 5 4 8 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 greater than 5.Design assumes trusses are b 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.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes Tull bearing at all supports Shawn.Shim or wedge i( EXPIRES: 12/31/2016 ry fabrication,handling,shipment and a lir laden of components. 7.Design assumes adequate drainage is prodded. November 1 1,201 5 8.This design is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of Wes,and placed so their center TPINVTCA 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,IBC./CornpoTrus Software 7.6.7-SP2(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Y PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, 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 = 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 INC 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 T 1' 1' 12 12 6.00 p I I M-4x4 Q 6.00 3 I I o f p I of 1 ///////////////////////////////////////////////////////////////////////////////////////////////////////// 5 I 0 0 M-3x4 M-3x4 b ) > ) 1-00 13-04 a R OF ED cod GINE ,,,:;) sj02 „....._s4.1 89782PE -91- JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - K1 . _� ` • • Scale: 0.5453 / •- WARNINGS: GENERAL NOTES, unless otherwise noted: C/ (I) 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 indiddual 1:1t,OREGON '� Q,• Truss: Ki construction Warningsbeforecommences. building component Applicability of design parameters and proper 0 2.2x4 compression web bracing must be installed where shown+, incorporetlon of component is the responsibility of the building designer. ry�a 3.Additional temporarybracing b insure stabil' Burin 2 Design assumes the top and bottom chords to be laterally braced at • ,4 R y 1�J `&C ng stability g construction 2'o.c.and at 10'o.c.respectively woods braced throughout their length by /N+./� is the responsibility of the erecter.Additionalbuilding permanent bracing of continuous sheathing such as plywood shod ng(TC)and/or drywall(SC). /'"�U L �\ DATE: 11/11/2015 the overaN structure is the responsibility of the building designer. a 2,Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 2 6 5 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respectve 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"of use. 5.DOmpuTnre has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if labricatbn,handling,shipmentnecessary. EXPIRES: 12/31/2016 and installation of components. 7.Design assumes adequate drainage is provided. S.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 November 11,2015 TPIANTCA in SCSI,copes of which will be famished 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 1. PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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 2-5=(-74) 434 5-3=( 0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-587) 114 5-6=(-27) 45 5-4=( -47) 394 ' WEBS: 2x4 KDDF STAND 3-4=(-558) 136 4-6=(-459) 172 LOADING i TC LATERAL SUPPORT <= 12"OC. CON. 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 -54/ 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 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 - 0.040" @ 3'- 5.7" Allowed - 0.446" MAX TC PANEL TL DEFL - 0.147" @ 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 T T 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 F7, IM-9x9 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g '(, ( load duration factor=l.6, ill End sial(s) ore exposed so wind, Trusss designed for wind loads in the plane of the truss only. 111%%11111111S M-3x4 4 � O M Oi 1511111111111111111111 f �I O O N O 1 ►� 5 6 M-3x4 M-3x4 M-1.5x3 ), )' b 6-09-12 5-02-04 y 1-00 y 12-00 y ,��EPR()Pen CDN / N� QI� , P� •9782PE r' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - K2it Scale: 0.4409 ,•� WARNINGS: GENERAL NOTES, unlessoMenvisa noted: V . 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 '7A •R EG ON �0 Truss: K2 and Warnings before oonaWdan commences. building component.Applicability of design parameters and proper / A 2.204 compression web bracing must be instated where shown+, incorporation of component a the responsibility of the building designer. 9 4 R y 15 .V l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at , e the responsibility of the erector.Addtonal permanent bracing of s o.e.and at 10'o.c.respectively unless braced throughout an ut their length by v continuous sheathing such as plywoodisired sheathing(TC)and/or drywall(BC). PAUL 11 '" DATE: 11/11/2015 the overall structure is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^l,rr{+ SEQ.: K1526550 4.No load should be applied bany component until after all bracing and 4.Installation of rues is the responsibility of the respective contactor. fasteners are compete and at no time should any loads greater than 5.Design assumes Susses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. and are for•dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuts bearing atall supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry tebn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.Thissdesign is furnished subject to the limitations set forth by 8.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 inchoate size of plate in inches. MiTek USA,Inc.ICompuTrus 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 s PACIFIC LUMBER: Larry M - LUMBER SPECIFICATIONS TRUSS SPAN 11'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -11) 90 1-5=(-65) 363 1-2=(-547) 95 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-470) 128 5-6=(-26) 40 5-3=( 0) 219 WEBS: 2x4 KDDF STAND; 3-4=(-479) 125 5-4=( -39) 327 2x6 KDDF #2 A LOADING 9-6=(-413) 166 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT G= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -58/ 481V -51/ 66H 5.50" 0.77 KDDF ( 625) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 11'- 1.5" -59/ 453V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hen ger s ccs. - See a REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g p pproved plans 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 = 0.052" @ 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" 'Ti 1' 1-09-14 3-11-10 5-04 Design conforms to main windforce-resisting 'Ti '1 '1' T system and components and cladding criteria. 12 12 6.00 1,..-- Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 Truss designed for wind loads 11\ in the plane of the truss only. M-3x4 z M-3 O 1 O, I1X4 IMMENIIIIIIIIIIIIIIIIM I O O /- 1�� 5 ** 6 -f`-I M-3x8 M-3x4 M-1.5x3 )' 1 b 5-11-04 5-02-04 y y 11-01-08 ////,�` c 1J PR VF�Css �_5 �NAGINEFR Sia • It 8.782PE ter' JOB NAME : 17852 WESTWOOD PL2 62 6-A HOGGANS PARK - K3 Scale: 0.9990 . •/% WARNINGS: GENERAL NOTES, unless otherwise noted' (/ �40 Truss: K3 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 14Z/OREGON o rr and Warnings before conabucbon commences. building component.Applicability of design parameters and proper 15, 2.204 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the Wilding designer. P 3.Additional temporary baring to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et '9 _ RY 15 2 e the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/11/2015 continuous sheathing such as plywood sheet whereC)ander drywall/BC). PA U L R\ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown-k* SEQ. : K15 2 65 51 4.No load should be applied to any component until afar 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 6.Design assumes busses are to be used in a ran-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition'of use. 5.CamWTmshas no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ry. 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 6.Plates shall be located on both faces of buss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lees. 9.Digits isciosize of plate ininches. .MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1L-E 1obcmnnsct plate design values see ESR-1311,ESR-1986(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=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=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. 12 M-1x2 or equal typical at stud verticals. 6.00 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 -/ 0 ,ti O tit O 00 1 � i 4 M-3x4 y .1 ,1 1-00 5-06 "<° ME P R 0 xFss ��c..1 �NGI NE fiR /et. 89782PE JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L1 _ i Scale: 0.7293 - - 'w WARNINGS: GENERAL NOTES, unless otherwise noted' / V �40 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 1' OREGON O Truss: Ll and Warnings before construction commences. building component.Applicability of design parameters and proper / A 2 2a4 compression web bracing must be instalkrd where shown+, incorporation of component hs the responsibility of the building designer. 1: C/ai RY .t 5 V Q` temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at ♦7 ��r 3.Additional tam2'o.c.and at 10'sc.respectively unless braced throughout their length byit is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U 1 R` DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+a L. SEQ. : K15 2 6 5 5 2 4.No bad should be apdied 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 non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condhoni of use. 5.CompuTrus has n o control over and assumes no responsibility for the 8.Dostesary mss full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 neoesfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 11,2015 6.This design is furnished subject Ds the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in BC51,copies of which will be furnished upon request linea 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 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. 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 - 0.062" @ 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 V M-1.5x3Design conforms to main windforce-resisting 4 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), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. t+1 0 0 c "-- 1 " l m c o .�- 10111.1111111111411 °111M-3x4M-1.5x3P1 ►� 11021450 5-02-04 0-03-12 l , )' 1-00 5-06 <a, 0 PROFF6S K,< �NGINEF9 /0 29r 89782PE JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L2 r Scale: 0.5422 ��y���C�/ •`�, WARNINGS: GENERAL NOTES, unless otherwise noted: (aa 1.Builder and erection contractor should be advised of all General Notes 1.This design 5 based only upon the parameters shown end is for an individual '? OREGON �~ Truss: L2 and Warnings before construction co,nmences building component.Applicability of design parameters and proper '• Z 2.2a4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. +1�1 "A? `I G �� 3.Additional temporary bracing to insure stability during construction 2.Design assumeso n.by and bottom chords a be laterally braced a[ 7 'l Y J S the responsibility of the erecter.Add tonal permanent bracing of continuousNA o.c.antl at 10'o.c.reapacti such as ly unles braced through d/orut drr ength by /� ` DATE: 11/11/2 015 the overall structure is to responsibility of t e building designer. 3.2s Impact b dging orlaterallateral bracing plywoodsheathing(TC) �e shown"+arywan(Bc). pA i L `. SEQ.: K1526553 4.No load should be applied tany component until aferall bracing and 4.Installation of trues is the responsibility of the respective contractor. 1 v fasteners ate compete 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'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown Shim or wedge g EXPIRES: 12/31/2016 , fabrication,isfning.sNpmentandtheli lation 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.Plats shall be boated on both faces of truss,and Bawd so their center TPIMWTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digit indicate ewe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-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 'il LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 24.0" 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 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" -52/ 318V -11/ 64H 5.50" 0.51 KDDF ( 625) 3'- 3.2" 0/ 90V 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 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" @ -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" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, of Truss designed for wind loads '-"' in the plane of the truss only. 0 N r1 /- o m 111 o 2 4111111111.- 11 -/ M-3x9 )' ,1 l 1-00 3-06 n [ 'PROVIDE FULL BEARING:Jts:2,9,3 I G; ED PR OF �G�,�co'��NGI N F�sial 8.782PE 11_,,„ JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - L3 ,/ • 4' " Scale: 0.8287 A WARNINGS: GENERAL NOTES, unless otherwise noted: ��/ ,OR D' .. 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 '/ ,q, Ciq RY � 5 2 , Truss: L3 and Warnings before conebuction commences. holding component Applicability of design parameters and proper T 2.2x4 compression web bracing must be installed where shown«. incorporation of component is the reaponaibilof Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the cop and bosom chords m be laterally braced at /''�a U L R` is the responsibility of the erector.Additional permanent bracing of r es and at 1d o.c.respectively unless braced throughout their length by /�'/'� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall sWcbre is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown+« SEQ. : Ki5 2 6 5 5 4 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design applied andarelen'dry condition.an of use. EXPIRES: 12/31/2016 TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.ComWTrushas nocontrol over and assumes no responsibility for the ,� November 11,2015 y. fabrication,handling,shipment and installation of components. Design as 7.Paasumelocaadequate oth face iogross ed. 6.This design is famished subject to Me limibtlorre set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA.Inc./ComeoTrus Software 7.6.7-SP2(1L1-E This design prepared from computer input by Z. PACIFIC LUMBER: Larry M • 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 1. 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" 4' 4' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 0 o m f- 0 O C NO O O 1 2:mm 4 M-3x4 ), ), b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I .co,- & Esq s% 444 17 Q 89782PE r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ1 • Scale: 0.6957 ,�I WARNINGS: GENERAL NOTES, unless otherwise noted. (/� 4D Truss: SJ1 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 OREGON act Wamings before construction commences. building component.Applicability of design parameters and proper /112A roper //q,,,,,, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of he building designer. �..()�� - G ‘72 4yw� 3.Addtwnal temporary bracing toco insure stability during nabuction 2.Design assumes the top and bottom chords to be laterally braced at 7 Y l J is the responsibility of the erecter.Additional permanent bracing of o.c.and at td o.c.respectively unties braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). P/��'1 U L DATE: 11/11/2015 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ SEQ. : K 15 2 65 5 5 4.No bed 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 greater than 5.Design assumes busses are to be used in a noncorrosive environment, and are for'dry condition'of use. TRANS I D: LINK design loads he applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the ,racossery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 11,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPI/WVICA in SCSI,copies of whits will be famished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. . Mi7ek USA,Inc./Com uTrus Software 7.6.7-SP2 1L-E 10 For baicconnector fltededesign s see ESR-1311,ESR-1988(Mi7ek) This design prepared from computer input by PACIFIC LUMBER: Larry M o LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 RODE 1#1&BTR SPACED 29.0" 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 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" -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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -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=9.2,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 l in the plane of the truss only. i M-3x4 r1 f- a El of 1 2 1111.-11-11 4' -/ 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3 I 1 �SO�NGl PEF�s`> ,C� -9 89782PE r JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ2 `i Scale: 0.7890 WARNINGS: GENERAL NOTES, unless olhenAse noted: �4/OREGON � .Truss: SJ2 and Warnings before construction commences. building component.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 " --,Fly 1 ' � t.Applicability of design paremetere and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `,J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at h`/`�f'{U L a b the responsibility of the erector.Additional M breci of s o.c.and at 10'o.c.respectively antras braced throughout their length by permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/11/2015 the overall structure is the responsibility of the budding designer. 3.20 impact bridging or lateral bracing required where shown++ SEQ. : K 15 2 65 5 6 4.No bed should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respective contractor. I fasteners are complete end at no time should any bnon- corrosive greeter than 5.Design assumes busses are to be used in a nonorrosive environment, i,, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. EXPIRES: 12/31/2016 • 5.CompuTms has no control over and assumes no responsibility for the 8.Des assumes full bearing at all supports shown.Shim or wedge B MaiMa fabrication,handling,shipment and installation of components. ry. November 11,2015 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of cess,and placed so their center • TPIIWTCA in BCBI,copies of which will be furnished upon request. lines coincide with joint carter lines. • 9.Digits indicate size of plate in inches MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E This design prepared from computer input by3- PACIFIC LUMBER: Larry M e , 1 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=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" 0.C. 2-3=(-102) 47 V 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" -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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/l80 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 TI o A- 1 1 2 4 M-3x9 b b 1 y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 ��9,c.O P R oppe, �C?�5 NGINEE9 ��2 89782PE fir' JOB NAME : 17852 WESTWOOD PL2626-A HOGGANS PARK - SJ3 • . • Scale: 0.6303 '-� WARNINGS: GENERAL NOTES, unless otherwise noted: C.+4 40 1.Sunder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON Q, (1� Truss: SJ3 and wemingebefore conebactioncommences. building M din9<ompenen. dimbatyofdesignpaamemreandpeeper ! ‘..,,,,-.7/1/ 2.2s4 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 construction 2.Design assumes the tap end bottom Morris to be laterally braced at q R y 6 J� is the responsibility of the erector.Additional permanent bracing of n o.c.and at eo0.o.c.respectively unless braced throughout their length by !7L continuous sheathing such as plywood sheath here)and/or drywall(BC). `JA 1 11 i; DATE: 11/11/2015 the overall sbuct re is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ r 7 t 11+ SEQ.: El5 2 6 5 5 7 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 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'Sty 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 it ry. 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 Imitations 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 center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompoTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111.111. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury =Miff Dimensions are in ft-in-sixteenths. 111141046, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by aln engineer.For 0'/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IL\411P,Nift pbracing should e considered. a■_� Oci- 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. O C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-111V from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 ,j-k Indicated b s mbol shown and/orSYP represents values as publishedspecified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior I4 (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■M■ reaction section indicates joint 17.Install and load vertically unless indicated otherwise. Z� number where bearings occur. 0-2Min size shown is for crushing only. MIN MI el 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for MetalMill project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. t DSB-89: Design Standard for Bracing. MiTek7 BCSI: Buildin Com onent Safet Information, 20.Desi n assumes manufacture in accordance with 9 P Y g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. I . Installing&Bracing of Metal Plate a • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 t