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Plans (11) • F 11311 sW Et(co1 L MSr2a9,:00378 SEP 2 3 2019 60'-6• T1 , ?D 1 4q 0 • • • • • P 6" Z. , / 2 / / 2 / / I / ^. 3 ; 1 3 3 L 4:12 ain N 1 I ' 3 • 2 3 3 7 I 3 e Q Q 3 1 i \ O Alli S26 HUS26 • 4:12 • • • /6:12 Mus'i • • I, . . . - . I( Oa)e 4:12/ -8:12 - 8:12.. . ------ m '4 e ° . 0 :4:1. . C 'r / 0 ZO .. D2(4) rM • ,\>4(4) .a N 2 ' 8:12 7 Cra 4. V12le 2 -I r F2 `-Q F+ — 10'-6" 20'-0 12'-0" s-0• I 12-0" - 60'-6 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 09/11/19 TRUSSMCA CONLY.REFER TO ULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS IGNERJMORE R FURTHER INFORMATION.BUILDING J-2756 STONE BRIDGE DESIONSIBLEF FOR NON-TRUSS RESPONSIBLE FOR ALL NOB-TLUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 353 I M OD-STD-J-27pL DESIGNER/ENGINEER OF RECORD TO & T R U S S . KED BY: REVIEW AND APPROVE OF ALL <1 COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ••.,.c•I 0.102"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MIINN MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-2756 STONE BRIDGE 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: K6650706 thru K6650726 My license renewal date for the state of Oregon is December 31,2019. ��"ED P R opfiss c�5 t�NG I NEF17 � � 89200PE v� �yL ,f OREGON � <i i0 M y 14, 2-'3\ -.� R -Ago. ',MIL.0_2. September 11,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by Sp LUMBER SPECIFICATIONS TRUSS SPAN 52'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-14=(-834) 207 2- 3=( -246) 835 19-10=) -348) 174 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -72) 207 14-15=(-839) 205 14- 3=( 0) 193 19-11=( -51) 83 WEBS: 2x4 KDDF STAND 3- 4=( -298) 1494 15-16=( -99) 690 3-15=( -729) 237 11-20=( 0) 184 LOADING 4- 5=( -231) 1496 16-17=(-216) 1327 4-15=( -347) 174 11-12=(-3313) 639 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1197) 381 17-18=(-405) 2240 15- 5=(-2847) 641 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1661) 552 18-19=(-521) 2774 5-16=( -173) 1062 TOTAL LOAD = 42.0 PSF 7- 8=(-1687) 555 19-20=(-675) 3258 16- 6=( -851) 271 OVERHANGS: 12.0" 12.0" 8- 9=(-2686) 700 20-12=(-672) 3261 6-17=( -17) 536 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3473) 851 17- 7=( -182) 733 Cs=1, Ce=1, Ct=1.1, I=1 10-11=(-3469) 788 17- 8=(-1239) 356 M-1.504 or equal at non-structural 11-12=( -402) 179 8-18=( -116) 784 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( 0) 36 18- 9=( -641) 230 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-19=( -154) 699 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -225/ 73V -112/ 112H 5.50" 0.12 KDDF ( 625) 10'- 2.8" -328/ 2827V 0/ OH 5.50" 4.24 KDDF ( 625) 52'- 0.0" -197/ 1758V 0/ OH 5.50" 2.81 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,15,12 bOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.012" @ 5'- 0.5" Allowed = 0.477" MAX TL DEFL = 0.016" @ 5'- 1.7" Allowed = 0.636" MAX LL DEFL = -0.218" @ 36'- 6.1" Allowed = 2.054" MAX TL DEFL = -0.360" @ 36'- 6.1" Allowed = 2.739" 26-00 26-00 MAX LL DEFL = -0.002" @ 53'- 0.0" Allowed = 0.100" 7' .1 - MAX TL DEFL = -0.003" @ 53'- 0.0" Allowed = 0.133" 10-01 5-01-12 5-03-07 5-04-01 5-03-11 5-02 5-03-09 10-04-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS f5-00-08 5-02-04 5-03-11 5-01-15 5-03-11 5-03-11 5-01-15 5-03-11 5-00-08 5-02-04 MAX HORIZ. LL DEFL = 0.059" @ 51'- 6.5" f -( 1' T 7' T T 1 - - T MAX HORIZ. TL DEFL = 0.098" @ 51'- 6.5" 12 12 4.00 M-1.5x9 M-1.5x9 M-1.5x4 4 4.00 Design conforms to main windforce-resisting M-3x6 M-1.5x4 M-4x6 M-3x6 M-3x8 system and components and cladding criteria. 18-3x6 M-1.5x4 M-1.5x4 M-1.5x4 4.0" Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 M-3x .6( M-3x6 M-3x6 M-3x8 M-3x6 M-3x6 M-3x6 (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-3x9 _ load duration factor=l.6, M-3x6(5) M 3x6(5) Truss designed for wind loads M-1.5x9 '�': l srnne M-3x6 M-4x6 -1 ppr M-3x4 in the plane of the truss only. M-3x8 M-3x6 M-1.5x3 1111 I I �I M-1.5x3��' �� M-3X8 Truss designed foz 4x2 outlookers. 2x9 let-ins M-3x8 �/ 1I M-3x12 of the same size and grade a structural top _ chord. Insure tight fit at each end of let-in. • M-1.5x3 M-1.5x3 Outlookers must be cut with care and a e o t �11 �'I�I' Al• _,I ,I III II�` oa permissible at inlet board areas only.r • o p 2 19 r� T15 16 17 18 19 20 +12 p -3x6 -7x8 M-3x4 M-3x8 0.25" M-3x8 M-5x6 M-1.5x3 M-3x6(S) M-1.5x3 ^ P R y l b ) b M-5x6(S) 1 y 1 E f1V�e 4 7- 5- y5-00-08 5-02-00-00 7-10-10 y7-10-10 13-10-1010-10 y 7-10-10 18-01-0604 5-00-08 y N ti.\ NF'F4 s,O.j,9 tiyy 89200PE 1-00 52-00 1-00 JOB NAME : J-2756 STONE BRIDGE - AlSoale: 0.1014 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of ell General Notes 1.This deegnisbased only upon the parameters shown and isfor anindividual ,�OREGON �iti�. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. iO♦ �# 3.Additional temporary bracing to insure stability during construction 2 Deaton assumes the top and bottom chords to be laterally braced et 4 Is the responsibility of the erector.Additional permanent bracing of co'n.c.and at 10'o.c.respectively unless braced throughout Meir length by /� d_ a f continuous sheathing such as plywood sheading(TC)and/or drywaRBC). �,1 �� DATE: 9/11/2019 the overall structure is the responsibility of the building designer. 3.27 Impact bridging or lateral bracing required where shown.• .'7 SE K 6 6 5 0 7 0 6 4.No load should be applied to any component until after all bracing and 4.Instaltaton of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Desyn assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for Be 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-51.-2019 mcessary. fabrication,handling,shipment and installation of components. Pets"assumes ocadequate enbethdrainage'aprussed.,an September 11,2019 8.This design is famished subject to the limitations sal forth by 8.Plates shall be located on COM faces of truss,and placed so(hair center TPI/WTCA In SCSI,copies of which will be famished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./Com(uTfuc Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESN-1888(9:Tek) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 52'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-14=( -998) 207 2- 3=( -246) 1001 19-10=) -348) 179 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -72) 207 14-15=(-1002) 205 14- 3=( 0) 193 19-11=( -95) 127 WEBS: 2r4 KDDF STAND 3- 9=( -298) 1568 15-16=( -99) 833 3-15=( -729) 237 11-20=( 0) 184 LOADING 4- 5=( -231) 1567 16-17=( -216) 1579 4-15=( -347) 174 11-12=(-3661) 639 TC LATERAL SUPPORT <= 12"OC. 7305. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1947) 381 17-18=( -905) 2600 15- 5=(-3073) 641 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 P5F 6- 7=(-1909) 552 18-19=( -521) 3188 5-16=( -173) 1283 TOTAL LOAD= 42.0 PSF 7--8=(-1981) 555 19-20=( -675) 3603 16- 6=( -902) 271 OVERHANGS: 12.0" 12.0" 8- 9=(-3121) 700 20-12=( -672) 3606 6-17=( -17) 578 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3911) 851 17- 7=( -182) 909 Cs=1, Ce=1, Ct=1.1, I=1 10-11=(-3907) 788 17- 8=(-1373) 356 11-12=( -902) 179 8-18=( -116) 946 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=( 0) 36 18- 9=( -692) 230 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-19=( -159) 699 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -297/ 73V -112/ 112H 5.50" 0.12 KDDF ( 625) 10'- 2.8" -328/ 3010V 0/ OH 5.50" 4.51 KDDF ( 625) 52'- 0.0" -197/ 1911V 0/ OH 5.50" 3.06 KDDF ( 625) II__ (PROVIDE FULL BEARING;Jts:2,15,12 '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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.016" @ 5'- 0.5" Allowed = 0.477" MAX TL DEFL = 0.020" @ 5'- 0.5" Allowed = 0.636" MAX LL DEFL = -0.268" @ 36'- 6.1" Allowed = 2.059" MAX TL DEFL = -0.410" @ 36'- 6.1" Allowed = 2.739" MAX LL DEFL = -0.002" @ 53'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 53'- 0.0" Allowed = 0.133" 26-00 26-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' . 1' 16-06-03 9-05-13 9-05-13 16-06-03 MAX HORIZ. LL DEFL = 0.072" @ 51'- 6.5" f 1' 1' 9 1' MAX HORIZ. TL DEFL = 0.111" @ 51'- 6.5" 5-00-08 5-02-04 5-03-11 5-01-15 5-03-11 5-03-11 5-01-15 5-03-11 5-00-08 5-02-04 T T T '1 T T T T T T T 12 12 Design conforms to main windforce-resisting 4.00 M-9x6 ""4.00 system and components and cladding criteria. 4.0 Wind: 120 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7 a9( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-3x9 load duration factor=1.6, M-3x6(5) 3.0" M-3x6(5) Truss designed for wind loads M-4x6 , M-3x4 in the plane of the truss only. M-1.5x3M- .5x3 M-9x8 /\ r Illr.".4411111111111 :-7x8M -1.5x3 M-1.5x3 � 0 2 14 rn 15 16 17 18 19 20 r2 p -M-4x9 M-3x8 0.25" M-3x8 115-6x6 M-1.5x3 M-3x6(S) M-1.5x3 ff11 M- ys-00-o6 ys-02-09 k 7-10-10 I 7-10-10 I 7-10-10 SxI(9)7-10-10 y5-02-09 y5-00-08 I e°'u' G'N Et��V`C1 y y 20-00 13-10-10 18-01-06 y y ��/ '$y 1-00 52-00 1-00 89200PE JOB NAME : J-2756 STONE BRIDGE - A2 -Lj Scale: 0.1017 - - WARNINGS: GENERAL NOTES, Unless sftnesc:se noted Q LC 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 74. 4,0 R EG ON Ix 4i Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a. incorporation of component is 3. to responsibility of the building designer. �O -}1+1 temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at c -+ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�/ 17? 141 s?;*' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��s+++aaa I DATE, 9/11/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where show v v / /Z1 4No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. ,1 4 SEQ. : K 6 6 5 0 7 0 7 .fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. assumes beaadeduate enfageiotrussed. September 11,2019 6.This design is furnished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Tines. g.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6,8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198e(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 36 2-10=(-278) 265 2- 3=( -424) 117 8-14=(-922) 208 BC: 284 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -70) 209 10-11=(-281) 260 10- 4=( 0) 211 14- 9=(-219) 55 WEBS: 2x4 KDDF STAND 3- 4=(-301) 96 11-12=(-166) 344 4-11=( -594) 88 9-15=( -5) 61 LOADING 4- 5=( -71) 434 12-13=(-121) 487 5-11=( -263) 114 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' 5- 6=( -36) 433 13-14=( -31) 109 11- 6=(-1083) 119 BC LATERAL SUPPORT 0= 12"OC. HON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-546) 82 14-15=( 0) 0 6-12=( 0) 310 TOTAL LOAD= 42.0 PSF 7- 8=(-355) 53 12- 7=( -90) 96 LETINS: 2-00-00 0-00-00 8- 9=( -49) 132 7-13=( -425) 153 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 8=) -39) 595 OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 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) M-1.504 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -63/ 416V -46/ 252H 5.50" 0.67 KDDF ( 625) vertical members (uon). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10'- 2.8" -131/ 1457V 0/ OH 5.50" 2.16 KDDF ( 625) 30'- 9.2" -166/ 1205V 0/ OH 5.50" 1.81 KDDF ( 625) M-3x4 where shown; Jts:3-4,6-9,12-14 35'- 8.0" -10/ 46V 0/ OH 5.50" 0.07 KDDF ( 625) I_ PROVIDE FULL BEARING;Jts:2,11,14,15 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.016" @ 1'- 10.0" Allowed = 0.477" MAX TL DEFL = 0.016" @ 1'- 10.0" Allowed = 0.636" MAX LL DEFL = -0.021" @ 21'- 2.1" Allowed = 1.004" 28-07-03 6_07_02 MAX TL DEFL = -0.034" @ 21'- 2.1" Allowed = 1.339" MAX TC PANEL LL DEFL = -0.075" @ 32'- 6.5" Allowed = 0.442" 1-11-013-04-01 4-11-10 3-11-01 7-00-14 7-06-09 6-10-12 MAX TC PANEL TL DEFL = -0.096" @ 32'- 6.5" Allowed = 0.663" f f f f f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.009" @ 35'- 6.2" 4.00 M-3x6 - MAX HORIZ. TL DEFL = 0.012" @ 35'- 6.2" M-3x6 M-1.5x4 11,1 % Design conforms to main windforce-resisting M-3x6 system and components and cladding criteria. M-3x6 M-1.5x9 Wind: 120 mph, h=15.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' I (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, M-3x6(5) /I 7 Only left end vertical is exposed to wind, lf Truss designed for wind loads �y to in the plane of the truss only. 0 I Insure size are re M-1.5X3 Truss designed for 4x2 outlookers. 2x4 let-ins '. 1 ii of the same and grade a structural top IrrAchord. Insureltight fit at each end of let-in. Outlookers must be cut with c and a permissible at inlet board areas only. . em111111111.6... I, Ali IL Al e _, 0 2 10 1 12 13 19 15 M-3x6 M-1.5x3 M-3x8 M-3x6(5) M-1.5x3 A y 5-01-06 y 5-01-06 y 6-07-06 y ,8-10-02 y 5-01 y 4-10-12 y t5c 5 c 1 E V��a J• y 19-08 16-00 ,, v 41 9 1-00 35-08 89200PE f JOB NAME : J-2756 STONE BRIDGE - B1 • Scale: 0.1561 � �j WARNINGS: GENERAL NOTES, unless th ted 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon theparameters shown ands forindividual 174. 4e OREGON �tv� Truss: 31 and Warnings before construction commences building componentApplicability of tl g parameters and prop A 2.2sA p n web bracing must be Installed where shown a. Incorporation of component the sp b'(ty of Me building Iding de p ,l �0 3 Additional temporary b g to' r ng stability d construction2.D 9 assumes the top and bottom chords to be laterally braced 1 Y f the erector. ti permanent bracing of 2 .. d at 10 oz.respectively braced throughout their length by -s the responsibility ,v T 1 DATE: 9/11/2019 the overall structure is theresponsibilityf the buildin designee mpact sheathing or such as plywood airedsheatn ere s and/or tlryaalt(BC). VVV...... any c o g 3.In Impact bridging is lateral poll ng required of red where shown t a � �� 4.Na load should m applied to any component until toad all bracing end 6.Design as of puss is the responsibility of the respective contractor. SEQ. : K 6 6 5 0 7 0 8 fasteners are complete and at no bine should any toads greater than s.Design assumes basso are u be used m a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are assumor'dryes condition'o u e. 5.Campo Trus has noconpolover and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handing.shipment and installation of components. 7.Deeg assumes adequate drainage is provided. 5.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 September 11,2019 TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate ace of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-278) 265 2- 3=( -424) 117 8-14=(-927) 208 BC: 2,9 HOOF #1&BTR SPACED 24.0" O.C. 2- 3=( -70) 209 10-11=(-281) 260 10- 9=( 0) 211 14- 9=(-219) 55 • WEBS: 204 KDDF STAND 3- 4=(-301) 96 11-12=(-186) 397 4-11=( -594) 88 9-15=( -5) 61 • LOADING 4- 5=( -71) 434 12-13=(-121) 497 5-11=( -263) 114 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=) -36) 433 13-14") -31) 114 11- 6=(-1083) 119 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-548) 82 14-15=( 0) 0 6-12=( 0) 314 TOTAL LOAD= 92.0 PSF 7- 8=(-362) 53 12- 7=( -90) 96 LETINS: 2-00-00 0-00-00 8- 9=) -49) 132 7-13=( -425) 153 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 8=( -39) 625 OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 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) M-3x9 where shown; Sts:3-4,6-9,12-19 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -63/ 4168/ -96/ 252H 5.50" 0.67 KDDF ( 625) '', For hanger - Seeapproved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10'- 2.8" -131/ 1457V 0/ OH 5.50" 2.18 KDDF ( 625) specs. 30'- 9.2" -166/ 1274V 0/ OH 5.50" 1.91 KDDF ( 625) 35'- 8.0" -10/ 80V 0/ I_ OH 5.50" 0.13 KDDF ( 625) Ie ROVIDE FULL BEARING;Jts:2,11,14,15 6ND. 2: Design checked for net(-5 osf) 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.016" @ 1'- 10.0" Allowed = 0.477" MAX TL DEFL = 0.016" @ 1'- 10.0" Allowed = 0.636" MAX LL DEFL = -0.022" @ 21'- 2.1" Allowed = 1.004" MAX TL DEFL = -0.035" @ 21'- 2.1" Allowed = 1.339" MAX TC PANEL LL DEFL = -0.075" @ 32'- 6.5" Allowed = 0.442" 16-08-05 18-11-11 MAX TC PANEL TL DEFL = -0.096" @ 32'- 6.5" Allowed = 0.663" f f 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-013-04-01 4-11-10 3-11-01 7-00-14 7-06-09 6-10-12 1' '1 1' ' ' ' 1' 0' MAX HORIZ. LL DEFL = -0.009" @ 35'- 6.2" 9 -; MAX HORIZ. TL DEFL = 0.012" @ 35'- 6.2" Design conforms to m3 indforce-resisting system and componentsand cladding criteria. 12 Wind: 120 mph, h=15.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, M-3X6(S) � Truss designed for wind loads w� '6';''0 in the plane of the truss only. co M-1.5x3 I '-I oiliiiii . 2 10 I 12 13 19 **15 M-3x6 M-1.5x3 M-3x8 M-3x6(5) M-1.5x3 , 5-01-06 y 5-01-06 y 6-07-06 y ,8-10-02 y 5-01 y 4-10-12 y ���(��C? r�6'6) , J' 19-08 16-00 y �� EC'Q 1-00 35-08 4 89200PE 9t' JOB NAME : J-2756 STONE BRIDGE - B2 ,0,�' Scale: 0.1561 WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Builderanderactioe contractor shouldld bdied of all General Notes I.This design is based only upothe parameters shown and is for divdual ,OREGON by �4/ Truss: B2 and Warnings before construction building component.Applicability f d 9 parameters and prop v 2.2x4 compression web bracing mut beinstalled where shown.. of component ismresponsibility of the building designer. �� 3.Additional temporary bracing to nstability during construction 2.Design assumes the top and bottom chords to be laterally Crated t �/�) 's me resppnsib-liy of the erector.Additional 1 bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by /"' 11' 1 O permanen g continuous sheathing such as plywood sheeth'ng(TC)andor drywall(BE). ///,,,��� DATE: 9/11/2019 the overall structure is Sre responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. MFRR 1 U-, 4.No load should be applied to any component unlit after all bracing and 4.Installation of truss is me responsibility of the respective contractor. S EQ. : K 6 6 5 0 7 0 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are or'dry condition'of use. 5.GompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ssay. fabrication.handling,shipment and installation of components. 7.Platesshassumes catedon drainage is trus's,e September 11,2019 6.This design is famished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. P.Digits indicate Nee of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-282) 278 2- 3=( -439) 119 8-14=(-738) 168 BC: 204 KDDF #168TR SPACED 24.0" O.C. 2- 3=( -70) 209 10-11=(-285) 273 10- 4=( 0) 211 8-15=(-205) 92 WEBS: 204 KDDF STAND 3- 4=(-316) 98 11-12=(-198) 350 4-11=( -591) 87 15- 9=(-179) 84 LOADING 4- 5=( -68) 417 12-13=(-140) 487 5-11=( -263) 114 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -33) 416 13-14=) -51) 116 11- 6=(-1071) 131 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-553) 95 14-15=( -50) 112 6-12=( 0) 297 TOTAL LOAD= 42.0 PSF 7- 8=(-353) 74 12- 7=( -81) 104 LETINS: 2-00-00 0-00-00 8- 9=( -82) 38 7-13=( -430) 147 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 8=( -48) 558 OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 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) M-30.4 where shown; Jts:3-4,6-7,12-13,15 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -64/ 422V -46/ 253H 5.50" 0.68 KDDF ( 625) '4 For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10'- 2.8" -141/ 14467 0/ OH 5.50" 2.17 KDDF ( 625) 28'- 9.2" -74/ 902V 0/ OH 5.50" 1.35 KDDF ( 625) 35'- 8.0" -78/ 410V 0/ OH 5.50" 0.66 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,11,14,15 BOND. 2: Design checked for net(-5 nsf) 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.016" @ 1'- 10.0" Allowed = 0.477" MAX TL DEFL = 0.015" @ 1'- 10.0" Allowed = 0.636" MAX LL DEFL = -0.019" @ 21'- 2.1" Allowed = 0.904" 16-08-05 18-11-11 MAX TL DEFL = -0.031" @ 21'- 2.1" Allowed = 1.206" 'T' T 1' MAX TC PANEL LL DEFL = -0.083" @ 32'- 7.5" Allowed = 0.444" 1-11-013-04-01 / / / / `3-04-01 4-11-10 3-11-01 7-00-14 7-06-09 6-10-12 MAX TC PANEL TL DEFL = -0.107" @ 32'- 7.5" Allowed = 0.666" 1 1 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 I, I.I M-1.5x3 MAX HORIZ. LL DEFL = -0.010" @ 35'- 4.5" .. MAX HORIZ. TL DEFL = 0.013" @ 35'- 4.5" 'M-3x8 Design conforms to m indforce-resisting �, )system and componentsand cladding criteria. Wind: 120 mph, h=15.9f t, TCDL=9.2,BC DL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), '.. /Atii load duration factor=1.6, Only left end vertical i exposed to wind, M-3x6(5) � Truss designed for wind loads +y in in the plane of the truss only. 0 I M-1.5x3 '-' `,,,:''1- ..a "-Allillitoir I \ aM 0 2 10 1 12 13 14 ..15 M-3x6 M-1.5x3 M-3x8 M-3x6(S) M-1.5x3 C , 5-01-06 y 5-01-06 y 6-07-06 y ,,8-10-02 y 3-01 y Opt 6-10-12 y \c' �`� � �di0 y y 19-08 16-00 y r,- R 2 1-00 35-08 89200PE c-- JOB NAME : J-2756 STONE BRIDGE - B3 Scale: 0.1561 WARNINGS: GENERAL NOTES, unless th red 1.Builder d erection contractor shoal be advised of all General Notes 1 This design is based only up theparameters shown and is for an individual -/f !!:4:724:141,.,OREGON �1(/ Truss: B 3 d Warnings betconstruction commences balding component.Applicability.14..0 parameters and proper Ntx 2.2x6 p b bracing sl be installed where shown.. incorporation of component theresponsibility of Me building designer. �o 3.Addthonel temporary bracing to stability during construction 2.Design assumes Me top and bolt chords to be laterally braced at (/�) [� is the responsibility of Beerector.Additional t bracing of 2 o.c.and at 10 es.respectively unless braced throughout Mer length by ,`� y� l 1 sponsi ypermanen gcontinuous sheathing such as plyvood sheathing(TC)and/or dryvall(BC). �J�] !!l!!����� VV-f DATE: 9/11/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bddgirp or lateral bracing required where shown+. i fi R 1 1-k- S E Q.: K6650710 4.No load should be applied to any component until after all bracing and 5.Installation of trussbusses are to be ulnad ofthe respective contractor. ontract rrmenf n fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design toads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim arwedge d EXPIRES: 12-31-2019 fabrication,handling, necessary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. September 11,2019 6.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with 051 center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Mu ck) This design prepared from computer input by JP " LUMBER SPECIFICATIONS TRUSS SPAN 16'- 4.0" POND. 2• Design rhxrksd for not(-5 psfl uplift at 74 'or sparing. TC: 2x9 KDDF #156TR LOAD DURATION INCREASE= 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <- 12"OC. TON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Unbalanced live loads have been TOTAL LOAD= 42.0 PSF considered for this design. Wind: 120 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Snow: ASCE 7-10, 25 PSF Roof Snow(Fe) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cs=1, Ce=1, Ct=1.1, I=1 load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as structural top chord. Connect with M-3x6 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36"oc (uon). Gable end truss on ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 9-09-10 6-06-06 1' T 1' M- x6 r r MI 14,41 N O p I N N 0 O r., to I Ir M-3x6 y 1-00 y • 16-04 �Co•AG NEF S`-/O 17 te 89200PE 1.- JOB 'JOB NAME : J-2756 STONE BRIDGE — C1 ,0 W . Scale: 0.9269 i �� - WARNINGS: GENERAL NOTES, unless otherwise noted: ''MOREGON /� 1. d erection contractor should be advised of ell General Notes 1.This design'based lig p the parameters s shown and is for an individual t, x/) Truss: C 1 and Warnings before construction building component.Applicability f design parameters and proper V 2.2s4 .41 pression web bracing must be' talled here shown Incorporationf component theresponsibility ty of the building designer. 3.Additional temporary bracing to n stability during construction 2.Design assn th top nd bott chords to be laterally braced at T ea.and at 10 o.c,respectively unless braced throughout their length by 's the responsibility of the erector.Additional permanent bracing of �/a 1 O DATE: 9/11/2019 the overall structure is the re bier f the building deal continuous sheathing such as plywood aired n ere shown k dryae:NBC). Aa/�� sanyc yo g goer. 3.I. Impact of or tis he reibracingrequired whereshown a RR10- SEQ. : K 6 6 5 0 711 <.:a leee should m lete applied to any component until after all bracing and 5.Design Installation of tr s trusses are to be used iity of n aenon--corrosive enrespective vironment, and e, fasteners are complete and at no time should any beds greater Men are assumes design loads be spoiled to any component. and era for'dry condition'of use. TRANS ID: LINK 5.ComWTrushas nocontrol over and assumes eeresponsibility for the 5.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment necessary. smnlndhelimitaonssetterthby 7.Pens assumes adequate bumfagelapmsls,a September 11,2019 e.This design is famished subject to the limitations cel forth by 8.Plates shell be located on both feces of truss,and placed co their canter TPI/WTCA in HER:,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+7.7.0(1 L)-E to.For basic connector plate design values see ESR.1311,ESR-1988(MiTek) • This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 36 2-10=(-280) 239 2- 3=( -395) 119 8-19=(-988) 163 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -70) 210 10-11=(-283) 239 10- 9=( 0) 206 14- 9=(-196) 92 WEBS: 204 KDDF STAND 3- 4=(-272) 97 11-12=(-212) 509 9-11=( -597) 90 LOADING - 4- 5=( -72) 969 12-13=(-161) 898 5-11=( -260) 113 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -37) 969 13-19=) -95) 580 11- 6=(-1372) 166 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-801) 122 6-12=( 0) 977 TOTAL LOAD= 92.0 PIE 7- 8=(-822) 98 12- 7=( -272) 98 LETINS: 2-00-00 0-00-00 8- 9=( -86) 40 7-13=( -273) 139 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- B=( 0) 629 OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 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) M-3x9 where shown; Jts:3-9,7-8,12-19 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -63/ 909V -96/ 253H 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 10'- 2.8" -162/ 1692V 0/ OH 5.50" 2.53 KDDF ( 625) 35'- 8.0" -132/ 1099V 0/ OH 5.50" 1.76 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,11,19 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.017" @ 1'- 10.0" Allowed = 0.977" MAX TL DEFL = -0.016" @ 1'- 10.0" Allowed = 0.636" MAX LL DEFL = -0.033" @ 21'- 2.1" Allowed = 1.238" MAX TL DEFL = -0.052" @ 21'- 2.1" Allowed = 1.650" 16-08-05 18-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' -1 1-11-013-04-01 4-11-10 3-11-01 7-00-14 7-00-14 7-04-06 MAX HORIZ. LL DEFL = 0.015" @ 35'- 4.5" 1 1 '1 '1 1' '1 f / MAX BORIS. TL DEFL = 0.023" @ 35'- 4.5" 12 4.00 1 - M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=15.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads 7 in the plane of the truss only. M-3x6(5) porA %M-9x9 +�A o M-1.5x3 , ,.. iiii 1 1 ...,„,„„4m--...... .„. _. 2 10 11 12 13 et 19 M-3x6 M-1.5x3 M-3x8 M-3x6(S) Jr y Jr Jr y LD Or p . 5-01-06 5-01-06 6-07-06 ,8-10-02 9-11-12 y `q , `• 4. -/b 1-00 19-08 35-08 16-00 y ���? 'T 2t' 89200PE JOB NAME : J-2756 STONE BRIDGE - B4 sale: 0.1561 �• -�. . WARNINGS: GENERAL NOTES, unless otherwise noted �. 1.Builder d erection contractor should be advised of all General Notes 1.Thsdesign s based only upon the parameters shown ands for an individual 7 *OREGON �1/T Truss: B4 dW g before construction commences building component Applicability of design parameters and proper 77 NI,' v 2.2 4 compression web bracing mut beinstalled where shown... Incorporation of component is the responsibility of the building designer. jj�� �O 3.Add'd temporary b g to-nstability during construction 2 Design assumes Me top and bottom chords to be laterally braced at 0 r d toresponsibility f the t Additional permanent bracing of 2 o.c and at 10o.c.respectively unless braced throughout their length byis �`� T 1 /1. DATE: 9/11/2019 the overall structure's herectr.ddiof builds des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a!l��3 �/Vl responsibilitythe o ng designer. 3 2x Impact bridging or lateral bracing required where shown.. .t'] 1 S E K 6 6 5 0 712 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (l L 4'' fasteners are complete and at no time should any loads greater then 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 fo'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the &Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31.-2019 n. y. fabrication,handling,shipment and installation of components. Z. sn assumes hallbesadeduate anbothifageietrusis,a September 11,2019 S This design is famished subject to Me limitations sal forth by e.Plates shall be located on both faces of truss,and placed co their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate Nee of plate in inches. MiTek USA,inc./CompuTrus Software 7.6.8(1 L)-E le For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 36 2- 9=(-182) 163 2- 3=( -217) 33 12- 7=( 0) 488 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-141) 165 9-10=(-185) 158 9- 3=( 0) 206 7-13=(-905) 144 WEBS: 204 KDDF STAND 3- 4=)-168) 502 10-11=(-146) 426 3-10=) -618) 96 13- 8=(-196) 92 LOADING 4- 5=(-133) 505 11-12=(-131) 774 4-10=( -251) 111 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-737) 94 12-13=( -84) 531 10- 5=(-1397) 201 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-797) 88 5-11=( 0) 444 TOTAL LOAD= 42.0 PSF 7- 8=( -86) 40 11- 6=( -265) 118 OVERHANGS: 12.0" 0.0" 6-12=( -251) 125 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.504 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -91/ 390V -46/ 253H 5.50" 0.62 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 2.8" -192/ 1712V 0/ OH 5.50" 2.56 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -124/ 1012V 0/ OH 5.50" 1.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II__ ICOND. FULL BEARING:Jts:2,10,13 i k,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 5'- 2.6" Allowed = 0.477" MAX TL DEFL = -0.011" @ 5'- 1.4" Allowed = 0.636" MAX LL DEFL = -0.029" @ 21'- 2.1" Allowed = 1.238" 10-01 3-09-12 7-01-06 7-01-08 7-02-14 MAX TL DEFL = -0.048" @ 21'- 2.1" Allowed = 1.650" ,f ,f ,f ,f 1' ,f SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-01-06 5-01-06 3-11-01 7-00-14 7-00-14 7-04-06 f 'f 'f 1' f f 'f MAX HORIZ. LL DEFL = 0.013" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.021" @ 35'- 4.5" 12 4.00I� M-3x6 M-1.5x3 Design conforms to main windforce-resisting M-3X6 -f system and components and cladding criteria. M-3x6 M-1.5x9 Wind: 120 mph, h=15.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Fir), M-3x6 7 load duration factor=1.6, Only left end vertical is exposed to wind, M-3x6 M-1.5x4 111°11111111 Truss designed for wind loads M-1.5x4 M-3x6 rn the plane of the truss only. 39M-3x6 M-1.5x4 M-3x6(5) '� Truss designed fox 4x2 outlookers. 2x9 let-ins M-3x6 I of the same size and M-1.5x9 '/ grade as structural top -M-9x4 �� chord. Insure tight fit at each end of let-in. M-3x6 ' i ouuooxera must be out witn c and a e M-1.5x3 �'-/ permissible at inlet board areas only. I M-3x6 �� I • M-1.5x3 M-3x8J I/ co o - -.Mill IIIIIII 1111h.._ Plil IIIL Li\ _I • ' A I il "IL 2 9 r0 11 12 **13 M-3x6 M-1.5x3 M-3x8 M-3x4 M-3x6(5) M-3x4 M-3x4 • b 5-01-06 b 5-01-06 y 6-07-06 b y8-10-02 b 9-11-12 y 3st( Fes��' 1 y 19-08 16-00 b 9 _ 1-00 35-08 89200PE N--- JOBNAME : J-2756 STONE BRIDGE - B5 /f.�)..;,ei/=/7„,� Scale: 0.1561 /�� WARNINGS: GENERAL NOTES, unless othenuise noted: 1.Builder and erection contractorshould be advised of all General Notes 1.This designs based only upon the parameters shown end's for an individual , OREGON �to Truss: B5 and Warnings beforeconstruction commences. building component.Applicability of design parameters and proper A 2.2x4 compression b bracing must be installed where shown+_ incorporation of component is theresponsibility of the building designer. 1' 0♦ �{ 3.Additional temporary bracing to nsstability during construct on 2 Design assumes the top and bottom chords b be laterally braced at (/�J r d V T 's the responsib'l'y of the erector.Additional permanent bracing of 2 o c and at 10'c.c.respectively unless braced throughout their length by '`� T 1 DATE: 9/11/2019 the overall structure is the responsibility of building deli continuousshgingiogater lbas acingred vish �'g(resTC)oronsdrywall(BC,. SFRR1LL y g goer. 3 2x Impact bridging or lateral bracing required where shown++ S B K6650713 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. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 n...ry. fabrication,handling,shipment and installation of components. assumes7 .Pltes hatedon drainage iofprovided. September 11,2019 6.This design is famished subject to Me limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP , LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-216) 717 2-3=(-1091) 224 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.0. 2-3=( -58) 202 7-8=( -39) 99 9-7=( -299) 157 WEBS: 2x9 KDDF STAND 3-4=(-867) 196 5-7=( 0) 222 LOADING 4-5=(-636) 94 7-6=( -51) 542 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5-6=(-592) 79 6-8=( -633) 127 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF LETINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" C3=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -83/ 821V -62/ 109H 5.50" 1.31 KDDF ( 625) 16'- 9.0" -80/ 672V 0/ OH 5.50" 1.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I IC OND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 9'- 10.0" Allowed = 0.771" MAX TL DEFL = -0.060" @ 9'- 10.0" Allowed = 1.028" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-09-10 6-06-06 l • ,� MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.2" MAX HORIZ. TL DEFL = 0.009" @ 16'- 2.2" 1-10 3-00-13 4-10-13 6-06-06 T 4 T 1' T 12 12 Design conforms to main windforce-resisting 6.00 4 4:00 system and components and cladding criteria. Wind: 120 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, A Truss designed for wind loads in the plane of the truss only. M-3x9 M-1.5x3 111111111111111111 44 M-3x9 0 1 M . f rig, 1 2►- 7 8 M-3x6 M-3x8 M-1.5x3 y 9-11-06 y 6-04-10 y ,ED PROpFs y1-00 y 16-09 y �c/�`� �GNG`�NEF'9 s/ v2 89200PE 9T JOB NAME : J-2756 STONE BRIDGE - C2 Scale: 0.3297 '� ' •- WARNINGS: GENERAL NOTES, unless otherwise noted, in CC 1.Builder d ratcontractorh Id be d' d of all General Notes 1.This design is based only uponN parameters shown and is for an individual �� ,,�OREGON �, �tti. Truss: C2 dW g beforeb buld'ng component.Applicably fd 9 parameters and proper A 2.24 compression bb g t be installed where shown+. incorporation of component s thresponsibilityof the building designer. ,l �O♦. 3.Add t temporary brae ng to ins tab'I ty during construction 2 Design assumes Me top and bottomchords to be laterally braced at os\fr theis sig ab'I ty of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length by �� 1 continuous sheathing:eg suchrl sb acing re sheath here s and/own ra drywall(BC). ME`R 1-. DATE: 9/11/2019 the overall structure's Na responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��-III H S E K 6 6 5 0 714 4.No load should be applied to any component until after all bracing and 0.Installation of truss is the responsibility of the respective contractor. offasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condi on.of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 fabrication.handling,shipment and installation of components. necessary. Pesgnassumes cadequate enbothfagefsprovided. September 11,2019 6.This design is furnished subject b the limitations set forth by 8.Plates:Ball 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 center lines. B.Digits indicate sive of plate in Inches. Mile USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1888(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 16'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -21) 59 1-6=(-205) 666 1-2=(-991) 221 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-819) 189 6-7=( -35) 49 3-6=(-229) 196 WEBS: 2x4 KDDF STAND; 3-9=(-616) 101 4-6=( 0) 211 2x6 KDDF #2 A LOADING 4-5=(-577) 85 6-5=( -50) 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 5-7=(-621) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -82/ 689V -60/ 102H 5.50" 1.10 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 16'- 1.0" -79/ 662V 0/ OH 5.50" 1.06 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. FOND. 2: Desian checked for net(-5 psf) uplift at 24 "oc soacino. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ 4'- 8.5" Allowed = 0.758" MAX TL DEFL = -0.058" @ 4'- 8.5" Allowed = 1.011" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-06-10 6-06-06 MAX HORIZ. LL DEFL = 0.005" @ 15'- 11.2" f f MAX HORIZ. TL DEFL = 0.008" @ 15'- 11.2" 1-09-14 2-11-07 4-09-05 6-06-06 1' T 1' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 4 9.00 Wind: 120 mph, h=21.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Jae (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), M-5x6 load duration factor=1.6 � End vertical(s) are exposed to wind, Truss designed for wind loads WEII in the plane of the truss only. M-3x9 M-1.5x3 e1 M-3x9 0 81 o 1 .=, iltummEmmEmmEmmEmmEmmEmmmmommilmwammEmmmmmmmmmmmmmmmw ** 6 M-3x8 M-3x8 M-1.5x3 J' y y 9-08-06 6-04-10 � ¢O) PROpFs y 16 01 y �, „. NE�c�•p2 89200PE 9" JOB NAME : J-2756 STONE BRIDGE - C3Scale: 0.3529 - 11101.7� � WARNINGS GENERAL NOTES, unless otherwise noted' tr 1.Builder derection contractor should be advised of ell General Notes 1 This designs based only upon the parameters shown and s for an individual �� „�OREGON �!!j Truss: C3 d Wg before construction commences balding component Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. )/ 2(�♦ �{ 3.Additional temporary bracing to in stability during construction 2.Design assumes the top and bottom chords b be laterally braced at '0 ' 14 V T is the sp b-fty of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout Mer length by ,`•' 1 DATE: 9/11/2019 the overall structure is the responsibility of building do continuoussheathingor:t lbplywooduired sheathing(TC)and/or drywell(BC). SFR RIO-sponsi ty o g spnar. 3.2x Impact bridging or lateral bracing required where shown++ S E K 6 6 5 0 715 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. 4' 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 load"be applied to any component. elle are fs,dry condition"of use. �/�'}(]C 5.CompuTrus has no control overand assumes no responsibility for the 8.Design assumes full bearing at ail supports shown.Shim or wedge if EX I RES: 12-31-2019 ssa fabrication,handling,shipment and installation of components. assumes7 .Design eswalllbeaeden othtetels cfprovided. September 11,2019 e.This design is famished subject M the limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by ,Tp LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" FOND. 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. NOTE:Design assumes isture content does not exceed 19% attime of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD= 10.0 PSF system and componentsand cladding criteria. Unbalanced live loads have been TOTAL LOAD= 92.0 PSF Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cs=1, Ce=1, Ct=1.1, I=1 load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as AND top chord. Connect with M-3x6 min typical 36"oc (uon). Gable end truss on ontinuous bearing wall UON. t9-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 6-00 6-00 complete specifications. 1(M-4x4 IIL 14 M O O c o o o 4 f M-3x6 M-3x6 b b 1' 1 �Q PRQi' 1-00 12-00 1-00 /SD. GIN�'�,�S'/O2 �w 89200 PE pr JOB NAME : J-2756 STONE BRIDGE - D1 � V �---- Scale: 0.4708 WARNINGS: GENERAL NOTES, unless otherwise noted: (� 1.Builder d erection contractor should be advised stall General Notes 1.Thisdesign i based only upontheparameters shown ands for an individual 7 OREGON t10 Truss: Dl d Wg before construction commences. building component.Applicability f d 9 parameters and proper ^�I 2.2 4 compression web bracing must be Installed where shown+. incorporation I component is the of he building designer. t' �O� �{ 3.Additional temporary bracing to ns stability during construction 2.Design N top d bolt chords to be laterally braced at 0 r _'11+ is Nresponsibility at the erector.Additional permanent bracing of 2 . and al 19 o c.respectively unless braced throughout their length by /v 1 4, continuous sheathing such as plywood sheathing(TC)and/or drywall(0C). SFR R I L� DATE: 9/11/2019 the overall structure's the responsibility of the building designer. 3 2z Impact bridging or lateral bracing required where shown++ S E K6650716 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, 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for-dry condition"aruse. EX ES 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if E}( I C V, 12-31-2019 ssaD, fabrication,handling,shipment and installation of components. 7.Plates shall acatedon odthfageiopruss,a September 11,2019 e.This design is famished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be fumi•shed upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 07.7.0(11)-E 18.For basic connector plate design values see ESR-1311,605-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168014 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-21) 315 2- 3=(-665) 73 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -31) 199 8- 6=(-21) 315 8- 4=( 0) 271 WEBS: 2x9 KDDF STAND 3- 4=(-458) 66 5- 6=(-665) 74 LOADING 4- 5=(-458) 66 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -31) 199 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD= 42.0 PSF LETINS: 2-00-00 2-00-00 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX MORE BEG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 618V -75/ 75H 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0.0" -60/ 618V 0/ OH 5.50" 0.99 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II-- BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP HOND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f6-00 f6-00 MAX LL DEFL = 0.060" @ 10'- 5.1" Allowed - 0.554" MAX TL DEFL = 0.064" @ 10'- 5.1" Allowed = 0.739" 1-08-13 4-03-03 4-03-03 1-08-13 MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100" 4' 4' f f f MAX TL DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 8.00 V ))M-4x9 8.00 MAX HORIZ. LL DEFL - 0.003" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" 4.0" 4o�oT nn Design conforms to m ) windforce-resisting system and componentsand cladding criteria. Wind: 120 mph, h=20.6ft, 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. M-3x9 M-3x9 O ME 1 O 2 III''''" 8 11.7-1-: - O 6 M-3x6 M-1.5x3 M-3x6 y ), y 6-00 6-00 y y ��ED PRO/ J., b CC 1-00 12-00 1-00 �c ' `t,GINE s/0 89200PE T JOB NAME : J-2756 STONE BRIDGE - D2 4110Ft.,,pe. Scale: 0.4057 WARNINGS: GENERAL NOTES, unless otherwise noted. ® Ct. 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown ands for an individual 7, A. OREGON t/,/ Truss: D2 d Warnings before construction bolding component.Applicability of design parameters and proper 2.204 p web bracing must beinstalled where shown a noorporatio ofcomponent' Me s responsibility of the building designer. /' .1 4 f �0i. 3.Additional temporary brat ng to stability duringconstruction2 Dewgn assumesthetop and bottom chords to be laterally braced at f 7 is the sp 'bitty of the erector.Additional permanent bracing f 2 o c and at 10 ..respectively unless braced throughout their length by DATE: 9/11/2019 the overall structure stns responsibility r m building a continuous sheathing h s plywood sheath ng(TC)and/or drywall(BC). AiIAy �� Pons Y 9 9 . 3.2x Impact bridging lateral bras ng required where shown e e % pl SEQ. : K6650717 4.No load should beapp)edtoany component until after all bracing and 4 Installation of truss isthe responsibility ofthe respectvecontractor. fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK despn bads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Devgn assumes full beefing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentinstallation of components. Designas uto poh by 87.Plies hasumeo aced on drainagetisprovided.truss,a September 11,2019 8.This design is furnished subject to the limitations cit forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines, S.Digits indicate size of plate in Inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 2-3=(-248) 79 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-77) 211 WEBS: 2x4 KDDF STAND 3-9=(-22) 13 LOADING TC LATERAL SUPPORT 5= 12"0C. 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 ERG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-07-08 1-07-08 0'- 0.0" -32/ 291V 0/ 24H 5.50" 0.47 KDDF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 2'- 0.0" -64/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,5,4 1 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 ' 2-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 9' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 5.7" Allowed = 0.059" 12 MAX TL DEFL = 0.002" @ 1'- 5.7" Allowed = 0.072" 4.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS IsidligidDI . LL DEFL = -0.001" @ 1'- 11.2" . TL DEFL = -0.002" @ 1'- 11.2" • informs tom n windforce-resisting td components)and cladding criteria. Wind: h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lhts), Enclosed, Cat.2, Exp.8, MWFRS(Dir), M-3x9 dtion factor=l.6, igned for wind loads in the plane of the truss only. iwia41 1o co 0 gall 1IIIIIIIIIIIIIIM o 2 5 M-3x6 1-00 2-00 ,c,,Ep PROpt SS �w�;5 ��GINEFS' /0* 89200PE T AP JOB NAME : J-2756 STONE BRIDGE - El ''� Scale: 0.6785 �r WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder d at contractor should be advised of all General Notes 1 This design sbased only up theparameters shownandIsforanindvidual "t7 t.OREGON to Truss: E 1 d Warnings before construction commences. building component Applicability of design parameters and proper v 2.2 4 compression web bracing must be installed where shown v. incorporation of component-Mresponsibility of the building desgner. .I' ?- eli�{ 3.Additional temporary bracing to nstability during constructlon 2 Design assumes the tap and bottom chords!o be laterally braced et Q V T the of the erector.Additional permanent bracing of 2'oo.and at 10'o.c respectively unless braced throughout their length byis /O l 1 DATE: 9/11/2019 the overall structure's the responsibilityf th b ildin des 2x Imp ous sheathinginor such as acing rplywooequired uiredsheathere s and/or drywall(BO). 4R RI �k- g designer. 3 In Impact bodging or lateral bracing ry of red where shown t• 4 No load should be applied to any component until ale,all bracing and 4 Installation of Russ:s the responsibility of Me respective connector. S E Q.: K 6 6 5 0 718 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for'dry condition'of use. TRANS ID: LINK 5.CompuTrushesnocontroloverandassumesnoresponsibilityfortha 6.De gnasamesfullbearingetalisuppodsshown.Shimorwedgaif EXPIRES. 12-31-2019 necefabrication,handling,shipment and installation of components. 358ry. .Design adequate trusised. September 11,2019 3.This design is famished subject to the limitations set forth by 8.Plates shall be located on bode faces of truss,and placed u their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digits indicate sire of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1938(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 16-09-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2176) 188 1-4=(-98) 1690 4-2=(-136) 2170 BC; 2x6 KDIF #1&8TR 2-3=(-2176) 188 4-3=(-98) 1690 WEBS: 2x9 OF STAND; LOADING 2x4 KDDF STAND A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 12'- 0.0" V 0'- 0.0" -211/ 2310V -62/ 62H 5.50" 3.70 KDDF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 12'- 0.0" V 12'- 0.0" -211/ 2310V 0/ OH 5.50" 3.70 KDDF ( 625) ].] BC UNIF LL( 179.2)+DL( 121.8)= 301.0 PLF 0'- 0.0" TO 12'- 0.0" V ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desitin checked for net(-5 last) uplift at 29 "oc spacino. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" cc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.016" @ 6'- 0.0" Allowed = 0.559" 9" cc in 1 row(s) throughout 2x9 webs. MAX TC PANEL TL DEFL = 0.090" @ 3'- 2.7" Allowed = 0.624" g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.009" @ 11'- 6.5" 6-00 6-00 MAX HORIZ. TL DEFL = 0.007" @ 11'- 6.5" 1 1' 12 12 Design conforms to main n windforce-resisting 8.00 M-4x6 'T8 OO system and components and cladding criteria. 4.0" Wind: 120 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 ti ! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PN Alli Toad duration factor=1.6, Truss designed for wind loads n the plane of the truss only. '''-',M-808M-8x8 co m o ® o 1►� 9 11.---.6. --> M-3x6 )" b b 6-00 6-00 y ,AF12-0o .00 GIIN ,%� 44.: 89200PE 89200PE r JOB NAME : J-2756 STONE BRIDGE - D3 ,/„- Scale: 0.4447 ,�//y{ WARNINGS: GENERAL NOTES, unless otherwise noted, \/ Cr 1.Builder d erection contractorshould be advised of all General Notes 1 This designs based only upon the parameters shown and is for an individual L. ,�OREGON tx 4,/ Truss:Truss: D3 d Wg bet construction building component Applicability of design parameters and proper A 2.204 compression bb g st binstalled here shown incorporation of component's the responsibility of the binding designer. /� 1' �O♦ �y 3.Additionaltemporary bracing toinsurestability during construction 2 Design assumes the top and bottom chords to be laterally braced at 0�)) i (�. T 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 �"" ! � T 1 DATE: 9/11/2019 the overall structure is the responsibility of the building designer. 3continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). /!A/�� ( �� .2x Impact bridging or labral bracing required where shown.. ��-////// SE K6650719 4.No load should be applied to any component until after all bracing and 4.Ins Installation oftruss is the responsibility of the respective contractor. 4"" asteners are complete and et no time should any loads greater herr 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge H EXPI RES:. 12-31.-2019 m.-,. fabrication,handling,shipment and installation of components, 7. Design hallb assumes adequateoboth drainage is provided. September 11,2019 8.This design is furnished subject to the limitations set forts by 8.Plates shell be located on both(aces of truss,and placed so their center TPIIWTCA in BIS',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 7.6.8(10-E 10.For bask connector plate design values see ESR-1311,ESR-1988(M:Tak) • This design prepared from computer input by JP ` LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 204 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 2-3=(-248) 79 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 211 WEBS: 2x4 KDDF STAND 3-4=(-22) 13 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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) LETINS: 1-07-08 1-07-08 0'- 0.0" -32/ 291V 0/ 24H 5.50" 0.47 KDDF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 2'- 0.0" -64/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING,Jts:2,5,4 1 F BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '( f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 5.7" Allowed = 0.054" 12 MAX TL DEFL = 0.002" @ 1'- 5.7" Allowed = 0.072" 4.00 I .. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" 9 1'- 11.2" MAX HORIZ. TL DEFL = -0.002" 0 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x9 � Truss designed fox wind loads in the plane of the truss only. f .m 00 .11110° oII 2 5�� M-Ix6 3, 3. 3, 1-00 2-00 �ti?'- PRQFFss ,_-.4. -37.....�NGtNEFR /o�f 89200PE JOB NAME : J-2756 STONE BRIDGE - E2 `, . Scale: 0.6785 WARNINGS: GENERAL NOTES, unless otherwise noted: CO 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual =? ,�OREGON �l� Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper }tt 2.2x4 p n web bracing must be installed where shown+. incorporation of components the responsibility of the building designer. Y �O` �+ 3 Additionaltemporary brat ng to ns stability during construction 2 Design assumes the top and bottom chords to be laterally braced et `^) 4 T is g1 sp -blity of the erector.Additional permanent bracing of 2 o.c and et 10 o c.respectively unless braced throughout their length by /`-� "T f e DATE: 9/11/2019 the overall structure is the responsibility f the building designer, continuous sheathing such as plywood airedsheathg(TC)andlor drywall(BC). � � �� ponsi ty o g goer. 3.2x Impact bddg ng or lateral bracing required where shown S E K 6 6 5 0 7 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiBlity of the respective contractor. Q'' fasteners are complete and at no time should any loads greater Nan 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are fowdry condition'of use. 5.CompuTruahas nacontrol over and assumes naresponsibility for the S DeNgn assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necesnary fabrication,handling,shipment and Installation of components. ' DesigRheas haasameocaeduate onbothfageioprusis°° September 11,2019 H.This design is famished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed co their center TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Ace of plate in inches. MITek USA,Inn./COmpuTrus Software 7,6.8(1L)-E to.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #10800 LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-9) 168 2-3=(-299) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-157) 199 6-9=(-9) 168 6-3=( 0) 156 WEBS: 2x9 KDDF STAND 3-9=(-157) 199 3-9=(-249) 0 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -35/ 408V -99/ 44H 3.50" 0.65 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 7'- 0.0" -35/ 908V 0/ OH 3.50" 0.65 KDDF ( 625) M-1.5x9 or equal at non-structural vertical members (unn). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 8'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 8'- 0.0" Allowed = 0.133" 3-06 3-06 MAX TC PANEL LL DEFL = 0.017" @ 4'- 11.9" Allowed = 0.262" T 'f '1 MAX TC PANEL TL DEFL = -0.007" @ 2'- 0.1" Allowed = 0.393" 3-04-04 3-07-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 8.5" 8.00 V M-5x6 Q8.00 3 6.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, P:y (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 4. 60 ,,,,,,,„ All . . . . o m m o F2 M� 6 Mme, M-3x6 M-1.5x3 M-3x6 b y y 3-06 3-06 y 1-00 y 7-00 y 1-00 y <,(;' � 0) PRQ1 15 ��5 F.N�tNEF9 /O*�, ' '.:9210P I JOB NAME : J-2756 STONE BRIDGE - Fl /-e • Scale: 0.5145 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 /� 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only uponN parameters shown and is for an individual OREGON 44/)� Truss: Fl and Warnings before construction commences. building component Applicability f d 9 parameters and proper A , 2.2 4 compression web bracing must be installed where shown+. hncorporaM1on o/component's the of the building designer. , • I 2-° S♦ �4 3.Additionaltemporary bracing 1 stability during construction 2 Design assumes the top and bolt chords t be laterally braced at r V 's the responsibility f the Additional p permanent bracing of 2'o.c and at 10'o c.respectively less braced throughout their length by ,a s /l DATE: 9/11/2019 the overall structure is there b f the building des, continuous sheathing such as plywood aired n ere s and/or dryxall(BCI. ///...... av responsibility o g goer. 3.2x Impact bridging or lateral bracing required where shown++ �������, SEQ. : K6650721 4.No load should be applied to any component until after all bracing and 4.Installation of trussresponsibility n aewivenon-corrosive tract environment, rr fasteners are complete and at no time should any loads greater than Design assumes trusses are to be u TRANS ID: LINK design loads be applied to any component e.ped�are for cnnd�tinn•gof ase. []R w< 1 • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:RES: 1 2-31-20 F 9 moemary. fabrication.handling.shipment and installation of components. 7.Designassumesbescaed en drainage lopruss,an September 11,2019 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed co their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Muck USA,Inc./CotepuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-t311,ESR-t908(MiTek) This design prepared from computer input by JP . LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-12) 116 2- 3=(-247) 71 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-247) 71 8- 6=( -9) 122 8- 9=( 0) 129 WEBS: 2x9 KDDF STAND; 3- 9=(-199) 37 5- 6=(-272) 35 2x8 KDDF #2 A LOADING 4- 5=(-170) 37 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=( -47) 161 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP 6- 7=( 0) 63 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PIF LETINS: 2-00-00 2-00-00 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 6.5" -44/ 463V -42/ 43H 5.50" 0.69 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.0" -26/ 353V 0/ OH 3.50" 0.57 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been I_ considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-06 3-06 MAX LL DEFL = -0.032" @ 0'- 0.0" Allowed = 0.054" T 3' 3' MAX TL DEFL = -0.040" @ 0'- 0.0" Allowed = 0.072" MAX LL DEFL = 0.019" @ 5'- 5.1" Allowed = 0.285" 0-09-15 1-08-01 1-09-03 1-08-13 MAX TL DEFL = -0.021" @ 3'- 6.0" Allowed = 0.381" T 1' 3' 3' '( MAX LL DEFL = -0.002" @ 8'- 0.0" Allowed = 0.100" 12 12 MAX TL DEFL = -0.003" @ 8'- 0.0" Allowed = 0.133" 8.00 �� D8.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS [77M-4x9 MAX HORR. LL DEFL = 0.000" @ 6'- 8.5" q 4.0" MAX HORIZ. TL DEFL = 0.001" @ 6'- 8.5" ��' Design onforms to main wintlforce-resisting system and components and cladding criteria. M-3x4 M-3x9 Wind: 120 E ph, 15f tTCDL=9 SCEHeigts), EnclosedCEp.BM (D11111116\ duraion factor=l.6sgned for windle plane of the truss only. co Eel 1 IE co of 2► 8 636 �o • M-7x8 M-1.5x3 M-3x6 b b b 3-06 3-06 y b i, 0-06-08 6-05-08 y 1-00 y 7-00 y l-0o y ���ED PRpFEss ��,\� 0NGINEF� /0 89200PE r JOB NAME : J-2756 STONE BRIDGE - F2 _' °"°(±5, -- ---- Scale: 0.9645 �. 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 parameters shown and is for an individual O 4/OREGON t. �/� Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. `� �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ` ^'1F' 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 /O 1 i 14 O DATE: 9/11/2019 the overall structure is there bait f the building dash 2 Impact continuous ridging or web:b acplying re uir a where s and/or dryeall(BC). JAj�/_ ��yII++i. spone y o g finer. 3.In Impact badging or lateral bracing required where shown t x • �RIO- V SE K 6 6 5 0 7 2 2 4.Na load should be applied to any component until after all bracing and 4.Installation of Russ is the responsibility of the respective contractor. R 1 4• ' fasteners are complete and at no time should any loads greater than 6 Desgn assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. .Dates assumes oaadequate enbothfageioPms's,a September 11,2019 6.This design is furnished subject to the limitations set forts by B.Plates shall be located on bots faces of truss,and placed so their center r TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate Nee of plate in inches. MiTek USA,Inc./CompuTnle Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1866(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 EDDY #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -39) 66 6-9=(-39) 86 1-6=( -75) 89 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-120) 60 6-2=(-155) 96 WEBS: 204 KDDF STAND 3-4=( -97) 162 3-9=(-288) 61 LOADING 9-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. JON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -30/ 252V -56/ 37H 5.50" 0.90 KDDF ( 625) OVERHANGS: 0.0" 12.0" Cs=1, Ce=1, Ct=1.1, I=1 6'- 0.0" -30/ 383V 0/ OH 3.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 7'- 0.0" Allowed = 0.100" i MAX TL DEFL = -0.003" @ 7'- 0.0" Allowed = 0.133" I MAX BC PANEL LL DEFL = -0.029" @ 3'- 0.0" Allowed = 0.251" MAX BC PANEL TL DEFL = -0.017" @ 3'- 0.0" Allowed = 0.335" 2-06 3-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-06 1-09-03 1-08-13 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.5" f f f MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.5" 12 12 8.00 F77 ':18.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 4.0" End vertical(s) are exposed to wind, i► Truss designed for wind loads �� in the plane of the truss only. M-3x4 M-1.5x3 2- T o -/ 4m ►DG 1 o 0 6** X744 M-3x4 M-3x6 y b 5-08-08 y y �g�ti�NGp EF (9/ 6-00 1-00 w� 29 c 89200PE % JOB NAME : J-2756 STONE BRIDGE - F3 ""� A Scale: 0.9632 „• WARNINGS GENERAL NOTES, unless otherwise noted: 1.Builder d erection contractor should be advised of ail General Notes 1.This design's based only upon theparameters shown ands for an individual fl .OREGON tx CC4 Truss: F3 d Warnings before construction commences. building component.Applicability f design parameters and proper Js 2.2x4 compression web bracing must be installed where shown+ incorporation of component' the of the building designer. 3.Additional temporary beg M to stability during construction 2.Design assumes the top and bottom hod t be laterally braced at •y -s the responsb'I t f the erector.Additional t bracingf 2 o c and at 10 o c respectively unless braced throughout their length by �ia f 0 yo boddeene continuous sheathing such as plywood sheathng(TC)andlor drywall(BC). DATE. 9/11/2019 the overall structure is the responsibility of the building deegner. 3.2x impact bddgin8 or lateral bracing required where shown++ 4F41:110, S E 6 6 5 0 7 2 3 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. -f 'Si' fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-conosive environment, design loads be applied to any component. and are for'dry condition'of use. TRANS 2 D: LINK 5.CompuTrus hes no control ova and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedo if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. Pltisshallbeaadedon drainageIstros,d. September 11,2019 C.This design Is furnished subject to the limitations sat forth by 8.Plates shell be located on both faces of buss,and placed so they canter TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inu./COmpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1g33(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -34) 62 5-9=(-39) 83 1-5=( -74) 84 BC: 209 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-120) 61 5-2=(-155) 95 WEBS: 209 KDDF STAND 3-4=) -98) 93 3-9=(-131) 61 LOADING TC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 0'- 0.0" -30/ 252V -99/ 35H 5.50" 0.90 KDDF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" -30/ 252V 0/ OH 3.50" 0.40 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = -0.029" @ 3'- 0.0" Allowed = 0.251" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EC PANEL TL DEFL = -0.017" @ 3'- 0.0" Allowed = 0.335" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT. = 0.000" @ 5'- 8.5" 2-06 3-06 A MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.5" 2-06 1-09-03 1-08-13 Design conforms to main n windfozce-resisting 1' T T T system and componentsand cladding criteria. 12 12 8.00 'q0.00 Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=1.6, End vertical(s) are exposed to wind, IIM-4X4 Truss designed for wind loads in the plane of the truss only. 2 9.0" M-3x4 M-1.5x3 o -/ m I,1(Mi/11111 IIIIIIIIIIIIIIIIIIIIIn.. _ ml --/of 5** X44 M-3x4 M-3x6 l 3' 5-08-08 y y ��� pPRQ1 6-00 89200PE r JOB NAME : J-2756 STONE BRIDGE - F4 44101F4.. �-�. Scale: 0.4651 WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design's based only upontheparameters shown and is for an individual 7 4,OREGON t), X44 Truss: F4 and Warnings before construction commences bolding component Applicability fd Ig p meters and proper J 2.24 p n web bracing must be installed where shown+. ncorporation ofcomponentsN spo responsibility the building designer. /� 0`a T �{ 3.Additional temporary brei rg to insure d -ng construction 2 Design assumes the top end bottom chords to be laterally braced al z�] is Mresponsibility of the erector.Additional permanent bracing of A. 2 o.c and at 10 o c respectively unless braced throughout their length by 5=5 1 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �`MLA- SEQ. : I DATE: 9/11/2019 the overall structure's the responsibility of the building designer. 3.2x Impact bridging ng or lateral bracing required where shown++ e/I Fi' L S EQ. : K 6 6 5 0 7 2 4 a.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 greeter than 5.Design assumes trusses are to be used in a non-conosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compuhus has no control over and assumes no responsibility for Be 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 55Bry fabrication,handling,shipment and installation of components. 7.Pltesshassumes adequate enbodrainage io trusis,a September 11,2019 8.This design is famished subject to the limitations sal forth by 8.Plates shall be boated on both faces of truss,and placed co their ranter TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 19 For basic connector plate design values see ESR-1311,ESR-1988(Wick) • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF I{1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-126) 208 2-3=(-319) 96 BC: 209 KDDF Ol&BTR SPACED 24.0" O.C. 2-3=(-58) 198 3-5=(-236) 116 WEBS: 2x9 KDDF STAND 3-4=(-47) 48 5-9-( -89) 51 LOADING TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 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" -30/ 383V -21/ 60H 3.50" 0.61 KDDF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" -30/ 252V 0/ OH 5.50" 0.90 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 M-1.5x4 or equal at non-structural II__ vertical members (uon). LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL BOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.029" @ 3'- 0.0" Allowed = 0.230" MAX BC PANEL TL DEFL = -0.057" @ 3'- 0.0" Allowed = 0.306" 3-02-04 2-09-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f. MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.5" • 12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.5" 4.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 -/ End verticals) are exposed to wind, Truss designed forwind loads m in the plane of the truss only. M-3x9 M-3x6 100 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top CO chord. Insure tight fit at each end of let-in. 0 Outiookers must be cut with care and are dN permissible at inlet board areas only. CO o o ' OG� m Al 26 se 5 M-3x6 M-3x4 • • 1, y y 5-08-08 0-03-08 p y 1-00 y 6-00 y -<;c, � ' 0 PROpe 1' INE�cC,•�,t'CJ/p29 :921OP C JOB NAME : J-2756 STONE BRIDGE - GlA/ Scale: 0.5233 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and rection contractor should be advised f all General Notes 1.This design is based only uponN parameters shown and is for an individual 7 ,,.OREGON tx 4�4. Truss: G1 d Warnings before construction building component.Applicability f design parameters and proper A 2.2c4 compression web bracing mu t binstalled here shown+. incorporation of component s t responsibility of the building designer. 2O♦ �.1 3 Additional temporary bracing t nstability during construction 2.Design assumes the top and bottom chords t be laterally braced at 0 4 4 s the responsibility of the erector.Additional permanent bracing of 2 .. d at 10 o c respectively ss braced throughout Mer length by �`+ T f DATE: 9/11/2019 Inc overall structure is mere continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ssso coil responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown v t ����� S E K 6 6 5 0 7 2 5 d.No load should be applied to any component until after all bracing and a.Installation of truss Is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nomconosive 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 end assumes no responsibility for Me 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7. s Desig"hawmeecaed on badthlface's cfruss,e September 11,2019 C.This design is famished subject to the limitations set toren by 8.Plates shall be located on both faces of truss,end placed co their center TPIIWTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1LYE M.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Fp LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF 41/BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-126) 199 2-3=(-350) 119 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2-3=( -44) 163 4-6-(-227) 116 WEBS: 204 KDDF STAND 3-4=(-213) 99 6-5-( -96) 51 LOADING 4-5=( -47) 98 TC LATERAL SUPPORT 5- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 5- 12"0C. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -30/ 383V -21/ 60H 3.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 6'- 0.0" -30/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I *' For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5_lost) uplift at 24 "cc soaoing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.029" @ 3'- 0.0" Allowed = 0.230" MAX BC PANEL TL DEFL = -0.057" @ 3'- 0.0" Allowed = 0.306" 1-11-01 1-00-15 3-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.5" 4.00 MAX HORIZ. TL DEFL= 0.001" @ 5'- 8.5" Design conforms to m ) indforce-resisting M-1.5x3 system and componentsand cladding criteria. -/ Wind: 120 mph, h=15th, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed fox wind loads in the plane of the truss only. M-3x4 03 d aggli N 004 100 ,, 20 83 AI 111111111" Ell' 0 2 WM xx 6 • M-3x6 M-3x4 • .1 b b 5-08-08 0-03-08 l b 1 1-00 6-00 ��C-SSD PROppss �,c., ‹cNGt NEF9 /6;) 89200PE JOB NAME : J-2756 STONE BRIDGE - G2 ,.... .. it _ • 4/211 .- . Scale: 0.5500 - 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 parameters shown and is for an individual 7 OREGON �1l,/� Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. j �O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a 7 4 is Mere responsibility f the erector.Additional 1 bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by /`�' l f spons yo permanen go continuous sheathing such as plywood sheathing(TC)and/or tlryxall(BC). RRR DATE: 9/11/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. �r1 i 1 SE K 6 6 5 0 7 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of Me respective contractor. R 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. end are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge e EXPIRES: 12-31-201'.9 necessen, fabrication,handling,shipment and installation of components. ♦ I,, ].Design sshallbassumes caadequate onbothfageisprovided. September 11,2019 6.This design is furnished subject to the limitations sat forts by H.Plates shall be located on bots taws of truss,and placed co their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in inches. MiTek USA,Inn./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 Failure to Follow Could Cause Property 13/4" Center plate on joint unless x,y dimensions shown in ft-in-sixteenths p offsets are indicated. I (Drawings not to scale) Damage or Personal Injury 1lE Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 0-/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. O 11_11MAily O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O111111)11,210 a a O 4. Provide copies of this truss design to the building C7-3 C6-7 C5-6 designer,4 x 2 orientation,locate erection supervisor,property owner and plates 0- 'he'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 ANSUTPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitablyprotected from 9 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. I Plate location details available in MiTek 20/20 NUMBERS/LETTERS. I 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 14Bottom chords require lateral bracing at 10 n.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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 (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. :..# reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. r Min size shown is for crushing only. t{, 18.Use ofreen or treated lumber mayunacceptable pose unacce table environmental,health or performance risks.Consult with Industry Standards: MI ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M 1 Tek. ANSI/'P'1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015