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Plans (41) /4s T1..6 tc - (x2153 40'-0' 11Lo 4 4 cAy ref" di l/✓i<. 1r-4• Ir-0•Ir-6 T-6 I2'-6 T-a• B ill A • b I APR 2 1 2016 CITY Oh i PL:3:Aho Y09 e e"'1:"„3OjG C2(35) r -- -- - r V A. O .ii v - ti . y t0 N a)y m 1 - 03 _ D2 (2) . ,. fit cn D1 A 11'-4' I T-4' I 21'-4' 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 04/20/16 PLACEMENT NLY REFER TO TRUSS CALCULATIONS AND °<, PROJECT TITLE: ENGINEERED ALL FURTHER ;r ';' REVISION-1: DRAWINGS STRUCTURAL L J-1868 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORDumber PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 343 / MOD-J-1868DESIGNER/ENGINEER OF RECORD TO TD US CHECKED BY: REVIEW AND APPROVE OF ALL : C O J'>?1 P A N Y DELIVERY LOCATION. SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. S 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r11111 g Milek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1868 STONE BRIDGE 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: K1915613 thru K1915623 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � D PRoF6- 4' 89200PE p , OREGON to /C? Y 14 `gip p'.. '' '1011111P,11 r►� April 20,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIGNS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4=1.00 TC: 204 KDDF 411513TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-5=(0) 0 2-3-(-221) 69 BC: 2,1 KDDF 1415BTP SPACED 29.0" D.C. 2-3=(-79) 219 WEBS: 2"4 KDDF STAND 3-9=(-19) 19 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF ,.0 LATERAL SUPPJFT <= 12"00. 0091. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LET INS: 2-06-04 2-06-04 0'- 0.0" -61/ 293V 0/ 9DH 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3,2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) OVERHANGS: _2.n" 0.0" 2'- 6.0" -30/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - "cc 1COND. 2: Design checked for net psf) uplift at 29 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" 2-06 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" - -"- --------1 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.6" Allowed = 0.160" MAX TC PANEL TL DEFL = -0.005" @ 1'- 9.0" Allowed = 0.241" 12 MAX HORIZ, LL DEFL = -0.001" @ 2'- 5.2" 4.00 12 MAX HORIZ. TL DEFL - -0.001" @ 2'- 5.2" 9.00 I? Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19,Bft, TODL=4.2,000L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 3-44.1 i. in the plane of the truss only. M-3x4+ _ ' M-3x6 -/ I%J c EE ,/ i I I i_ • 1-00 2-06 (PROVIDE FULL BEARING;Jts:2,5,3 1 PRQp�ss �°'GINEc9 fp. 4.c- 89200PE -srzi „ JOB NAME : J-1868 STONE BRIDGE - Al Scale: 0.6529 WARNINGS:uGENERAL NOTES, unless on the parameters OREGON �"'L. Truss: Al 1.aner Warnings sfor contractor should omeadvised of all General Notes 1 bhis idding ign comp neat.onlyuponoesighown aand f individual and Warn nits before constructionb'Itlngcomponent Appkcab'lityoftlesg parameters andproper 2 2xacompressonweb bracing sub installed where shown w. incorporation of components the responsblly of the b 'gdesigner. 1: q41 14 20 3 Additional temporary bracing tostability duringconstruction 2 Design assumes the lop and bottom chord t b laterallybraced at { T (,,, �� by is the responsibility of the erector.Additional permanent bracing of 2 sand at sheathing a n rsuch as plywood unless s b tl I throughouttheirdrycength). ff.,A1 `-Fi l)I�� lax Impact r laterlawg required where drywall(BC) '{/�F4•' DATE: 9/20/1016 the overall structure is the responsblgyotithe building tlesigner. 3.2x impact bridging or lateral bracing where chown4. SEQ.: K1915613 4.No load should be applied to any component until after all bracing and a.Installation of buss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition'of use, p� I� 'TRANS ID: LINK design loads bappliedl ycomponent. 6.Design assumes full bearing at all supPods shown.Shim or wedge EXPIRES: 12/x'1/ry/yq7 5.C plush control e d no responsibility for the necessary. Chhf (l rr77 L ilil /201 , f b f n,h areshipment tlinstallation of components. 7 Den assumes adequate drainage s providedApril 20,2016 li 6.This design is furnished subjectt the limitations set forth by B Plates shall be located on both faces of truss and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with loint centerlines 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Schwabe 7.6.7-SP2(9L)-Z 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by Op LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE BISHOP LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) S 2-3=(-238) 93 BSC: 204 KDDF B 58TR SPACED 24.0" O.C. 2-3=(-101) 216 WEBS: 2o4 KDDF STAND 3-4=( -15) 18 LOADING 1'C LATERAL SUPPCRT i= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPDPT o= 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) i,ETINS: 2-00-00 _^-00-00 -61/ 293V 0/ 9DH 5.50" 0.97 KDDF ( 625) LL = 25 RUE Ground Snow (Pg) 2'- 3.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) OVERHANGS: 2'- 6.0" -30/ 69V D/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SORGE LIVE LOAD. TOP OND. 2: Design checked for net f _.- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. U _ p l uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-06 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" r _- - - -_.I MAX LL DEFL = 0.002" @ 1'- 10.1" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ 1'- 10.0" Allowed = 0.106" 12 4.00 1141- MAX % MAX HORIZ. LL DEFL = -0.001" @ 2'- 5.2" MAX HORIZ. TL DEFL = 0.001" @ 2'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, M-3x4 4 • Truss designed for wind loads 3_. in the plane of the truss only. i,9 1 / o ti co r o I -_ 2 C " _.i, SIL -. IIS M-3x6 1-00 2-06 (PROVIDE FULL BEARING;Jts:2,5,4 ' o PROF s 4, `� ._... 80200PE vc JOB NAME : J-1868 STONE BRIDGE - A2 , Scale: 0.6636 WARNINGS: GENERALNOTES, lessothenvise noted: ~ti ('�(-�EG n' fe�"' Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and Is for en individual "j7 f.,./!l EG©N � d Wbebre construction commences building component.Applicability of design parameters and proper 2 2,14 compression bb g must be Istalletlwhereshown+ orprationofcomponent sthe reeI, d ityofthe bub'ngdesigner. <0 .4 4,y 14 2P� ..i- 3 Additional temporary bracing to during t t n 2 Design assumes the top and bottom chords to be laterally bracetlen 7 �•/ -s the responsibility of the ! Additional permanent bracing f 2 o c and at 1g'o.c respectively unless braced throughout their length by p,,. p DATE: 9/20/2016 the oxeratlsl t is the continuous sheathing such as plywood sheathing(TC)andror drywan(e0) 'v,/ RFill-� responsibility ofth building gd g 3 2x Impact bridging or lateral bracing required where shown+. rl it SEQ. : K1915614 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss's the responsiblttyofthe respective contractor. - fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beappledtoany component and are for d wndebn naso. 5 CompuTrus has no control over and assumes no res 6 Design assumes full bearing at all supports shown.sh:e or wedge if Cs�i'^hf+ S 12/31/7017.� ponsblty for the necessary. tl fabrication,handling shipment and installation of components 7.Design assumes adequate drainages provided. 6 This design's furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss and placed so their center April 20,2016 TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide vnth joint center lines. 9.Digits indisale sine of plate in inches. MiTek USA.Ino./CompuTrus Software 7.6.7-SP2(1L)-E 1D.For basic connector plate design values see ESR-1311 ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IBC 2112 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF k:.cBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-295) 1233 2- 3-(-1252) 310 BC: 204 ROOF 413BTP, SPACED 29.0" O.C. 2- 3=( 9 91 8- 6=(-320) 1233 - 9=( -269) 218 WEBS: 201 ODOR STAND 3- 9=(-10 1091)1) 231 8- 9=( -19) 919 LOADING 9- 5=(-1091) 231 8- 5=( -268) 218 C LFTEPAL SUPPORT s= 12"00. SON, LL( 25.0)aDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -291) 91 5- 6= BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 (-1252) 310 TOTAL LOAD = 42.0 PSF OVERHANG'S: 12.0" 12.0" LL - 25 RUE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0-1.509 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -127/ 863V -38/ 3BH 3.50" 1.36 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 10.0" -127/ 863V 0/ OH 3.50" 1.38 ODOR ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LI DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.042" @ 6'- 11.0" Allowed = 0.863" MAX TL CREEP DEFL = -0.063" @ 8'- 11.0" Allowed = 1.150" MAX LL DEFL = 0.002" @ 18'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 10.1" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.017" @ 17'- 6.5" MAX HORIZ. TL DEFL = 0.027" @ 17'- 6.5" 8_11 8-1, Design conforms to main windforce-resisting -- system and components and cladding criteria. 4-05-u8 9-05-08 9-OS-OB 4-05-08 _.. _. --_� -..--..- --.. _ ---_f-.- -_.. _ __._ Wind: 190 mph, h-20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, EUR•B, MWFRS(Dir), 1.00 f M-4x6 12 Trus donation f forowin.6, --�4.00 Truss designed for wind loads q,0" in the plane of the truss only. M-3x� M-3x5 151-7L_____.4.510,45-88 -1.5x9 M-1.5x9 Truss designed for 402 outloo ke rs. 204 let-ins of the same size and grade as structural top M-3x5 chord. Insure tight fit at each end of let-in. M-309 3 f 3.0". - '-� M-3x4 Dutlookers must be cut with care and are / ,5 permissible at inlet board areas only. 3_.---2 \........._\-1.5x3 M-3x5 - -�� ''�" �._ �� r l �_ M-3x5 OD ,_ CO 8 6 �o M-308 8-11 8-11 p 1-00_ _. __. 17-10 1-00 ���` `GINE. -'/�: 2 89200PE �� JOB NAME : J-1868 STONE BRIDGE - B1441/1"1"401 y�"," Scale: 0.3272 � WARNINGS: GENERAL NOTES less otherwise noted: OREGON ` Truss: B 1 Bulder and erection contractor should be adv sed of all General Notes This d 9 be d ly upon the parameters shown and u for anndiv dual l '�' )a, and Wa rungs before construct b(ding p t Applicability of design parameters and proper It '47 yt N 2 2x4 compression bb 'ng must installed where shown+ incorporation rpo rat on ofcomponent is the responsibility of the bN'ng designer. 4f^h w95.. 14 2.0 tZ '� 3 Additional temporary bracing tolebilM during construction 2 Design assumes the lop and bottom chards to be throughout braced at I"J T 4 �� is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectively unless braced their length by Ail. DATE: 4/20/2016 colt mono sheathing such as plywood sheathng(rC)and/or drywall(BC). . 1 the overall structure is the responsibilty of the binding designer. 3.2e Impact bridging or lateral bracing required where shown++ SEQ. : Ki 91 5 61 5 �I 4.No bad should be applied to any component until atter ag bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANSdesign loads beapplied to ancomponent. and are for"dry condition'et use. ID: LINK gnoay 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If aaa ry. EXPIRES:... 12/31/2017 fabrication.handling,shipment am installation of loChenta. 7.Design assumes adequate drainage is prodded. April 20,2016 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(IL)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cy=1.00 Tr) 2x4 KDDF A15BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 36 2-10=)-284) 1179 2- 3=(-1432) 900 BC: 204 RODE 416BTP SPACED 24.0" O.C. WEBS: 204 RODE STAND 2- 3=( -60) 159 10- 8=(-305) 1179 4-10=( -205) 203 3- 4=(-1290) 363 10- 5-) -7) 385 LOADING 9- 5=(-1081) 229 10- 6-) -205) 203 TC LATERAL SUPPORT r= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1081) 229 - 8=(-1932) 900 BC LATERAL SUPPORT <= 12"0C. OON. DL ON BOTTOM Cl)O PD= 10.0 NSF 6- 7=(-1290) 363 TOTAL LOAD = 42.0 PSF 7- 8=( -60) 154 LETINS: 2-00-00 2-00-0D B- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 863V -39/ 38H 3.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 10.0" -127/ 863V 0/ OH 3.50" 1.38 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ''EOND. 2: Design checked for net(-5 psf) uplift at 24 0 _.. ._. spacing. -] I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.065" @ B'- 11.0" Allowed = 0.863" MAX TL CREEP DEFL = -0.127" @ 8'- 11.0" Allowed = 1.150" MAX LL DEFL = 0.002" @ 18'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 17'- 6.5" MAX HORIZ. TL DEFL = 0.026" @ 17'- 6.5" 8-11 8-11 Design conforms to main wrndforce-resisting 1-11-01 2-00-07 4-05-08 4-i)5-08 2-06-07 1-11-01 system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.8ft, TCDL=4.2,000L=0.0, ASCE 7-10, 9.00 M-4x6 -,4 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Die), load duration factor=1.6, 4.0" Truss designed for wind loads 5 in the plane of the truss only. M-1.5x3 M-1.5x3 4 a'_ 3.0" \\ 6 M-3x4 _'D' \ M-3x4 m I. _ E o 10 S ,M-3x5 M-3x8 M-3x5 I i 8-11 8-11 PF}VF e. 1-00 17-10 1-00 C'.;'Co ;,LGIN (0 89200PE �T JOB NAME : J-1868 STONE BRIDGE - B2 • Scale: 0.3197 airoor •6. WARNINGS GENERAL NOTES, unless otherwise noted ti s "AP�� SCC Truss: B2 Builder d erection contractor should be advised of all General Notes This designisbased only upon the parameters shown and is for an individual "� h d Wngbeforelucf s. biding component Applicability of design parameters and proper VE � 2 2x4 compres bb g tb stalld where shown+ carparayon ofcomponent rd thebolt responeblry of the bu,d ng des goer. �� +q\.. 2.0 3 Additional temporaryle ing tstability during construction 2 Design assumes the top ect bottom chords to be laterally bracetlat en ' 14 L „/� is the responsibility t the t Additional permanent bracing of 2 o c and at o c.respectively unless braced throughout their length by DATE- 4/20/2016 continuous sheathing such as plywooduired ng(TC)and/or drywall(BC). �`[]p']S{ # • the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0< <l I-Y L•Y SEQ. : Ni915 616 4.No load should be applied to any component until after all bracing and 4.Installation or buss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK e pp v component. and are condition"of dsepuT dsbea applied co N EXPIRES`.. 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at ea supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. April 20,2016 6,This design is furnkhed subject to the Imitations set forth by B.Plates shall be located on both Faces of truss,and placed so their center Y TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size Opiate in inches. MiTek USA,Int./CompuTrus Software 7.6,7-SP2(1L)-E to.For basic connector prole design values see ESR-1311,ESR-19813(MITeS) This design prepared from computer input by JP LUMBER SPECIFICATIONS 90-00-00 DUTCH SETBACK 2-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1.00 Tr: 2,1 KDDF 415BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2.;q KDDF 610976 1- 2=( 0) 36 2-10=(-301) 1255 2- 3=(-1093) 265 7- 8=(-318) 368 WEEN: 2x9 KDDF STAND 2- 3=(-938) 355 10-11=( -73) 266 3-10=( -718) 326 LOADING 3- 9=(-811) 238 11-12=( -73) 266 10- 9=( -63) 809 m LL = 25 PSF Ground Snow )Pg) 4- 5=(-156) 1053 12-13=(-917) 299 4-12=(-1473) 471 ,C LATEP.AL SUPPORT c= 12"OC. SON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 90'- 0.0" V 5- 6=(-156) 1054 13-19=(-135) 140 12- 5=(-1240) 395 SC: LATERAL SUPPORT -.= 12"OC. UCN. TC UNIF LL( 31.2)+DL) 8.8)- 40.0 PLO 2'- 6.0" TO 37'- 6.0" L 6- 7=(-405) 209 14-15=(-135) 140 12- 6=(-1066) 393 BC UNIF LL) 0.0)+DL( 22.5)= 22.5 PLF 0'- 0.0" TO 40'- 0.0" V 7- 8=(-562) 533 15- 8=(-127) 151 6-13=( 0) 419 u`VERH0.NGS: 1' 0" 12.0" 8- 9=( 0) 36 13- 7=( -159) 317 TC CONC LL( 31.2)+DL( 8.8)= 90.0 LBS @ 2'- 6.0" L 15- 7=( -983) 185 TC CONC LL( 31.2)+DL( 8.8)= 90.0 LBS 6 37'- 6.0" L 11-1.5x4 o squat at no -structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -234/ 989V -109/ 109H 3.50" 1.58 KDDF ( 625) Unbalanced live loads have been 17'- 4.0" 0/ 79V 0/ OH 37.75" 0.12 RIDE ( 625) rio nsider00 for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -671/ 2894V 0/ OH 37.75" 4.03 RIDE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 31'- 8.2" -141/ 0V 0/ OH 99.75" 0.00 KDDF ( 625) 33'- 6.1" -120/ 1065V 0/ OH 99.75" 1.70 KDDF ( 625) 40'- 0.0" -113/ 938V 0/ OH 99.75" 0.70 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.050" @ 6'- 7.4" Allowed = 0.852" MAX TL CREEP DEFL = -0.088" @ 6'- 7.9" Allowed = 1.136" MAX LL DEFL = -0.014" @ 26'- 8.6" Allowed = 0.560" MAX TL CREEP DEFL = -0.020" @ 26'- 8.6" Allowed = 0.747" MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" 9 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 2.014" 8 90'- 0.0" MAX HORIZ. TL DEFL = 0.019" @ 20'- 0.0" 20-00 20-00 6-07-12 6-08-09 6-08 6-08 6-08 6-08 .404 - - --- ------ - - - -"- ---- --- -- - ----;I.-- _.. � Design conforms to main windforce-re.srsting T 12 12 .90# system and components and cladding criteria. 9,00 M-9x6 - .9.00 Wind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-5x x(')x5 9 rt0c M-3:<5 (All Heights), Enclosed, Cat.2, Exp.B, EWERS(Dir), M M-1.5x9 M-3x�` M-3x5 hi-1.Sx9M-3x5 load duration factor=l.6, 0.25" Tr d - ads M-5X6(C) M-3x5 inuthe ss dplane eoffthe or wtruss ind oonly. M-1,5x9 .r 3 or y 0.,...:1". M-1,5x9 e M-3x5 M-3x5 M-3x5 �Z\ M-2.5x9 or equal at non-structural diagonal inlets. M 3x9 �i �'� ,� M-3x8 3 1 7 Truss designed for 4x2 outloo ke rs. 204 let-ins each e '° y 7 of the same size and grade as structural top i. 1, M-1.5x3 chord. Insure tight cutfit witheca*e of m M I �-i - d' Outlookers must be .5x3 L 9 �9 9 m permissible at inlet board areas only. 0 11 o "'M-3x5 M-9x6 (�.25° M-9x6 13 la M- x5 0 M- 10-00 _-� � 7-09 2-08 5x12(5) 10-00 1-083909-1 M 1-OI 3 6-05-15 .,50' ,y, . 7 PROVIDE FULL BEARING,Jts:2,11-12,14-89� 90-00._ 1-00 C *. . 89200PE "Tr,,,. JOB NAME : J-1868 STONE BRIDGE - Cl (. - -- Scale: 0.1373 , WARNINGS: GENERAL NOTES, unless otherwise noted ^tCC Truss: Cl Builder and erection contractor should be advised f all General Notes This design is based only upon the parametersshownand t anindividual "tY A_OREG©IV 1./ and warnings before construction commences. building component Applicability of designparameters d 1'l y "C( 2.2x4 compression web bracing must be installed h shown«, incorporation of component s the responsibility f the building d rigner f/' w' -° ^ a.Additional temporary bracing tonsure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced ae - •J (� �1J� �" ' is the responsibility o/the erector.Additional permanent bracing of 2' ie and 110 such as plywoodly unless braced throughout their length by t („ DATE: 9/20/2016 the overall structure is the responsibility of the balding desig continuous sheathing as sheathng(TC)and/or drywall(BCi RRtL� V 4 No bad shouldbee led to an c 3 2x Impactbf trusgs lateral brzcingrequired e where shown co•+ SEQ. : K1915617 j pp v component 4 batanationarnuaaiamerespansibltyaMnereapedmepomractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes NN bearing at a4 supports shown.Shim or wedge it EXPIRES: 12/31/2017/ 1/217 s fabrication,handling,shipment and installation o/components. 7.Designassumes adequate drainage 6.This design is furnished subject to the limitations set forth by a c is prow,andApril20,2016 e.Plates shall be with 010 oncenter both faces of truss, placed so their center TPIMRCA in BC51,copies of which will be furnished upon request. line nide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 204 KEPT B15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-1290) 3328 2- 3=1-3241) 1163 BC: 209 RIDE 510009 SPACED 29.0" O.C. 2- 3=( -563) 349 10-11=(-1118) 2999 3-10=( -151) 249 WEBS: 2:'9 KDDF STAND 3- 4=(-3992) 1379 11-12=(-1138) 2998 10- 9=( -15) 451 LOADING 9- 5=(-2508) 1133 12- 8=(-1298) 332E 4-11=( -856) 989 '1'C LATEP.AL SUPPORT 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1133 11- 5=( -915) 1193 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3992) 1379 11- 6=( -956) 983 TOTAL LOAD = 92.0 PSF 7- 8=( -563) 399 6-12=( -15) 951 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -151) 294 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3241) 1163 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -253/ 1799V -109/ 1090 5.50" 2.87 1158' ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 0.0" -253/ 1799V 0/ OH 5.50" 2.87 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. . : De OND2si n checked for net(-5 1 g psf) uplift at 29 ocspacinq. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.281" @ 20'- 0.0" Allowed = 1.959" MAX TL CREEP DEFL = -0.533" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.003" 9 41'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.157" @ 39'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 20-00 20-00 (A11 Heights), Enclosed, Cat.2, Exp.B, M0FRS(Dir), • load duration factor=l.6, 6-05-15 6-10-01 6-08 6-08 6-08 6-08 Truss designed for wind loads in the plane of the truss only. 12 12 4.00 C'- M-9x6 9.0" M-5x8(S) 5 M-5x8(I) 0.25" i 3.0" 0.25" M-3x6 ��3 � M-3x8 ,R -ii-2-- M-1.5x3 4 ' /- /� V� - M-1.5x3 -'-- i A4 o ," eeA o ' 12 8 M-5x6 M-3x4 M-5x8(3511 M-3x4 M-5x6 {�� f Rafire • 0-00 10-00 0-00 o-00 �, ,�ly aN � y J <cr -00 40-00 1-00 2'. 89200Por...„.".E. r'' JOB NAME : J-1868 STONE BRIDGE - C2 .. Scale: 0.1996 ..01A� WARNINGS GENERAL NOTES, less otherwise noted: 10 Truss: C2 CC 1 Builder and erection contactor should be advised of all General Notes 1 This dbased only upon the parameters ho d' b d idual 'j7� OREGON cW... and Warnings before construction commences building component.Applicability of design parameters and proper �It 2 254 compression web bracngmust be installed where shown+ rp anon of component is responsibility tilty of building d goer. fjc +¢\.r. 14 2,,C)'‘ 0 Z" 3.Additional temporary bracing to insure stability duringconstruction 2 Design assumes the top and bosom chorda to be throughoutlbraced al u Y. L- 1 is the responsibility at the erector.Additional permanentb g t 2oi and at l0 o.c.respectively unless braced their length by /y',� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "-J. .P R`O- DATE: 4/20/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ P'�'1-{6 SEQ. : K1915618 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility nfihe respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionof use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown Sh'm or wedge if EXPIRES' 12/31/2017. fabrication handling shipment and installation of components. necessary. EXPIRES:l"'1Ltt�� LfJlff 7 Design assumes adequate drainage is provided. April 20,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. Mack USA,Inc./Cam uTrus Software 7.6.7-SP2 1L-E 9.Digits indicate sOe artiste in Inches. F ( ) 10.For basic connector plate design values see ESR-1311.ESR-1000(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 7-04-00 FROM 11-09-00 TO 18-08-00 IBC 2012 MAX MEMBER FORCES 413IR/DDE/Cq=1.00 TC: 204 KDDF #10000 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-) 0) 36 2-10=(-129) 296 3-10=(-569) 920 BC: 206 KOOK 91oBTR WEBS: 204 KDDF STAND; 2- 3=(-378) 199 10-11=( -90) 192 10- 9=(-488) 332 LOADING 3- 4=(-130) 277 11-12-) -40) 142 4-12=(-131) 183 284 IF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5=( -71) 151 12-13-) -35) 112 12- 5=(-409) 250 TC UNIT LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=( -71) 152 13- 8=(-105) 238 12- 6=(-210) 293 TC LATERAL SUPPORT := 12"00. UCH. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 4.0" V 6- 7=(-129) 276 6-13=(-511) 319 I+ LATERAL SUPPORT <= 12"0C. ION. BC UNIF LL( 66.7)+DL( 65.3)= 132.0 PLF 11'- 9.0" TO 18'- 8.0" V 7- 8=(-309) 165 13- 7=(-526) 913 BC UNIF LL( 0.0)+DL( 20.01= 20.0 ELF I8'- 8.0" TO 90'- 0.0" V 8- 9=( 0) 36 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA II-11-1.5x4 o_ equal at no -structural LOCATIONS REACTIONS REACTIONS SIZE 05.IN. (SPECIES) cal members (uon)n BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -89/ 506V -103/ 1039 5.50" 0.81 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11'- 1.3" -193/ 1293V 0/ OH 5.50" 1.94 KDDF ( 625) Unbalanced live loads have been 18'- 4.0" -210/ 842V 0/ OH 260.00" 1.35 KDDF ( 625) considered for this design. 20'- 0.0" -174/ 547V 0/ OH 260.00" 0.87 KCDF ( 625) 30'- 0.0" -130/ 927V 0/ OH 260.00" 1.48 KDDF ( 625) 40'- 0.0" -70/ 986V 0/ OH 260.00" 0.78 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 pacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TL CREEP DEFL = 0.052" @ 13'- 3.9" Allowed = 0.467" MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.069" @ 5'- 4.3" Allowed = 0.515" MAX BC PANEL TL DEFL = -0.084" @ 5'- 4.3" Allowed = 0.687" MAX TC PANEL LL DEFL = -0.113" @ 16'- 10.9" Allowed = 0.446" MAX HORIZ. LL DEFL = 0.004" @ 39'- 10.2" 20-00 20-00 MAX HORIZ. TL DEFL = 0.005" @ 39'- 10.2" 6-08 6-08 6-08 6-08 6-08 7-08 1 I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 !:- -M-3x5 M-9x6 x'4.00 M-3x5 Wind: 140 mph, h=22.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4.0" M-3)25 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t4-5x6(S) M-3x.� M-3x5 M-1.5x4Mrl t(S) load duration tactor=l.6, 14-1.5x9 Truss designed for wind loads 0.250.25" in the plane of the truss only. M-1.5 x 9 �, kF7T 3 O r...'_- -, 0.2 5" 6 M-1.5x4 M-3x5 M-3x5 �`�� M-3x5 equal at non-structural diagonal inlets. M-1.503 'I M-2.5x9 or ' V�• M-1.5x3 outlookers. 204 let-ins 3I O 7,..___\.,_7 M_3X5 Truss designed Co 4x2 as structural top / \\ of the. same size M-316 �� M-1.5x9 M-3x4 chord. Insure tight fit at each end of let-in. - 111 „ � lookers must be out with care and are \ ? 'A - o / l 1 �-� y permissible at inlet board areas only. o w o r- 10 � of iM-4x6 a•25 M-Vx,l �• p �• M-7x12(S) , P+; �t; ( I c S��yGlN� �6:5, /p 11-01-04 7-06-12 1-04 10-00 10-00 '."G" - `<c, 89200PE C 1-Oft PROVIDE FULL BEARING:Jts 2,10,11-5 90-00 1-00 JOB NAME : J-1868 STONE BRIDGE - C3 Scale: 0.1355 WARNINGS: GENERAL NOTES, unlace otherwise ester ��� �N Q"` 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Iindividual •TFp Truss: C3 d Warnings before construction commences. building component Applicability of design parameters end pp /� 2.204 compression web bracing must be installed where shown+. -incorporation of component is the responsibility of the buildingd gear. '6: •q 1* 3 Additional temporary bracing tostability duringconstruction Des gn assumes the lap and bottom chords to be laterally braced at 4 7 1 4 2.,°'\,0"- 2. il 40- s the responsibility of the erectAdditional permanent bracing of 2 o c and at 10 o.c.respectively unless braced throughout their length by r � cont mous sheathing such as plywood sheathing(TC)and/or drywall(BC). '{/y/ DATE: 4/20/2016 the overall structure is/he responsibility of the building designer. 3.30 Impact bridging or lateral bracing required where shown++ SEQ.: K1915619 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry contl ion.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shaven.Shim or wedge if fabrication,handling,shipmentDesignaryEXPIRES.. 12/31/2017 d installation tion ofcomponenie 7. assumes adequate drainage is provided. April 20,2016 6 This deign is furnished subject to the limitabons set forth by S.Plates shall be located on both hoes of truss,and placed so their center TPIVRCA in BCSI,copies of whwh will be furnished upon request. Innes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connectorlate design 1317,ESR-1088 gn values see ESR- 7988(MiTek) This design prepared from computer input by JP SPECIFICATIONS TRUSS SPAN 11'- 4.0" GOND. 2: Design checked for net psf) uplift 2x4 KDDF 8 IRTR �, at 24 oc spacing. � LOAD DURATION INCREASE = 1.15 BC. 2x4 KDDF 41iDTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT IL"OC. UCN. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.E, .:nbalanced love loads have been Truss designed for wind loads ::onsidered for this design. LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 5-08 5-08 IIM-gx4 i 1\ I ISI _.._� 3 1 F4 r . 4 — 5 1-00 11-04 PR 4-SA1 2 `cam• 89200PE ter" JOB NAME : J-1868 STONE BRIDGE — D1 • bcale: 0.6781 WARNINGS: G. hRAe desNOTES,is uny up otherwise teparameters 0- ON �4/ Truss: Dl Builder befonr contractor should commence sed Drell General Notes Thislbuilding ased onlyuponpesgn paamewn and promoted dual and Warnings before construction commences. b Id ng component Applicability of design parameters and proper ^yA. 2.2x4 compression web being must be- tailed where shown e. incorporation of component is the responsibility of the budding designer. <0 +1 1r V` S.Additional temporary bracing t t b IM during construction 2 Design assumes the lop and bottom chard t b laterally braced at 7 a { s the responsibility of the erect Add1' al permanent bracing of 2 o c.and at 10'o.c.respectively unless braced throughout their length by DATE: 4/20/2016 continuous sheathing such as plywood sheathing(TC)andlor drywall(BC) tet /Rif 1l '� the overall structure s the responsibtl ty of the budding desgner. 3.2x Impact bridging or lateral bracing required where shown e+ rI 1-Y L. SEQ.: Ki915 62 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contradm. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. '�{ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al al supports shown.Shim or wedge if Ehpl 1ny JAy�rya ��, fabrication,handling,shipment and instaflatbn of components. necessary. Cliff RES: l'!J f( 6.This designtumbhed subject to the limitations set forth 7.Pltisshalgn l,beoctedeonate othi Noemwuss,an d. Ap11 20,2016 is ) y e.Plates shall be Iewted oe bosh laces of truss,and placed so their venter TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E tI.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 Tr. 2x4 SLIP 615BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-7-(-93) 530 2-3=(-810) 225 PC: 2x4 KDDF 416.070 SPACED 24.0" O.C. WOOS' 2,4 KDDF STAND 2-3=( -95) 198 7-6=(-92) 530 7-4=( 0) 249 3-4=(-600) 149 5-6=(-650) 145 LOADING 9-5=(-600) 157 TC LATERAL SUPPORT 12"00. SON, LL( 25.0)+DL( 7.01 ON TOP CHORD - 32.0 PSE 5-6=( -15) 21 PI LATERAL SUPPORT 12•'00. DON. DL ON BOTTOM CHORD = 10.0 PSI TOTAL LOAD = 42.0 POE IETINS: 2-OD-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 P5F Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: -97/ 6001 -20/ 27H 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 4.0" -57/ 476V 0/ OH 5.50" 0.76 KDDF ( 625) REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPS'F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.039" 9 9'- 6.0" Allowed - 0.521" MAX TL CREEP DEFL = -0.059" @ 5'- 8.0" Allowed - 0.694" MAX HORIZ. LL DEFL - 0.004" @ 10'- 10.5" MAX HORIZ. TL DEFL - 0.007" @ 10'- 10.5" 5-08 5-08 1 11-01 3-08-15 3-08-15 1-11-01 Design conforms to main windforce-resisting - - - - ---- --- - - -- ------ -- ---.. ___. _ T -7778system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4'0001 4.00 (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), load duration factor-1.8, M-9x6 Truss designed for wind loads in the plane of the truss only. 4.0" • M-3x4 - M-3x4 3 -- 3.0" \\ 0 h 0 0 6 ,M-3x6 M-1.5x3 M-3x6 5-08 5-06 -_- 1-00 11-04 -. -- --..-- - --__ ...-7 �c° pRQ1 c��� G41NIl�'�VVI� 89200PE fir` JOB NAME : J-1868 STONE BRIDGE - D24111P dirg: Scale: 0.9261 parameters SC WARNINGS GENERAL unless otherwunoted i Builder and erection contractor should be advised of all General Notes t Thdesign isbased only upon the param t h and is for an individual OREGON D2 nd Wbefore construction commences building component Applicability of designparameters and proper 2 264 compression webbraGng must be Installed where shown+ orporaton of component is the responsibility of the building designer. �/A G y,,. 14 2f�\ A. 3.Additional temporary bracing to 1 bliry during construction 2 Design assumes the top and bottom chords to be laterally braced at • (� / V is the responsibility of the erector.Additional permanent bracing of 2 o c and at ea o.c.resph n.ply unless braced throughout their length by X- {,7y DATE: 4/20/2016 the overall structure is the responsibility of the building designer. continuous0Iahgg or atehaaarywg requiredewrersown•drywalgaq. 'g//�'�j 4 � Y 4.No bad should be I dto an 3.261mlationpact bridging1 or thlateresponal ingyof where shown•contractor. • SEQ.: K 1915 621 pv e y component any after g bracing am 4.Installation of es trusses is theresponsibilitytonsi use of the respective enviro fasteners are complete and at no time should any bads greater than 5.and Design assumes trusses are u be used in anon-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are for condition"of use. 5 CompuTrus has n0 control over and assumes no respons bitty for the 6.Design assumes full bearing at an supports shown.Shim or wedge if EXPIRES: 12/31/2017 . fabrication,handling,shipment and installation of components. necessary 6,This design is furnished subject to the limitations set f0rihby 8.DPesign ascumecedoneothilageIo truss, April 20,2016 8.lines c shall be located on both laces of truss,and placed so their center TREWTCA in 8151,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Dlgils indicate size of plate in inches. Mack USA,Ina./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MiTek) This design prepared from computer input by Jr. DIODES SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC' 2n4 SIDE #110TH LOAD DURATION INCREASE = 1.15 RC: 2x4 KDDF N1&BTP, 1-2=( 0) 36 2-5=(-40) 43 2-3=(-174) 70 SPACED 24.0" O.C. 2-3=(-52) 145 4-5WEES: 2,4 VIDE STAND =(-159) 128 3-9=(-70) 53 LOADING TC LATERAL SUPPORT <- 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAI, SUPPORT o= 12"0C. 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) LETI[15: 2-00-00 0-00-00 -67/ 351V -25/ 768 3.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" p,p" LL= 25 PSF Ground Snow (Pg) 5'- 0.0" -29/ 203V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. For anger specs. See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. - BOTTOM CHORD CHECKED FOR 10050 LIVE LOAD. TOP - - - _._._ __._. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.062" @ 1'- 10.D" Allowed = 0.212" MAX TL CREEP DEFL - -0.068" @ 1'- 10.0" Allowed = 0.283" 1-11-01 3-00-15 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HORSE. TL DEFL - 0.000" @ 4'- 10.3" 4.00 .� Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFPS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 1'). Truss designed for wind loads in the plane of the truss only. M-3x4 a/ '- • a • 0 ru 112 1 -J ya 5 IM-3x5 M-1.5x3 • 1-00 5-00 �D PREOFs -co,- tNF,c\ '.N . 4 89200PE '" JOB NAME : J-1868 STONE BRIDGE - El Scale: 0.5959 y .,..,..„,,,, RST - WARNINGS: GENERAL NOTES, unless th noted: (Z. Truss' El I.Builder and erection contractor should be advised of all General Notes This designs based only uponthep shownand is for anndivival ' ' ,�OREGON Afo and Warnings before construction commences building component.Applicability Id g parameters and proper i 7 „ ./ 2 2x4 corepres' webb g oust be tolled where shown v. incorporation of component'the responsibility f the building designer. �I� „��.. ;4i �^3 Atltlifonal le p ry b g t I b Ilry tl g t t o2 D sign assumes the lop d boll h de R be kteral braced at 'Jis the respon a uy f th t Add) I pe I b g ( 2 o.c.antl at 10 c c resp0 ply unless b2ced throughout the r length by Y'1DATE: 9/20/2016 me overan strucme is lne reap blit' nn b ftl'g d recontinuous sheathing such as pywood aired hg(TC)anmor drywau(BC). � S V 3.2x Impact bridging or lateral bracing required where shown+• SEQ.: K1915622 4 No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry cantl ion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessa assumes esign fug bearing at as supports shown.Shim or wedge if EXPIRES: 12/31/2017- fabrication,handling,shipment and installation of components. n ry' 6.This design is furnished subject to the limitations set forth by 8.Designlatesassumesatledon othifageisprovided. April 20,2016 B.Plates shall be with joint on both hoes of bliss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 22.4 KDDF P11016 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-40) 93 2-3=(-243) 181 HC: 2x4 KDDF 31IRTP. SPACED 24.0" O.C. WEBS: 2:9 RUDE STAND 2-3=(-237) 180 3-4=(-159) 128 LOADING TC LATERAL SUPPORT B= 12"00. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BPS AREA BC LATERAL SUPPORT 2= 12"0C. DIN. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 00" -67/ 351V -25/ 76H 3.50" 0.56 RIDE ( 625) OVERHANGS) 12.0" 0.5" 5'- 0.0" -24/ 203V 0/ OH 5.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) rI- For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rr '" --- p- ---- -I Ix.ONU. 2: Design checked for net(-5 psf) uplift at 24 "oq 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 CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 11.3" Allowed = 0.328" MAX BC PANEL TL DEFL = -0.034" @ 2'- 6.9" Allowed = 0.255" 5-00 _ MAX HORIZ. LL DEFL = 0.000" 0 4'- 10.3" - MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 4.00 L- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.F, End verticals, are exposed to wind, /- Truss designed for wind loads M-3x5+ in the plane of the truss only. T • • M-1.5x3 ------ Truss designed for 4x2 outlookers. 2x9 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3x5+ " `2. outlookers must be cut with care and are 0 " ` permissible at inlet board areas only. M-3x5 eu 0 o 9 M-1.5x3 • • 1-00 _. 5-00 K��.- PRO Fe`SS 8920OPE 1- JOB NAME : J-1868 STONE BRIDGE - E2 Scale: 0.6652 a..n-. WARNINGS: GENERAL NOTES, lessup on the otherwise noted, '-fy OREGON �(/l. . Truss: E 2 t Builder and erection contractor should be advised of all General Notes 1.Thisdesign basedonly upon the parameters shown and is for an Indiv Eual and Warnings before construction commences building component Applicability of design parameters and proper �`yp 2 2x4 compression web bracing must be installed h h incorporation f component is the responsibility of the buldngdesgner <� RY 14 2- �4 3 Additional temporary bracing to duringconstruction 2 Des gn assumes the lop and bottom chords to be laterally braced at V 's the responsibility of the erect Additional permanent bracing of 2 o c and at 10 o c.respectively unless braced throughout their length by {'� 9/2 / Q16 the overall structure is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -EA R IO- DATE: 4.No badshouldbea the e 3 2x Impact bridging or lateral bracing required where shown+v I''i7 SEQ.: K1915623 applied y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5 CompuTrus has no control over and assumes no responsibility far the 6 Design assumes full bearing at all supports shown.Shim or wedge if 12/31/2017 fabrication,handling shipment and installation of components nate ry. EXPIRES: 6.This design is furnished subject to the limitations set forth by7.Design assumes ailed drainage Isprovided. APrII 20,2016 8.Plates anf shall be located an both faces tand of truss,and paced so their center TPI/WTCA in SCSI,capias of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. Irbil, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0.1/�6' 4 2. Truss awide bracing truss spacing,mustbe individualdesigned lateralby bracesnengineer.themselvesFor !1111014MISI may require bracing,or alternative Tor I pbracing should be considered. o■- r 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. O24. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 ce- CS-6 , designer,erection supervisor,property owner and plates 0-14,3' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in Mitek 20/20 NUMBERS/LETTERS. software or upon request, 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. tiMiii IIndicates location where bearings16.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. Min size shown is for crushing only. 01111111110.1110 18.Use ofreen or treated lumber ma �� le environmental,health or performanceo sose ks.Consultwith Industry Standards: ANSI/TPI l: National Design Specification for Metal Mill19.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. project engineer before use. is not sufficient. BCSI: Building Component Safety Information, MiTek' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013