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Plans (25)
ins r20/9- 00 3eee /// 41 5W 1/9i pL 40'-0" 27'-0" _ 13'-0" I• / . 4 • a:12 4 o MUS26 • • 1 I � 4:12 I . c w X 4 e m r e 4 4 I 4 X e t r r s p' ' 133333133 E • • • Q QCV CO1 i i I i I I I i i c0 O m^ 333 1 1 1 3 3 3 3 3 S • 4:12 . HUS26 • • 8:'2 8:12 i- r 1 .; c3f21 . . C2 " 42 412 _ C1 co S / 4, N Q / / c 4112 / 4 21'-0" I 19'-0" 40'-0 CO Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 07/15/19 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: AWINGSOARCTnELR S ILDING J-2762 STONE BRIDGEDESIGNER/ENGNEERUOFRECORD . DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS PLAN TO TRUSS CONNECTIONS.BUILDING 308C / FH-J-2762 CHECKED BY: DEI REVIEW AND APPROVE OF ANEER OF LL TO V S S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MEM ME MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-2762 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: K6389269 thru K6389280 My license renewal date for the state of Oregon is December 31,2019. �b PROFF 74GIN4\ � !` 89200PE , OREGON 10 474.-474j, O 4 y 14, 2� FR R 10- Pte, - 2.01'-- July 16,2019 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 ANSUfPI 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 JP LUMBER SPECIFICATIONS TRUSS SPAN I0'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE=1.15 1-2=( 0) 27 2-5=(-116) 741 V-3=( 0) 220 BC: 2x4 KDDF k16BTR SPACED 24.0"0.C. 2-3=(-854) 108 5-6=(-122) 782 3-6=(-830) 106 WEBS: 2x4 KDDF STAND 3-4=)-50) 45 6-4=(-118) 59 LOADING TC LATERAL SUPPORT<=12"OC. UON. LL(25.01+0L( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=12"OC. VON. 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" -50/ 544V -23/ 67H 3.50" 0.87 KDDF ( 625) Snow:ASCE 7-10, 25 PSF R501 Snow(Ps) 10'- 0.0" -50/ 420V 0/ OH 5.50" 0.67 KOTF ( 625) Cs=1, Ce-1, Ct=1.1, I=1 M-1.5x4 or equal at nen-structural vertical members Non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2:Design checked for net(-5 DIE) uplift at 24"oc sbacind. For hanger -See d plans REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS:LL-L/240,TL-1/180 ger specs. aPProve p MOTION COVES CHECKED FOR 0SECP 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 LL DEFL=-0.021"@ 5'- 4.1" Allowed= 0.463" MAX TL DEFL=-0.036"@ 5'- 4 Allowed= 0.617" SEASONED LUMBER INDRY SERVICE CONDITIONS 5-06-08 4-05-08 MAX HORIZ. LL DEFL= 0.006"@ - 8.5" f 1 1' MAX HORIZ. TL DEFL= 0.009"@ - 8.5" 12 3.00 v Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 120 mph, h=15ft,TCDL=4.2,BCDL=6.0,ASCE 0-10, M-1.5x3 (All Heights), Enclosed, Cat.2,Exp.B, FRIERS(Dir), load duration factor-1.6, M-3X6 y End yer e vertical(s) a exposed t wind, Truss designed forwind loads )S in the plane of the truss only. M-1.5x9 (f M- x9 M-3x6 } Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade astructural top M-3x6 "pa' chord. Insuretight fit at eachendlet-in. Outlookers m u t be cut with c and are a _� N permissible at inlet board areas only. M-1.5x4 M-3 x6� t NIS OGS of J� y o M-3x4 M-1.5x3 M-3x4 J' b l 5-04-12 4-07-09 y 1-00 y 10-00 013 PROPey 4c.�\c �NG1NEF9 /qp 'r :92110P <" • JOB NAME: J-2762 STONE BRIDGE - Al <cale: 9.4995 !� M1 BO.,and erection contractor silo..advised dell General OW.. peiE „ �,OREGON�t-LA.'Truss: Al Notes 0 CC e�m 2 PM compassion web bracing must be mstalled where shown• ncorporalion of component Is the of the bur.°designer 2 Design assumes the Mp and Pear oho..be 3.Addlhonal temporary braeing 10 insure sta.,dunng cons... m boM(M "O 9y 14, 2O p->r is the DATE: 7/15/201 9 „of the erector...hone!permanent bracing of or lateral bracing ng(re Show a length SEQ.: K6389269 Of gie respect,.Co.actor fasteners are�"wbe.�.edt e,u�mII nt a44 greater(..after all.cing 4 4 Installation of truss e Me .:e a o ..... onm.m. �AR��-�' TRANS ID: LINK5 CompuTrus has.con.Ober abd assumes no rasp...,Mr the daSign bads be applied to a,component I Design assumesw..b., ..=•nrow4W,nSIMI01 we.n EXPIRES: 12-31-2019 .0,10t1011.handing.shipment and Installation of ts 7 8 The_ Mw cte enter _ true,.provid ,aced soMee beM., July 16,2019 TPIMiTek USA.IIc.ICom ST'us Softwareu7B8(10-E request ,0.Falbccc connxctorbb.plate ".5.5 sea ESR-1*:1.ESR-12ee(4EIS) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF 616BTR LOAD DURATION INCREASE= 1.15 1-2=) 0) 27 2-5-(-116) One 5-3-( 0) 229 BC: 2x4 goal#10855 SPACED 24.0"O.C. 2-3=(-859) 108 5-6-(-122) 782 3-6-(-830) 106 WEBS: 2x4 PUDE STAND 3-4=(-50) 95 6-4=(-119) 59 LOADING TC LATERAL SUPPORT 0-12^0C.UON. LL(25.0)aDL( 7.0) ON TOP CHORD= 32.0 100 BC LATERAL SUPPORT V-12^0C.UON. DL ON BOTTOM CHORD- 10.0 PEE BEARING MAX VERT MAX HORZ BRG REQUIRED DRG AREA TOTAL LOAD- 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0^ -50/ 594V -23/ 67H 3.50" 0.87 XDDF ( 625) no.::ASCE 7-10, 25 PSF Rcof Snow(Ps) 10'- 0.0" -50/ 920V 0/ OH 5.50" 0.67 KDDF ( 625) ** For hanger specs. -See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BOND. 2.: Design checked for net(-5 psi) uplift at 29 "oc soaring. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS:LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MA%LL DEFL=-0.002"@ -1'- 0.0" .0120540 0.100" AND BOTTOM CHORD LIVE LOAD=P.CT NON-CONCURRENTLY. MA%TL DEFL=-0.003"@ -1'- 0.0" 0210n40= 0.133" MAX LL DEFL--0.021"@ 5'- 4.7" Allowed= 0.463" MAX TL DEFL-40.036"@ 5'- 4.7" Allowed= 0.617^ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LI,DEFL= 0.006"@ 9'- 8.5" MAX HORIZ. TL DEFL= 0.009"0 9'- 8.5^ 5-06-08 9-05-08 Design conforms to mein w rndforce-resisting 12 system and componentsand cladding criteria. 3.00 v Wind: 120 mph, h=15ft, TCDL=4.2,BcnL"6.0,ASCE 7-10, (A11 Heights), Enclosed, Cat.2, EXp.B, MW105)021), M-1.5493 lead duration factor=1.6, y End vertical e (s1 a exposed[ wind, Trussdesigned forwind loads in the plane of the truss only. I M-3x9 .024,1„ s) .,,. -,o, _...... r N 00� illiMMIIIIIIIIIIIIMII2 o M-359 M-1.553 M-3x4 1 Y b 5-04-12 4-07-04 y 1-00 y 10-00 y kti4�p PROxFs mac. �‘yGINEF9 /0* ` 89200PE JOB NAME: J-2762 STONE BRIDGE - A2 Scale: @.9995 !� Truss: A2 a Bumerona areetron contractor should be advised«.r0eae..NaweWARNINGS: GENERAL nent App.., n ,meters ndprpen aNa.ai unless dims"now: 1G OREGON�� A. 3.Adefillonal temporary brae,to Insure ed..Additionalq2 0..assumes Ne lap and bottom chords to during construction N <0 qy 14 2° Q4 DATE: 7/15/2019 a Ne t<hsrr Is s,peaei1111 of the iwairq a rmanent dacmg d d9� required where seeeed hown ee +lae� &-R 11- SEQ.: K6389270 apawaw any w're'l.untii ager¢lb .a end ess trusses are to. larue,eepe°u,....cm,environment Y TRANS ID: LINK av Mwp...Nen „w 1..g naeppon.in aahm,410�m anomconosige weapea S.CompuTrus pie,,°the EXPIRES: 12-31-2019 has control over assumes °:s. E.This design is furnished subject to Ne limeabons eat forth by truss.and 15.91thee um., July 16,2019 TgINYTCA in SCSI.cop.of Wed,egg.fur..upon MiTek USA^Inc.ICompgl a Software 7.8.8(1LNE rogues :a.For e°s,c conneda pa:e desIgn valuesse.ESR,3,:.ESR-:eas(MRek1 • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 41.- 0.0" 'COND. 2: >sines checked for net:-5 bet) uplift at 24"oc spacing. TC: 204 KODF OISBTR LOAD DURATION INCREA,E= 1.15 BC: 2x4 KDDF IllaBTR SPACED 24.0"0.C. NOTE:Design assumes moisture content does not exceed 191,at time of MD.aCtUre. DC LATERAL SUPPORT<-12.0C.UON, LOADING BC LATERAL SUPPORT<-12.0C.U.. LL I 25.01*DLI 7.0) .TOP CHORD= Ls2.0 PEP Design conforms to main windforce-resisting DL ON BOTTOM CHORD- 10.0 PSF system and components and cladding criteria. anced liTOTAL LOAD- 42.0 POE Unbalve loads have been Wind: 120 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 0-10, considered for this design. Snow:ASCE 0-10, 25 PSF Roof Sncw(Ps) (Al)Heights), Enclosed, 050.0, Exp.B, MFRS(Di r), Cs=1, 04=1, St-1.1, 1-1 load duration factor-l6, 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 Notes Outlooker truss.Upper top chords require same material chord. AND BOTTOM CHORD LIVE LOAD,ACT NON-CONCURRENTLY. as structural top Connect with 5-306 min typical 36"oc Won). Sable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 22-00 22-00 .f f f 14-02-08 7-09-08 7-04 14-08 I 1 .f 'r 1' 12 IIM-4X4 12 .,r- /- 4.00 C.' x6(S). ...........„ '''- . ... .,. ., ...k ........kkk..,M-3x6(31 ? A . . . .. , 4 5 o RP ,-, M-3x6 M-3x6(S), M-3x6(S) M-3x6 .<<OM D OEAr 0 . ; 14-08 14-08 16-08 , .1, , 1-00 44-00 2-00 ,r 92110P ...JO' JOB NAME: J-2762 STONE BRIDGE - B1 -.- 4111110 . Scale: 0.1317 WARNINGS: GENERAL NOTES, unless°them.net., C) CC I.Builder and erecbon centred°,should be advised dell General Notes 1 This des,IS based only upon.Caramel.Shown and N for an indwiduel OREGON iv Truss: B1 and Warnings before Canals..commences. bug..component Applcalrity of des,panmeters and pro. 17/..... ,,OREGON 2.be compression web bracing must be in..]*we shown•. incorporation of component is Me reecOnnibility Oft.baiii.ptiespner. 2.Desee aSSurnes the I,sea whom...to be ia teni,pacoa at /6 4}' 14 2° 4 J./*item,bracing le ineure sta.,dunno oanstmcbc. Z O.and et 10"o c respect..unless bine.throughout.ir len9M. ts.Fiasco-nab..Me erector.Ad...4.mm...Sep Of eantinueue sheathing such as P.oed...WC)anabx...no, DATE: 7/16/2019 ma°sera swam.A me mar...mos.mess,Assess,. S 1.......9.9.......9 required where...• itil:4 R I t..N..' SEQ.: 56389271 a.No load should be spoor,to any component ureal aftar all.sins.0 a.imam on Ir...tn.,es,..,..kry of Ow,..M.....d., fasteners are corn and at.time should any loads preater P. and we for'dry cond.,of use TRANS ID: LINK ....g......app.to any component E.Deepn E. assumes full bearing at alisupperts shown Slum or wed,if Coml.,.hes no...lever end assumes no me ,or Me EXPIRES: 12-31-2019 nece.narY fabrication.handli,shipment and installation of components. 7.Des,assumes adequate drainage is provided. S.this dearpn.fume.Sub).to Me brnitate,ns set forth by S.Plates shall be located 011 both faces of MN,and placed no their canter July 16,2019 1,10AfTGA in FIGS,cOpee&which will be furnshed upon repo. MiTek USA.InclCoMparus Software-.78.9111.).Z to.For pare connector me dew.wiu.s.ESR.1311.ESR-IWIS(Ir.) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN - 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 RODE 41aBTR LOAD DURATION INCREASE=1.15 1-2=( 0) 36 2-12=(-788) 3754 2-3=(-3779) 773 16-9=( 0) 191 BC: 204 ROOF kiaBTR SPACED 24.0"0.C. 2-3=(-460) 163 12-13=(-730) 3720 3-12=( 0) 186 9-10=(-3972) 921 WEBS: 209 ROOF STAND 3-4=(-4056) 897 13-14=(-607) 3264 12-4=) 0) 229 LOADING 9-5=(-3664) 862 14-15=(-640) 3232 4-13=(-456) 164 TC LATERAL SUPPORT<=12"00. VON. LL(25.0)+DL( 7.0) ON TOP CHORD 32.0 POF 5-6=(-2795) 752 15-16=(-751) 3677 13-5=) -37) 554 BC LATERAL SUPPORT<=12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSC 6-7-1-2745) 739 15-10=(-805) 3683 5-14=(-1099) 289 TOTAL LOAD= 42.0 POE --8=(-3627) 860 14-6=(-298) 1406 OVERHANGS: 12.0" 24.0" 8-9=(-3995) 888 19-7=(-1080) 290 505,ASCE 7-10, 25 PUP'Roof Sn 00)Ps) 9-10=)-467) 384 7-15-( -27) 545 14-304 whet=shown; Jts:9-5,7-8,12,16 Cs-1, Ce-1, C5=1.1, I=1 10-11=( 0) 72 15-8=)-456) 151 8-16=) -4) 229 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT ONISI SPECIFIED BY IDC 2015. BEARING MAX VERT MAX HORZ REQUIRED BRG AREA THE BOTTOM CHORD000 DEAD LOAD IS A MINIMUM OF 10 PEP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -220/ 19650 -90/ 855 5.50" 3.14 KDDF ( 625) 44'- 0.0" -220/ 20815 0/ OH 5.50" 3.33 KDDF ( 625) FOND. 2: oil=inn checked for net l-5 osf) uplift at 74 "00 snar,n6. 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=-0.321"@ 22'- 0.0" Allowed= 2.154" MAX TL DEFL=-0.540"@ 22'- 0.0" Allowed= 2.872^ MAX LL DEFL=-0.036"@ 46'- 0.0" Allowed= 0.200" MAX TL DEFL=-0.041"@ 46'- 0.0" Allowed- 0.267^ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI Z. LL DEFL= 0.113^@ 43'- 6.5" MAX HORI 2.TL DEFL= 0.189^@ 43'- 6.5" Design conforms to main indforce-resisting 22-00 22-00 system and componentsand Cladding Criteria. 1' '1 1' Wind: 120 mph, h=23ft, TCDL=4.2,13C01.=6.0,ASCE 7-10, 19-06-19 7-05-02 7-05-02 19-06-19 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 5-09-03 5-07-13 5-06� 5-06 5-06 5-06 5-06 5-06 f f 1 4 4 -1 4 4 4 Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 E " M-4x6 ... 1 4.00 4.0" E di M-3x6(S) 3.OM-3x6(S) M-11.Sx�k6.. /1\ `M-9x6 M-1.5x3 4 ,5 0 ct PROP?S -5x8 0.25 M-3x8 0.25" 16 I IM-6x6 • y M 5xy(s) M-5x8 > y ' �NGfNEk"`�/O 1-00 7-09 7-09 7-09 99-00 7-04 7-09 7-04 2 OOy `A; 89200PE 89200PE �9f JOB NAME: J-2762 STONE BRIDGE - B2 • j Scale: 0.1395 it Truss: 52 General A4`..;°:. building nent.Am rau.l pplGabd,al design parameten a.proper �/ 4. OREGON kt' k/ stability3.Additional temporary bracing to insure Owing construction P N O y 14, 20 Q} M contnuous sheathing;sp�.h u.ess teasel IT9ueho mtse.e>, DATE: 7/15/2019 a the,esponeexy d me W.,designer. Impact edaainq or ateraae ad,reg..sheathing(TC) 4•m.N 1 . SEQ.: K6389272 acmwam any component until after rai1era..aro .busses web he loam.�°`pe I...Or...,fasteners are tar*.a.at na trne silo. osIve T.m. 4I4 . N, TRANS ID: LINK mloads ,e 00 1h Design Badumes 04 salall e.,T>oh.e.own. or*e,ilMarm. EXPIRES: 12-31-2019 d. O.Dm design is furnished subject le the 14,talans sot GO by 8.Plates shall be located on both faces of Ina.and placesomew comer July 16,2019 n � s, H.Dpila mehcata size in MiT USA,IncECompuT Soeware7.8.8(1LFE10.For nue connector..e. 0:0hal W s values see ESR-1311.105.1404 IMOei, • • • • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDS/Cq=1.00 TO: 234 RODE 415805 LOAD DURATION INCREASE=1.15 1-2-1 0) 36 2-11=(-003) 3096 2-3-(-3721) 766 4-15-) -44) 179 BC: 204 Moor 415505 SPACED 24.0"O.C. 2-3-(-464) 169 11-12=(-753) 3651 3-11=1 0) 145 15-9=( 0) 226 WEBS: 204 KDDF STAND 3-4-(-3990) 890 12-13-(-693) 3187 11-4=( 0) 231 9-10=(-3629) 752 LOADING 4-5=(-3591) 860 13-19=1-430) 3203 4-12=(-458) 165 TC LATERAL SUPPORT<-12"0C.UON. LL(25.OIaDLI 7.0) ON TOP CH 2.0 PSF 5-6-(-2714) 744 14-15=(-737) 3624 12-5=( -37) 553 BC LATERAL SUPPORT<=12"OC.MON. EL ON BOTTOM CHORD= 10.0 NSF 6-7=(-2714) 053 15-10=(-808) 3578 5-13-(-1004) 289 TOTAL LOAD= 42.0 PSC -B=(-3509) 864 13-6=)-290) 1387 OVERHANGS: 12.0" 0.0" 8-9=(-3911) 911 13-7=1-1063) 282 Snow:ASCE 7-10, 25 POE Roof S^0w(Ps) 9-10=(-360) 230 7-14=( -38) 525 Cs-1, Ce=1, Ct=1.1, I-i 14-8=(-416) 167 M-354 where shown; Jts.4-5,7-8,11,15 For hanger specs. -_IT EP.100 ed plans BOTTOM CHORD CHECKED EOR A 20 ESE LIMITED STORAGE BEARING MAX VERT MAX HOR2 BRE REQUIRED BRG AREA LIVE LOAD AT LOCATIONIS) SPECIFIED MO IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD I5 A MINIMUM OF 10 POE. 0'- 0.0" -219/ 19540 -81/ 86H 5.50" 3.13 KDDF ( 625) 43'- 9.0" -219/ 18020 0/ OH 5.50" 3.01 KDDF ( 625) IOOND.2: DESion Checked for net(-5 psf) uplift at 24 "cc 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=-0.309"@ 22'- 0.0" Allowed= 2.142" MAX TL DEFL=-0.521"@ 22'- 0.0" Allowed= 2.856" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOOTS. LL DEFL- 0.111"@ 43'- 3.5^ MAX HORTZ. TL DEFL- 0.185"@ 43'- 3.5" Design conforms to mi indforce-resisting system and Componentsand cladding criteria. 22-00 21-09 Wind: 120 mph, h-23ft, TCDL=4.2,BCDL=6.0,ASCE 7-10, 1 1 1 (All Heights), 51010512, Cat.2, Exp.B, MWERS(D1r), load duration factor-1.6, 19-06-19 7-05-02 7-05-02 19-03-14 'I' 1 I 4 in Truss designed for wind loads 5-04-03 5-07-13 5-06 5-06 5-06 5-06 5-06 5-03 the plane of the truss only. 1 4 T 4 f 4 4 1 f 12 12 9.00 17 M-9x6 44.00 4.0" s ,f9/ •! M-3x6(S)"" 0 M-3x6(5) M=1.5x3M-4x6`'`I / `M-9x6� x3 '+'t ft AM Mr Pi l 1 o -6x6 11 10.25" M-3x8 0.25"13 is .. �0O I7p O,? M-5x8 IS) M-5x8 IS) M-7x8 n Cfl y l Y i' b 1 i' �5 tiNO'N4.. <Qa� 7-09 7-04 7-04 7-09 7-09 7-01 p[� i� "v 1-00 93-09 y Q 89200PE 9t JOB NAME: J-2762 STONE BRIDGE - B3 Scale: 0.1482 WARNINGS" GENERAL NOTES, unless°Mamma ward: C) Truss: B3 I.Bolide'and erection contractor ahould be...ea awcee..eNN.e individual ,OREGON�� L(y� 2 bol nommen.web bracing In...Installed where a,own, incorporation at component is Me respansIMM dn.buiMing d.Igner. ''"?,e) 4)., 2.Design assumes Me top and3.Additional temporary bracing to insure rtebany dump construction 20 P- is me responsibility MM.enactor.Additional permanent bmc.9 M contm..sheathing socn as ono.voc.4pad W ee ,ed wal DATE: 7/16/2019 pmsm9nra mngrah by ee le" (ec). r SEQ.: K6389273 M no y 9 e,m.o wN:in e non<onasiwator.environment � �R��-,'. TRANS 1101 LINK % 6.Design ascurnes full bearing at an supports shown MIT e..e4„4 ibiWor One EXPIRES: 12-31-2019 fahicatm 8. andling allabon _ =uenMe. wM wss.andpaced.9Meeceel„ July 16,2019 Mitek USA.ImR./ComWT sSoftwaree7^8.8 (1L).E mount II..pa nssis 9000em,plate d g values see ESR-1311.ESRI98e Minna") • • • This design prepared from computer input by JF LUMBER SPECIFICATIONS. TRUSS SPAN 93'- 9.0" LOME. 2:Design checked for net(-5 psi) uplift at 29 "op soacins. 2.KDDF el-0TR LOAD DURATION INCREASE=1.15 BC: 2x9 KDDF e16BTR SPACED 29.0"O.C. NOTE:Design assumes i u moisture content does not exceed 198at time of manufacture. TC LATERAL SUPPORT<=12"0C.UON. LOADING BC LATERAL SUPPORT we 12"OC.UON. LL(25.0IaDL( 7.0) ON TOP CHORD= 2.0 PSE Design conforms to main windforce-resisting DL ON BOTTOM CHORD e 10.0 PSE system and components and cladding criteria. Unbalanced live loads have been TOTAL LOPE 92.0 PSF Wind: 120 mph, h=23ft, TCOL=9.2,BCD7=6.0, ASCE 7-10, considered for this design. _now:ASCE 7-10, 25 PSE Roof Snow(Ps) (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDi[), Cs-1, Ce=1, ME-1.1, I=1load 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 Noteas :Ou=leeke=truss. Upper top chords require same material AND BOTT•CM CHORD LIVE LOADS ACT NON-CONCURRENTLY. typical ural of luord. Conned h M-3x6 min typ[cal 3b"oc (ucn). • able end truss continuous bearing wall VON. N-1x2 o equaltypical e stud verticals. pals. Refer to CompuT[us gableend detail for complete specifications. 22-00 21-09 4 4 4 19-02-08 7-09-08 7-09 14-05 i' 4 4 I I 12 11M_aa 4 12 9.00 C7 2Z� 49.00 M-3x615 " M-3:46 IS( o M43x6 M-3x6(S)R M-3x6(5) M 3x o tiQ.t.O PR QF 5� GINE 9 .0 y 19-08 y 19-08 y 14-05 y [��\ Q*9 1-00 93-09 ? 89200PE '7_, 44.: JOB NAME: J-2762 STONE BRIDGE — B4 Scale: 0.1427 NOTES.WARNINGS: GENERAL e 'Cr Truss: B4 Gal..No. g ") y` 4OREGON�� �4✓ 2.Design assumes the top a.bottom ch..to he 3.Adaional temporary bracing to insure stabilKy during cOnStruction ely unlesS paced m h..n.„n "O 9y 14, 2.2.1 compression web bracing rnust da Installed where shokon•. 2. P+ is the M 5such5:zoc and at le me. 5°dn°rceurenwneNreen Me..M,eWC DATE: 7/16/2019 iMr own "f 17 R 11- . SEQ.: K6389274 4.No lood shouldw. .a v greater m.n responsibilitye�n a non-corrosive Ole :::anon[ fasteners are TRANS ID: LINK lune ng al supports Shim o. e. complete5.cornpu4(44 ° Mlu.).ea.are for EXPIRES: 12-31-2019 fabrication.6.This design is'f' controloment..Installetoon of w.. .o then center July 16,2019 TPS CAm6CSI.copiewhichwalbeAim..upon with pint Ines.” Mfr.USA,Inc./CompuTrus Software.7.6.9i114-2 4a,ew ewe nonm.or pl. design values see ESR.13I I,ESR.19ee We, • • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" FOND. 2:Design checked for net(-5 Dof) uplift at 24 "cc spacing. 1 TC: 2x9 HDDF PlaBTR LOAD DURATION INCREASE=1.15 BC: 2,9 UDE'V1613TR SPACED 24.0"O.C. s NOTE:esgn a C Dicontent does not exceed 109sat time of manufacture. TC LATERAL SUPPORT<=12"0C. o SON. LOADING Design conforms t mainwindfo[Ce-resisting ng BC LATERAL SUPPORT<=12"0C.LION. LL( 25.0)LDL( 0.0) ON TOP CHORD= 322.0 ME DL ON BOTTOM CHORD- 10.0 PSF system and componentsandcladding criteria. Unbalanced love loads have been TOTAL LOAD 92.0 POE Wind: 120 mph, h-22.5f t, TCDL=4.2,5CDL=6.0, ASCE 0-10, considered for this design. Snow:ASCE 7-10, 25 ESE Roof S ow(Ps) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Die), I=ln 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 LORD.TOP Note`OUtlooke[truss.Upper top chords requiresamematerial as AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'lal op chord. Connect h M-3x6 mr nstypical 36"Oc (uen)• Gable end truss on continuous bearing wall 0054. 1-1x2 o equaltypical at stud verticals. Refer to CompuTrus gable end detailfor complete specifications. 9-06 9-06 1 1 0' — 11m--m4 4il1l1IIiII,1 M-3x6 M-3x6 ��0 PROFFon y1-00 b 19-00 y1-00 1 ��`�� 4NyC}INEF4) �°�� c 89200PE r" JOB NAME: J-2762 STONE BRIDGE — Clealo: 0.0000 Truss: Cl Cr of.Geer.Notes budding component M .d..� � '�OREGON,v, 4,4 2 2sa Comp.sion web bracing tnust be InslaSed where shown• m.p.h.ot component is Me M of the hurl.,designer. 2Q �+ 2 Design assumes the top a.ban.ehotals to be 2 Additional temporary brews to insure.biltly during Constmatron mm laterally braces] <O 4}'14 DATE: 7/16/2019 is the h re is the hditonal ermanent of Nwoo9 here shown•ngttrCt and/os ayw.a oil 4T,-. �... SEQ.: K6389275 Ibe eeeIeI many component. l greater :aOS the b ..moo terns<en enmahr. �7}3��-�' fasteners are wmpiet.and at not.Should an. TRANS ID: LINK b.a 6 Design assumes lull.aw9arall supports shown.mm.r w.ge itEXPIRES. 12-31-2019 5 Corneas.has no 9.form :hipmentand� u. ofro pone . 6 Thu a.qna furnished ub,.tothehm�mnee.tforthb, 1.8a dplacaa.wm,<em.r July 16,2019 SPINVTCA me.copes of which win be fume.]upon request In.swede ststt joint inches Mnes iTek USA, Software 10Fof bamccovenor pia:ee p values see ESR,311.ESRr9801MO,k) • • This design prepared from computer input by JP LUMBERPECIFICATIONS TRUSS SPAN 19'- 0.0" INC 2015 MAX MEMBER FORCES 4WR/EDF/Cq=1.00 TC: 204 416BTR LOAD DURATION INCREASE=1.15 1-2-( 0) 63 2-10=(-130) 686 2-3-(-1151) 207 BC: 2x4 CODE%16BTR SPACED 24.0"O.C. 2-3=(-40) 215 10-8=(-130) 686 4-10-1-200) 154 WEBS: 2x4 KDDF STAND 3-4=(-014) 177 10-5=1 -29) 438 LOADING 42 5=(-741) 121 10-6-(-200) 154 TC LATERAL SUPPORT 0=12.00.UON. LL( 25.0)nDL( 0.0) ON TOP CHORD= 02.0 PSF 5-6-(-541) 121 7-0-(-1151) 207 BC LATERAL SUPPORT<=12"00.UON. DL ON BOTTOM CHORD= 10.0 POE 6-7=(-914) 177 TOTAL LOAD- 42.0 PEE 7-8=(-40) 215 LETINS: 2-00-00 2-00-00 8-V=( 0) o_ Snow:ASCE 7-10, 25 PSE Roof Sn Dw(Psl OVERHANGS: 12.0" 12.0" Cs-1, Ce-1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALLATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC^_015 NOT BEING MET. 0.- 0.0" -05/ 9120 -115/ 115H 5.50" 1.46 KDDF( 625) 19'- 0.0" -35/ 9120 0/ OH 5.50" 1.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1'0ND is Design checked Eno per(-5 nsfl uol.ft at 74 "or 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" 9-06 9-06 MAX LL DEFL=-0.051"@ 0'- 6.0" Allowed- 0.904" 1' I 1 MAX TL DEFL=-0.082"@ 9'- 6.0" Allowed= 1.206" 1-08-13 3-00-03 4-09 4-09 3-00-03 1-08-13 MAX LL DEFL=-0.002"@ 20'- 0.0" Allowed= 0.100" 1' I I I I I f MAX TL DEFL=-0.003"@ 20'- 0.0" Allowed= 0.133" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 8.00 v HM-4x4 Q8.00 MAX HORIZ. LL DEFL- 0.010"@ 1e'- 6.5" MAX SORIS. TL DEFL- 0.016"@ 10'- 6.5" 4.0" s rx 0 Design conforms to main rndforce-resisting system and componentsand cladding criteria. Wind: 120 mph, h=22.5ft, TCDL=4.2,13CDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. M-3x4 M-3x4 a ms- .14,10. �, 10 o/- II[ m Z 2 10 M-3x6 M-3x8 M-3x6 1 A l 9-06 9-06 �41�-D PROFF ss y1-00 y 19-00 y1-00 y L2> ``� t�E •9 /0.2 Q 89200PE �<' JOB NAME: J-2762 STONE BRIDGE - C2 '` -cal=. 0.2046 i WARW.. GENEPALNOTES, unless othensesenot. le 1.Bull.and OREGON Truss: C2 - Cr s .f General Notes fore construct.commences bugdmg component nw ro w individual �G �(t/ ...VIII,/ ��1�+ 2.3 Aektrbonal temporary Pram.to Insure stability dunng constr.t, Des �4 9y 14 DATE: 7/15/2019 46 Me N et.erector P...permanent Pr..of mpact iong or brood where wEmzfNM V SEQ.: K6389276 n of the respectrve contractor fastener,are complete and al no bme should v greater .eponent.41 after...mg a. 4 Install..Oft.,iS Me ra ...ems eea.onm."r. f7. ��-�'. TRANS ID: LINK re. ,,,i, a ,iie 410011,x„"51011101 5 Comp,.h.no control over and assumes no bl4 two,. EXPIRES: 12-31-2019 faeficatron_ 7 Des,assumes adequate drainage is provided shipment re at,of a Mev. 8 Plat.shall be located on Potn faces of trussa aacedsotheir center July 16,2019 MiTekUSA.Inc.ICompuTrus Software 7.8.8(10-E .0.Forbes.connector udesa valu.see E1R13:1.ISI.198a(545043 • This design prepared from computer input by JE LUMBER SPECIFICATIONS 19-00-00 GIRDER SUPPORTING 94-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Cu;CODE 10196TR LOAD DURATION INCREASE=1.15 (N'0-Rep) 1-2-(-11110) 1122 1- 6=1-8521 8730 6-2-(-374) 4092 BC: 218 KODF SS 2-3-(-7672) 824 6-7=1-849) 8654 2-7-(-3024) 358 WEBS( e 4 KED'STAND; LOADING 3-4=(-7672) 829 -4=(-849) 8654 7-3-1-8561 8160 204 KELT 916BIR A Snow:ASCE 7-10, 25 PSC Reef S[ow)Ps) 9-5=(-11110) 1122 8-5=1-852) 8730 -4-(-3024) 350 Cs-1, Ce-1, Ct=1.1, I=1 9-0-(-374) 4092 TC LATERAL SUPPORT<=12"0C.UON. EC LATERAL SUPPORT<=12"00.UON. TC UNIF LL( 25.0)1D1( 7.01= 32.0 PSF 0'- 0.0"TO 19'- 0.0"V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIE LL( 0.014DL( 10.01= 10.0 PSF 0'- 0.0"TO 19'- 0.0"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC URGE LL( 525.0)40=) 35].01= 082.0 PLF 0.0"TO 19'- 0.0"V 0'- 0.0" -227/ 9177V -102/ 102H 5.50"14.68 KDDF 1 625) (2) ecePete[r us ses reguired..±i 1.._ 0.0" -c 2]/ 91]7V =tf-5/ OH ^,50"14.68 nDDs acl na). Attach 2 Fly with 3"x.131 DIA 2x8 LIMITED STORAGE DOES NOT APPLY DUE 0'-THE SPATIAL 0"C staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. FOND.nails9"c n 1 row(s) throughout 244 tap chords, 2:De=1nn char..,far n vfl uplift at 29" 5"o_ row(s) throug500044 hoot 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOFLIVE LOAD. TOP 9.cc in 1[cw(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS OCTACNON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 0/240, T1=1/180 MAX LL DEFT=-0.100"@ 9'-- 6.0" 01101e0= 0.909" MAX TL DEFT--0.169"@ - 6.0" Allowed e 1.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT= 0.027"@ 18'- 6.5" MAX HORIZ. TL DM,= 0.096"@ 18'- 6.5" 9-06 9-06 f f f 5-01-08 4-04-08 4-04-08 5-01-08 Design conforms to main indforce-resisting f f f f f system and componentsand cladding criteria. 12 12 Wind: 120 mph, h=22.5ft, TCDL=4.2,BCDL=6.0,ASCE 7-10, 4.00 I)M-6x6 '8.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Din), load duration factor=1.6, a 6.0" Truss 0/4427441 for wind loads 64444 3n the plane of the truss only. M-3x8 M-3x8 t * M-8x10 M-8x10 A01. I0 urs 0I rak. M-5x12 M-8812 M-5x12 1 b 1 1 Y p 4-11-12 4-06-04 4-06-09 4-11-12 '(��� PfIOFFss y 19-00 w, . tNGfNE�c9 /O29 e 89200PE r" JOB NAME: J-2762 STONE BRIDGE - C3 Scale: 0.3011 �! � WABuilder and erection contractor should be advised of RN. EeAL. building NOTES.component unless otherwise noted Q AA"�OREGON Q Truss: C3 .c.r„NN.e only AophcabtIav aual �G q, R A. 2.2s4 compresslon web bracing must.installed..shown s. incorporation of component is the reasonability olthe building 2.Design assumes.top and bottom chords to bet DATE: 7�15�2019 is the responsIbility of the i the plywood and/or drywellteC). .N w �Q qY 14 2�'4'Q SEQ.: K6389277 4.No load should be applied to any component until .n used of the respective contractor. Wieners aro complete and.no time should r emdn a e..ca.«ee environment. f use. TRANS ID: LINK till a II,u,4oaeehoe.Sh,mw 5.Comp,.Ins no control over sr.assumes no :p,Inm,me EXPIRES: 12-31-2019 /ahem.,handing.B.This design Is furnished seellation s components.shipment nse , D fuse and placed so m.,rentor July16,2019 SP✓ISSCA In SCSI,copes m which will he fumehe9 upon request. lina coincide wall pini center linos MITek USA.Inc.ICompuTrue Software 7.6.817L1-E la For marc connector plate design,mues..EeSn31f.E513.108/3(Wets) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" :OND. 2: Design cha,rked fry net(-5 esf) uplift et 24 "or spacing TC: 2x4 KEN.111145TR LOAD DURATION INCREASE-1.15 o Design conforms i mainwindfor,:e-resisting BC: 2x4 KDDF 1114BTR SPACED 24.0"J.C. system and components and cladding criteria. TC LATERAL SUPPORT<=12"0C.UON. LOADING wind: 120 mph, h-15Et,TCDL=4.2,BCDL=6.0,ASCE'510, BC LATERAL SUPPORT<=12"0C. UON. LL(25.0),DL( 7.0) ON TOP CHORD= 32.0 FEF DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed,Cat.2,Exp.B, MWFRS(D1r), II For hanger specs. -See approved Flans TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads snow:ASCE 5-10, 25 PEF Reef Enno:P=1 to the plane of the truss only. Cs-1,Ce-1,Cc-1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO TOE SPATIAL Note:Outlooker t russ.Upper top chords require same material REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. min rel topchord. Connect with M-3x6 n typical -6"oc (uon). BOTTOM CHORD CHECKED FOR 1OPEF LIVE LOAD.TOP 'aa ble end truss on continuous bearing wall NON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-1x2 or equal typical at stud verticals. Refer to CCmpuTrus gable end detail for 12 _omplete specifications. 4.00 C'' y { ri) '.21 .21 I 1 v M-3x4 1 1 1 1-00 5-00 4o PROS Q(....�c›O .,C‘ ",9, /p�� :9200P < 000,91 JOB NAME: J-2762 STONE BRIDGE - D12051, p7050 � '.1dM 1.Budder find °:tM:.i°'sbas.onlyen�theo*showna^,.w.an�•be,°.a� OREGON �2 Truss: Dl Warnings .ehm noes. e..,a�Nea. WAN Aewe,ab^of des,parr...a Pr..n.,. 1`i 4/ 2��t4, 4 J.A..b 2.Zol:immP, a e,st: .M° :. "" m.,..hou,orn,,,ely unless e me.i. ,,,p,.hoN M..m y 14, p diM,l�n.e,en",.AminunaiF«...ea bnc.pa he h^such as mox eM•w"n sheath enuor°"' cir length� DATE: 7/15/2019 em ,bnmm.bu4eiwa«N^e,. x �b�aa'e...albaee2'eeana.h.,..hmen.. FRR11.-�- SEQ.: K6389278 be sag. after aS hr..)end loads �m m�a;bnoftruss.theasPe^abm m the,..e.w.<.m„<m,. fasteners are complete a.al no trne should, a ea an 5.Design assumes mases are m be used m a non.c..,e en.aenmem. TRANS ID: LINK 6. _ ,,,Mfor theERa.Ne.s;una,Gai.e:^astall,.,Pomshown.N,:m°,waea. EXPIRES: 12-31-2019 aeesaouamai ocom e,n. ,.De:nnas:umesadearuatedath^a4.es ispre.b.. .e( r ceplaced neJuly 16,2019 floesTPINVICP in BCS,copies of nes comode with poise.,,,es. ,Isn/CompuTrusSoftware 7 he)IL}Ele,F 1 p , ueet M,Tek USAbaerc cmnacw Plate design values a Ese.,a11.ESROOMS:u5.e) This design prepared from computer input by JF LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4141R/DDS/Cq=1.00 TC: 2.KDDF 416BTR LOAD DURATION INCREASE=1.15 1-2=1 0) 36 2-4=(-24) 26 3-9=(-146) 81 BC: 2.KDDF 416BTR SPACED 24.0"0.5. 2-3=1-62) 90 WEBS: 2x9 IMF STAND LOADING TC LATERAL SUPPORT C=12"OC. VON. LL(25.0),DLI 7.0) ON TOP CHORD= 02.0 P F BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA l2"..BC LATERAL SUPPORT 5-12" . NON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS 5IZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 POD 0'- 0.0" -27/ 3650 -14/ 49H 5.50" 0.58 SEES ( 625) OVERHANGS: 12.0" 0.0" 5'- 0.0" -22/ 154V 0/ OH 5.50" 0.31 SDDF ( 625) Snow:ASCE 7-10, 25 P.M'Roof Enos.-Ins) "For hanger -See Cs., Ce-1, Ct=1.1, 2=1 I�� oc spacing. ger specs. approved Plans yJND. 2:Design checked for nett-5 Pon uplift at 29 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS:LL-L/240,TL-1.1180 MAX LL DEFL=-0.002"@ -1'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR lOFSF LIVE LOAD. TOP MAX TL DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL=-0.030"@ 2'- 7.6" Allowed= 0.274" MAX TC PANEL TL DEEL=-0.035"@ 2'- 7.6" Allowed= 0.910" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00 MAX HORI,. LL DEFL= 0.000"@ 4'-10.3" MAX HORIZ. TL DEFL= 0.000"@ 4'-10.3" 12 9.00 ' Design conforms to main indforce-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=1.6, NI-1.5x3 End vertical Is) exposed to wind, 10011 designed TOP wind loads 1n Clte pane of the truss only. tLt M[ rl 2►� M-3x9 M-1.5x3 1 y Y 1-00 5-05 0,0 PROFFSs NG1N€g9 /9 :9200PE JOB NAME: J-2762 STONE BRIDGE - D2 Scale: 0.6300WARNINGS, GENERAL HO., unless°them,"noted: I.eukler a.erection contractor Mould be advised of OREGON Truss: D2 a,General Nan w. buildIng component a n individual1G 4/2.2m1 compression web bramng must be installed where shown pt �� nom and at incorponallon&component is the n wenn, /4 9y 14, °: DATE: 7/15/2019 is Me bconnuoussucM"o uilding designer. bz Impact bridging or lateral bractno re Rcpered where shown• aryca Nec)respectmely unless Mooed throughout Moir tength� • SEQ.: K6389279 nycomponre is the responsIbility ent ant,after all bracing fasteners are complete and at no lime should m mgreater Iga TRANS AD: LINKS.Comp.,.has no control over and assurneS assumeslee hems, .asunpomeaownShim ormemgea M„M EXPIRES: 12-31-2019 tion I.This_ shipment plummet... mow a ncide mth joint _ IN,,.. 111.0MlNeer c.mer July 16,2019 IllolMiTek USA.Inc.ICompuT s'Sofwarepe6(1LkE request lo.op basic connector plate am aloes see ESF+31+.ESRMS.0 maw AO • This de=ign prepared from computer input by JF LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 CC: 2x4 KDDF 0190TR LOAD DURATION INCREASE=1.15 1-2=( 0) 36 2-4=(-24) 26 3-4-(-146) 81 9 KDDF 416ETR SPACED 24.0"0.C. 2-3=(-62) 40 WEBS: 2X9 KDDF STAND LOADING TC LATERAL SUPPORT c=12"0C. ON. LL(25.0).L( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA O BC LATERAL SUPPORT 0=12"OC. ON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -29/ 365V -19/ 440 5.50" 0.58 KODF ( 625) OVERHANGS: 12.0" 0.0" 5'- 0.0" -22/ 1940 0/ OH 5.50" 0.31 HOOF ( 625) Snow:ASCE 7-30, 25 PSF Roof S ow(Ps) M-1.5x4 c 1 enon-structural I=ln or scarino =4ua OND. 2: Damien checked Er,n=tf-5 os fl uplift at 29 vertical members (uen)n e LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290,TI../100 m For hanger specs. -See approved plans MAX LL DEFL=-0.002"@ -1'- 0.0" Allowed= 0.100" MAX TL DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.TOP MAX TC PANEL LL DEFL=-0.030"@ 2'- 7.6" Allowed= 0.2]4" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL -0.039"@ 2'- 7.6" Allowed 0.910" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00 MAX HORIZ. LL DEFL= 0.000"@ 4'-10.0" I r MAX HORIZ. TL DEFL- 0.000"@ 4'-10.3" 12 4.00 f • Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 120 mph, h=15ft, TCGL=4.2,BCDL=6.0,ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) e o exposed t wind, -a, Trussdesigned forwind loads M-3x6 in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x9 of all" the same size and grade as structural top chord. ImeT fit at each let-in. Out "s must be cut with care and are permissible at inlet board areas only. )11 M-3x6 11 IM A[ .:il y M-3x4 M-1.5x3 Y i 1 1-00 5-00 x�40O PROF s 0, ti1yGIN�F9 -49 89200PE JOB NAME: J-2762 STONE BRIDGE - D3 ''"''"'� Scale: 0.6550 < .��..' WARNINGS) tIENERALNOTES. sares arr.)noted Truss: D3 I.Bull.and erection contractor should be ad..of•ne'""N"" This a.componly Me parameters ro NWa.l 7 ,y,OREGON �/.{/�. I.2.1 cameraman web bras,must.!needed where shown.r. Incorporation of component m Me ry 2 *- of the building designer. /� 9Y 14 0 mJ.Additional D« .,.«,wea4 gDC)aaoMM."'wall). �'`F�4/� ` DATE: 7/15/2019 "kry - a Impact k ^•Fl fl��y SE K6389280 a9aw.0 any component until a.all greater Man a. =•Ianmo-�«.m.,«�n.N Mau.«a«w..m.e.cw. Q•: o me „ a, Designassumes trusses are ubeused inanen-corm..enevonment TRANS ID: LINKassumes luilbearing alall supports Mown 10.1411, 9415.Corr.Trus has....over and assumes no M4„a,Ma EXPIRES: 12-31-2019 ...ion.ha.ng.shipment and inslallation of components. 7. Dna:asD This design Is 0n.bed subject.the 1.1.1ons set forth by 8 1,tas W.be sumes adequate drainage a.448144souancenter July 16,2019 TPIANTCA in DM cop.of Much...furnisher upon newest MiTek USA.IE CompuT s Software 76.87.8.841.0SO.F.o,.caicconnae,:pate design a«ESR.13:1.ESvt988(MTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y P offsets are indicated. I (Drawings not to scale) ' Damage or Personal Injury MitDimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1/ „ 2. Truss bracing must be designed by an engineer.For o- 16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I �_� 11111161113111M. bracing should be considered. O r O rill 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. HIffi O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 07-8 csa cs a I— designer,erection supervisor,property owner and plates 0- 'ie 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 ANSITrPI 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 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 ,,IPIndicated 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 ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.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. I 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. L1� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iiii >t! 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. - and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 5Mis not sufficient. BCSI: Building Component Safety Information, Mi 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, lem. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 r .h e . . . Client: Date: 7/13/2019 Page 1 of 1 IsDeCI M Project: Designer: J Address: Job Name: 2762 BEAMS Project#: BA LP-LVL 2900Fb-2.0E 3.500" X 11.875" - Level:Level 3 1t' 311 a 2 ' ait , r1 11 7/8„ 0l' 1 SPF � 2 SPF / / 1 0'7" 3 1/2" 10'7" / Member Information Reactions UNPATTERNED lb Type: Girder Application: Floor Brg Live Dead (Uplift)Snow Wind Const Plies: 1 Design Method: ASD 1 2893 1150 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2893 1237 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings BearingSPF 3.500Length Cap. React D/L Ib Total Ld.Case Ld.Comb. 1- " 78% 1150/2893 4043 L D+L 2-SPF 3.500" 79% 1237/2893 4130 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 9796 ft-lb 5'3 9/16" 19902 fl-lb 0.492(49%) D+L L Shear 3112 lb 12 5/8" 7897 lb 0.394(39%)D+L L LL Deft inch 0.152(L/801) 5'3 0.253(L/480) 0.600(60%)L L TL Defl inch 0.212(L/572) 5'3 11//22.': 0.506(L/240) 0.420(42%)DL+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.061",Long Term=0.091" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 8-4-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF R FLOOR 2 Uniform 5-4-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F FLOOR 3 Part.Uniform 9-8-0 to 10-7-0 Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL Self Weight 12 PLF Notes Manufacturer Info This component analysis is based en me loads, Louisiana-Pacific Corp genmevy ane ether cnnaidnne as entered by ine Baer 414 Union Street,Suite 2000 and listed in this report.The user is responsible to mra the accuracy of the input and the 'svn billy a Nashville,TN 37219 e oerr of conaRione of me abtome ror which mia (888)820-0325 pomponent is Intended.This analysis is valid only for the rodocf liatea. www.ipR-L28om Copyright 2016 All fights reserved by Louisiana Parafic APA:PR-L280,ICC-ES:ESR-2403, Carp.414 Union/I Suita 2000.Nashville.TN 37219 This design is valid until AL AP RR-25783,Florida:FL15228 10/31/2020 Version 18 80.245 Powered by iStructiQ - - Client: Date: 7/13/2019 Page 1 of 1 isDesi n0 M Project: Designer Address: Job Name: 2762 BEAMS Project#: BB LP-LVL 2900Fb-2.0E 3.500" X 11.875" - PASSED Level:Level 3 i �_. 11 7/8" I 1 SPF/ 2 SPF 12'4" / '1'31/2" / 12'4" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 2072 1467 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2233 1527 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 68% 1467/2072 3539 L D+L 2-SPF 3.500" 72% 1527/2233 3760 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 10183 ft-lb 6'2 1/2" 19902 ft-lb 0.512(51%) D+L L Shear 2931 lb 11'1 3/8" 7897 lb 0.371(37%) D+L L LL Defl inch 0.172(L/828) 6'2 3/16" 0.297(L/480) 0.580(58%) L L TL Defl inch 0.293(L/486) 6'2 3/16" 0.594(L/240) 0.490(49%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.121",Long Term=0.182" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 8-4-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF R FLOOR 2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Part.Uniform 9-11-0 to 12-4-0 2-0-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Self Weight 12 PLF Notes Manufacturer Info Tnia component anayeia is naeea "n me loada. Louisiana-Pacific Corp geometry end"mer "nam"na as enterea by me"ser 414 Union Street,Suite 2000 and listed in mis repos.The user is responsible to re me aeeura�y or me mp"t ana me apprcabaity ro Nashville,TN 37219 meuectuel condror or me arrvrmm mr wnien mia (888)820-0325 omponent is intended.This analysis is valid only forme www.Ipcorp.Corn Product liacea. APA.PR-L280,ICC-ES:ESR-2403, Copyright 21116 All rights reserved by Louisiana Pacific Corp.414 Union Si Suite 2000.Nashville.TN 37219 LADES'RR-25783,Florida:FL15228 This design is valid until 10/31/2020 Version 18.80.245 Powered by iStructr" Client: Date: 7/13/2019 Page 1 of 1 • isDesign M Project: Designer: Address: Job Name: 2762 BEAMS Project#: BC LP-LVL 2900Fb-2.0E 7.000" X 11.875" - PASSED Level:Level t x 3 ,1,11t,';' ts 1 lE Wit, €; —- ° ji# 1 d / . 1 . ,x psi 1 7/E" t i1=1 / 1 SPF 2 SPF / 1T4" / ,' /7., / 17'4" / Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wnd Const Plies: 1 Design Method: ASD 1 3553 1981 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 3553 2346 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 5.500" 34% 1981/3553 5535 L D+L 2-SPF 5.500" 36% 2346/3553 5899 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 23026 ft-lb 8'9 1/16" 39805 ft-lb 0.578(58%)D+L L Shear 4947 lb 1511 3/8" 15794 lb 0.313(31%)D+L L LL Deft inch 0.373(L/532) 8'8 1/16" 0.414(L/480) 0.900(90%)L L TL Defl inch 0.611(L/325) 8'8 3/8" 0.827(L/240) 0.740(74%)D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.238",Long Term=0.356" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 8-3-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF R FLOOR 2 Uniform 2-0-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F FLOOR 3 Part.Uniform 4-10-0 to 17-4-0 Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL Self Weight 24 PLF Notes Manufacturer Info this component analysis Is based on the €nada, Louisiana-Pacific Corp geometry ane Omer o"nddiena ae enmad by ma u er 414 Union Street,Suite 2000 and listed m mia reporc.me"ser is reeponslmesm Nashville,TN 37219 re the accuacy of me input and me applicability to me uacmal condhiona or me ao-"otua mr a nice mis (888)820-0325 mponent is intended.This analysis is valid only for me www.lpcorp.com P�odvct tared. APA:PR-L280,ICC-ES:ESR-2403, Copyright 2016 All rights reserved by Louisiana Pacific Corp.414 Union St Suite 2000.Nashville.TN 37219 This design is valid until LADBS RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStruct*" yy. j9 w Client: Date: 7/13/2019 Page 1 of 1 isDesign ProjectDesigner. Address: Job Name: 2762 BEAMS Project#: BD LP-LVL 2900Fb-2.0E 3.500" X 11.875" - PASSED Level:Level 2 1 11 7/8" 1 SPF 2 SPF 10'8" 31/2" 10'8" Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 2916 1157 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2916 1157 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100"F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 78% 1157/2916 4072 L D+L 2-SPF 3.500" 78% 1157/2916 4072 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 9946 ft-lb 5'4" 19902 ft-lb 0.500(50%)D+L L Shear 3142 lb 1'2 5/8" 7897 lb 0.398(40%)D+L L LL Defl inch 0.156(L/783) 5'4" 0.255(L/480) 0.610(61%)L L TL Defl inch 0.219(L/560) 5'4" 0.510(L/240) 0.430(43%)D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.062",Long Term=0.093" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 5-4-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF R FLOOR 2 Uniform 8-4-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F FLOOR Self Weight 12 PLF Notes Manufactcarer Info Tnis component analysis Is based on me nada. Louisiana-Pacific Corp geometry ane ower conditions as entered by[he°ser 414 Union Street,Suite 2000 and rates m mid report.The user is responsible to Nashville,TN 37219 re the accuracy a the input and the applicability to me ual condroons or the srcudure ror wnicn this (888)820-0325 mponent is intended.Tnis analysis is valid°ny for the www.lpcorp.com product listetl. Copyright 2016 All rights reserved by Louisiana Parifc APA PR-L280,ICC-ES:ESR-2403, Corp.at 4 Union 5[Suite 2000.Nashville..TN 37219 This design is valid until LADBS RR-25783,Florida:FL15228 10/31/2020 Version 18.80 245 Powered by iStructiM ArST Client: Date: 7/13/2019 Page 1 of 1 0) Project: Designer: i s D es i g n Address: Job Name: 2762 BEAMS Project#: BE LP-LVL 2900Fb-2.0E 5.250" X 20.000" - PASSED Level:Level 4 r.................... .. 3 ............. ..-. ......... 2 1 Ill:-" 1,8n " L `, _, o / 1 SPF 2 SPF / 21'6" /—/5 1/4" 21'6" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wnd Const Plies: 1 Design Method: ASD 1 3583 6692 7901 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 3583 6692 7901 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 7.000" 98% 6692/8613 15306 L D+0.75(L+S) 2-SPF 7.000" 98% 6692/8613 15306 L D+0.75(L+S) Analysis Results - Analysis Actual Location Allowed Capacity Comb. Case Moment 74642 ft-lb 10'9" 90425 ft-lb 0.825(83%)D+0.75(L+S)L Shear 12987 lb 19'3 7/8" 22943 lb 0.566(57%)D+0.75(L+S)L LL Defl inch 0.499(U492) 10'9 1/16" 0.512(L/480) 0.970(97%)0.75(L+S) L TL Defl inch 0.887(L/277) 10'9 1/16" 1.024(L/240) 0.870(87%)D+0.75(L+S)L Design Notes _ 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.388",Long Term=0.582" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 8-4-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF R FLOOR 2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Uniform 2-6-0 Near Face 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF ROOF 4 Uniform 22-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF UPR ROOF Self Weight 30 PLF Notes Manufacturer Info this component analysis is based en me mads. Louisiana-Pacific Corp geometry and Omer conditions as entered by me user ane ligated in mla revort.me use,is responsible to 414 Union Street,Suite 2000 the accuracy of the input and the appicabllity to Nashville,TN 37219 ensure me actual conditions of me svucmre for wfimh m.: (888)820-0325 componem is intended.Thia analysis is eafia only forma www.1pcorp.corn product listed. Copyright 2016 al rights reserved by Louisiana Pacific APA:PR-L280,ICC-ES:ESR-2403, Corp.414 Union St Suite 2000.Nashville.TN 37219 This design is valid until LADBS:RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStruct"" Client: Date: 7/13/2019 Page 1 of 1 • isDesi 11 M Project: Designer: Address: Job Name: 2762 BEAMS Project#: BF LP-LVL 2900Fb-2.0E 3.500" X 9.500" - PASSED Level:Level I I 1 SPF 2 SPF 13' 731/2" 13' / Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 0 549 975 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 0 549 975 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 5.500" 19% 549/975 1524 L D+S 2-SPF 5.500" 19% 549/975 1524 L D+S Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 4369 ft-lb 6'6" 15016 ft-lb 0.291(29%)D+S L Shear 1246 lb 1'2 1/4" 72651b 0.171(17%)D+S L LL Defl inch 0.160(L/918) 6'6" 0.305(L/480) 0.520(52%) S L TL Defl inch 0.249(L/587) 6'6" 0.610(L/240) 0.410(41%) D+S L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.090",Long Term=0.135" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 5-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF ROOF Self Weight 10 PLF Notes Manufacturer info This component analysis is based on the mads. Louisiana-Pacific Corp geometry and otne,oondnions as entered by the u er 414 Union Street,Suite 2000 and listed in this report.The user is esponsiblesto re the a«�ra<y or we mpnt and me applf<abI to Nashville,TN 37219 me"a<mai<onartrons or me ao-non,re mr wmm�mis (888)820-0325 mponentl0 intended.This analysis is"arid only for the www.lpcorp.corn product listed. Copyright 2016 All rights reser-ed ny touis;ana caoiso APA.PR-L280,ICC-ES:ESR-2403, co.p.ata union st suae zoos.Nashville.TN ants LADBS:RR-25783,Florida:FL15228 This design is valid until 10/31/2020 Version 18 80.245 Powered by iStruct'° e • Client: Date: 7/13/2019 Page 1 of 1 • isDesi n M Project: Designer: Address: Job Name: 2762 BEAMS Project#: BG LP-LVL 2900Fb-2.0E 5.250" X 11.875" - PASSED Level:Level 2 1 1 .�.- -.� -,r,".aw,woo c' 1.P 11 7/8" o / 1 SPF 2 SPF / 18'6" '' '51/4" / 18'6" Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 2128 870 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2128 870 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 38% 870/2128 2998 L D+L 2-SPF 3.500" 38% 870/2128 2998 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 13186 ft-lb 9'3" 29854 ft-lb 0.442(44%)D+L L Shear 2906 lb 1'2 5/8" 11845 lb 0.245(25%)D+L L LL Defl inch 0.391(L/553) 9'3 1/16" 0.451(L/480) 0.870(87%)L L TL Defl inch 0.552(L/392) 9'3 1/16" 0.902(L/240) 0.610(61%)D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.160",Long Term=0.240" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 2-0-0 Far Face 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Uniform 3-9-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Self Weight 18 PLF Notes Manufacturer Info This component analysis is based nn me ipads. Louisiana-Pacific Corp geometry and other conditions as entered by Ne peer 414 Union Street,Suite 2000 and listed in this report.TM1e user is esppnsible to re the accuracy of the input and the rapplicabillty to Nashville,TN 37219 me"acetal conartmna or the awrn,re ror wnipn Inc (888)820-0325 component is intended.This analysis is velitl only for Ne product rated. APA:PR-L280m cppyngnt tots an rights reserved by Louisiana Pacific APA:PR-L280,ICC-ES:ESR-2403, Corp.414 Union St Suite 2000.Nashville.TN 37219 This design is valid until LADBS:RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStruct'° ' Client: Date: 7/13/2019 Page 1 of 1 Project: Designer: isDesign- Address: Job Name: 2762 BEAMS Project#: H1 LP-LVL 2900Fb-2.0E 3.500" X 9.500" - PASSED Level:Level ::.........:.::.:::.......„.,,..............................._,„......,......... 3 ....,.,.,.................. ' '.,-, , ...-',. • ' .;',1f,..i ' , ‘ , , 2 1 ,... ..... .. X , /9 1/2' . , . . . , I I I I 1 SPF 2 SPF / 6' "8 '' '31/2' / 6'8" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 1100 2128 2700 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1100 2128 2700 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 96% 2128/2850 4978 L D+0.75(L+S) 2-SPF 3.500" 96% 2128/2850 4978 L D+0.75(L+S) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7194 ft-lb 3'4" 15016 ft-lb 0.479(48%)D+0.75(L+S)L Shear 3747 lb 57 3/4" 7265 lb 0.516(52%)D+0.75(L+S)L LL Defl inch 0.071(L/1043) 3'4" 0.155(L/480) 0.460(46%)0.75(L+S) L TL Defl inch 0.125(L/597) 3'4" 0.310(L/240) 0.400(40%)D+0.75(L+S)L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.053",Long Term=0.080" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 VVind 1.6 Const.1.25 Comments 1 Uniform 8-3-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F FLOOR 2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Uniform 5-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF ROOF 4 Uniform 22-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF UPR ROOF Self Weight 10 PLF Manufacturer Info Notes This component analysis is based on the loads, Louisiana-Pacific Corp geometry and other conditions as entered by the user 414 Union Street,Suite 2000 and listed m this report ppl f the bilay to The user is and the responsible to Nashville,TN 37219 ensure the accuracy oinput aica the actual conditions of the structure far which this (888)820-0325 component is intended This analysis Is valid only for the www.Ipcorp.com product listed APA:PR-L280,ICC-ES ESR-2403, Copyright 2016 All rights reserved by Louisiana Pacific Corp 414 Union St Suite 2000 Nashville TN 37219 This design is valid until LADBS:RR-25783,Florida.FL15228 10/31/2020 Version 18 80 245 Powered by iStructr. Client: Date: 7/13/2019 Page 1 of 1 0 • Project: Designer: I s D es I g n M Address: Job Name: 2762 BEAMS Project#: H2 LP-LVL 2900Fb-2.0E 3.500" X 9.500" - PASSED Level:Level X , < ,:tea 1 SPF 2 SPF / 8'7" 4' '131/2" / 8'7' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 0 1457 2833 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 0 1457 2833 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100"F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 82% 1457/2833 4290 L D+S 2-SPF 3.500" 82% 1457/2833 4290 L D+S Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 8248 ft-lb 4'3 1/2" 15016 ft-lb 0.549(55%)D+S L Shear 3269 lb 1'1/4" 7265 lb 0.450(45%)D+S L LL Deft inch 0.148(L/658) 4'3 9/16" 0.203(L/480) 0.730(73%)S L TL Defl inch 0.225(U434) 4'3 9/16" 0.406(L/240) 0.550(55%)D+S L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.076",Long Term=0.114" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 22-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF ROOF Self Weight 10 PLF Notes Manufacturer Info This component analysis is based on the i"ads, Louisiana-Pacific Corp geometry and other conditions as entered by the user 414 Union Street,Suite 2000 and listed in this report.The users responsible to re me accuracy a the input and the applicability to Nashville,TN 37219 ensure the atual ditions of the structure for which this (888)820-0325 component is intended.This analysis is valid only for the www.lpcorp.corn product listed. Copyright 2016 All rights reserved by Louisiana pacific APA:PR-L280,ICC-ES:ESR-2403, Corp.414 Union St Suite 2000.Nashville.TN 37219 This design is valid until LADES:RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStructi4 ITT • -- `'' Client: Date: 7/13/2019 Page 1 of 1 Project: Designer. k. ISDeSIgn M Address: Job Name: 2762 BEAMS Project#: H3 LP-LVL 2900Fb-2.0E 5.250" X 9.500" - PASSED Level:Level ' 3 I 4 ,f 5 2 = --- 1 = X , I I 1 SPF 2 SPF / 10'8" 1 1' 'I'5 1/4" / 10'8" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 213 4845 1219 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 213 5774 101 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 78% 4845/1219 6063 L D+S 2-SPF 3.500" 77% 5774/236 6010 L D+0.75(L+S) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7672 ft-lb 2' 17627 ft-lb 0.435(44%)D Uniform Shear 4388 lb 1'1/4" 8529 lb 0.514(51%)D Uniform LL Defl inch 0.023(U5283) 410 3/8" 0.255(L/480) 0.090(9%) 0.75(L+S) L TL Defl inch 0.198(L/618) 4'8 11/16" 0.510(L/240) 0.390(39%)D+0.75(L+S)L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.175",Long Term=0.263" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F FLOOR 2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Part.Uniform 0-0-0 to 2-0-0 22-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF U ROOF 4 Point 2-0-0 Top 4290 lb 0 lb 0 lb 0 lb 0 lb H3 Bearing Length 0-3-0 5 Point 10-8-0 Top 4290 lb 0 lb 0 lb 0 lb 0 lb H3 Bearing Length 0-3-0 Self Weight 14 PLF Notes Manufacturer Info This component analysis is based on the loads. Louisiana-Pacific Corp ' geometry and other conditions as entered by the user 414 Union Street,Suite 2000 and Gated in this report.The user is responsible to ensure the accuracy of the input and the applicabilitym Nashville,TN 37219 actual conditions of the structure for which this (888)820-0325 component is intended.This analysis is valid only for the www.lpcorp.com product listed. APA:PR-L280,ICC-ES:ESR-2403, Copyright 2016 AP rights reserved by Louisiana Pacific Corp.414 Union St Suite 2000 Nashville.TN 37219 This design is valid until LADBS:RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStruct°u ,.